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HomeMy WebLinkAbout2017-10-11 CPC PacketSti liwater. THEBRTHPLCEOFMNIESOTA AGENDA PLANNING COMMISSION MEETING Council Chambers, 216 Fourth Street North October 11th, 2017 REGULAR MEETING 7:00 P.M. I. CALL TO ORDER II. ROLL CALL III. APPROVAL OF MINUTES 1. Possible approval of minutes of September 13th, 2017 regular meeting minutes IV. OPEN FORUM - The Open Forum is a portion of the Commission meeting to address subjects which are not a part of the meeting agenda. The Chairperson may reply at the time of the statement of may give direction to staff regarding investigation of the concerns expressed. Out of respect for others in attendance, please limit your comments to 5 minutes or less. V. PUBLIC HEARINGS - The Chairperson opens the hearing and will ask city staff to provide background on the proposed item. The Chairperson will ask for comments from the applicant, after which the Chairperson will then ask if there is anyone else who wishes to comment. Members of the public who wish to speak will be given 5 minutes and will be requested to step forward to the podium and must state their name and address. At the conclusion of all public testimony the Commission will close the public hearing and will deliberate and take action on the proposed item. 2. Case No. 2017-42: Consideration of a Variance to the maximum fence height in the exterior side yard of property located at 823 5th Street South. Michael Hinman, property owner. 3. Case No. 2017-43: Consideration of a Zoning Text Amendment to allow a cigar shop and sampling room in the Central Business District. Happy Bridge, LLC, property owner and Scott and Luke Sodergren, applicant. 4. Case No. 2017-47: Consideration of a Short Term Home Rental License Type B for the property located at 1004 5th Street North. Joseph Widmer, property owner. 5. Case No. 2017-48: Consideration of a Final PUD, Preliminary Plat, Final Plat and Special Use Permit for the properties located at 1616 Olive St and 114 Brick St. Our Savior's Lutheran Church, property owner and Anne Stanfield, Ecumen, applicant. 6. Case No. 2017-49: Consideration of an Variance to the front yard setback and the expansion of a legally non -conforming structure on the property located at 204 Birchwood Dr N. Genevive Schulze, property owner and Cynthia Polzin, applicant. 7. Case No. 2017-50: Consideration of a Variance to the structural lot coverage and a Variance to the 30ft Steep Slope Setback for the property located at 628 Olive St W. Jenafer and Grant Smith, property owners. VI. NEW BUSINESS VII. STAFF UPDATES/FOR YOUR INFORMATION 8. October 19th Comp Plan Review Session VIII. ADJOURNMENT THE 1I11TNYLACE OF MINNESOTA PLANNING COMMISSION MEETING MINUTES September 13, 2017 REGULAR MEETING 7:00 P.M. Chairman Collins called the meeting to order at 7:00 p.m. Present: Chairman Collins, Commissioners Fletcher, Hansen, Kocon, Lauer and Siess Absent: Commissioner Hade and Councilmember Menikheim Staff: City Planner Wittman APPROVAL OF MINUTES Possible approval of minutes of August 9, 2017 regular meeting Motion by Commissioner Kocon, seconded by Commissioner Lauer, to approve the minutes of the August 9, 2017 regular meeting. Motion passed 5-0 with Commissioner Hansen abstaining. Possible approval of minutes of August 23, 2017 special meeting Motion by Commissioner Fletcher, seconded by Commissioner Kocon, to approve the minutes of the August 23, 2017 special meeting. Motion passed 3-0 with Commissioners Hansen, Lauer and Siess abstaining. OPEN FORUM There were no public comments. PUBLIC HEARINGS Case No. 2017-39: Special Use Permit amendment to allow for restaurant expansion onto the second level for the property located at 233 Main Street South. Michael Hoefler, property owner and Matt Hoefler, applicant. City Planner Wittman explained the request. HAF Real Estate & Development, which owns the structure and has occupied the second story, has recently relocated its offices. The applicant is requesting an amendment to their Special Use Permit to expand the restaurant into the second floor of the building to include approximately 700 square feet of dining area (22 to 24 seats), prep kitchen, restaurant -related office space and restrooms. Staff recommends approval of the Special Use Permit amendment with seven conditions. Chairman Collins opened the public hearing. Planning Commission September 13, 2017 Matt Hoefler, applicant, stated the expansion is to provide patrons waiting for their tables with a place to enjoy cold appetizers from the second floor prep kitchen. No hood, ovens or cooking equipment is proposed for the second floor. There will be no changes to the main level or the exterior. Chairman Collins closed the public hearing. Motion by Commissioner Fletcher, seconded by Commissioner Kocon, to approve Case No. 2017-39, Special Use Permit amendment to allow for restaurant expansion onto the second level for the property located at 233 Main Street South, with the seven staff -recommended conditions. Motion passed 6-0, all in favor. Case No. 2017-40: Preliminary Plat, Final Plats, and a Zoning Map Amendment (ZAM) for the property located at 8080 Neal Avenue North. Stephen and Barbara Kochendorfer, property owners and Cornerstone Land Surveying, Inc., applicant. City Planner Wittman stated that Stephen and Barbara Kochendorfer plan to subdivide 1.25 acres of land located at Lot 6, Block 2, Neal Meadow (8080 Neal Avenue North). A total of three lots, to be known as Neal Meadows 4th Addition, are proposed. The Kochendorfers would retain the easterly lot that contains their residence. The westerly (approximately) 25,000 square feet, adjacent to Creekside Crossing, would contain two new lots which the property owners intend to sell. In order to subdivide the property as proposed, Dan Thurmes, applicant, has requested approval of the following: 1) rezoning to RA, One -Family Residential; 2) Preliminary Plat of Neal Meadows 4th Addition, a three - lot single family subdivision; and 3) Final Plat of Neal Meadows 4th Addition. Staff recommends approval with three conditions. Commissioner Fletcher asked if the rezoning from AP to RA will result in mixed zoning along that strip of land. City Planner Wittman indicated which properties have been split and rezoned to RA already. She added that AP is viewed as a holding zone until redevelopment occurs. Chairman Collins opened the public hearing. Dan Thurmes, Cornerstone Land Surveying, stated that when the plat was done 30 years ago, houses were built on Neal Avenue with the intent that this property would be developed eventually. Chairman Collins closed the public hearing. Commissioner Siess asked about the requirements for tree planting, in the event that a developer takes down all trees. City Planner Wittman responded that the City's tree preservation and protection ordinance defines standards that need to be in place when development occurs. Anything reduction in tree cover over 50% would require replanting. No clear cutting would be allowed. She added that minimal grading will have to be done on the site, so it would be surprising if all trees were removed. Motion by Commissioner Hansen, seconded by Commissioner Lauer, to recommend approval of Case No. 2017-40, Preliminary Plat, Final Plats, and Zoning Map Amendment (ZAM) for the property located at 8080 Neal Avenue North. Motion passed 6-0. Case No. 2017-41: Special Use Permit for an existing childcare facility and its expansion at 14460 60th Street North. Richard Nauman, owner representative and Gina Anderson, applicant. Page 2 of 4 Planning Commission September 13, 2017 Ms. Wittman stated that the applicant is requesting a Special Use Permit to operate a 144-student capacity daycare/nursery. Smart Start Childcare and Learning Center has operated in the subject property since October 2013 but did not initially require a Special Use Permit. In August 2017, Smart Start applied for an increased license capacity with the Minnesota Department of Human Services, prompting the need for a Special Use Permit. Staff recommends approval with four conditions. Chairman Collins asked if the play facility will be expanded as part of the increased capacity. Ms. Wittman replied that is not known, but the Commission could request more information from the applicant. She noted that the applicant was not present at the meeting. Commissioner Kocon remarked that the need for more play space would be a market -governed issue and that the Planning Commission's role is to determine whether the use is appropriate for the space. Chairman Collins opened the public hearing. There were no public comments. Chairman Collins closed the public hearing. Motion by Commissioner Kocon, seconded by Chairman Collins, to approve Case No. 2017-41, Special Use Permit for an existing childcare facility and its expansion at 14460 60th Street North. Motion passed 6-0, all in favor. NEW BUSINESS There was no new business. STAFF UPDATES City Planner Wittman updated the Commission on the following items: • In regard to the transfer of the license for the Aurora Staples Bed & Breakfast, Ms. Wittman reported that the Council concurred with the Commission's recommendation and approved the transfer. • Following the Planning Commission's recommendation, the Council denied a Zoning Text Amendment requested by Colin Faulkner for lodging in the BP -Industrial District. • In regard to Hazel Place, the Council concurred with the Planning Commission's determination that seven lots is appropriate, despite the applicant's request for eight lots. The applicant has requested that the Council allow the Planning Commission to reconsider the request for eight lots within a one year time period, so this case may come back before the Commission. • The owner of the Water Street Inn has appealed the Planning Commission's denial of a height variance. This case will go to the Council next week. Code Update Commissioner Siess asked for a progress report on her previous inquiry about code language regarding the Planning Commission Chair being a member of the Heritage Preservation Commission. City Page 3 of 4 Planning Commission September 13, 2017 Planner Wittman replied that staff was hoping to have information for this meeting but have not been able to dedicate sufficient time to the issue. She stated that staff met with City Attorney Magnuson and that he definitely wants to define the Planning Commission Secretary as the Community Development Director, or his or her designee. Mr. Magnuson recommended that the language be changed from Planning Commission Chair to Council Liaison but this needs to be formalized and will come to the Commission for comment before it goes to the Council. Commissioner Siess stated it gives her pause to consider that a non -elected person could be granted voting rights on two commissions. Commissioner Kocon added that asking a non -elected person to serve on two commissions isn't as appropriate as having an elected, paid Councilmember be liaison to those commissions. City Planner Wittman informed the Commission that staff is currently working on four other amendments. Commissioner Siess suggested it would be beneficial for the Commission to meet annually with the Council. Ms. Wittman responded she will bring this up with the Community Development Director. Commissioner Siess requested that the word Chairman in Sections 22-5, 22-7 and 32-1 should be updated to the word Chair. ADJOURNMENT Motion by Commissioner Kocon, seconded by Commissioner Fletcher, to adjourn the meeting at 8:00 p.m. All in favor, 6-0. Respectfully Submitted, Julie Kink Recording Secretary Page 4 of 4 liwater THE BIRTH P L A TE OF MINESOJ PLANNING COMMISSION MEETING DATE: October 13, 2017 APPLICANT: Michael Hinman, property owner REQUEST: CASE NO.: 2017-42 Consideration of a 30" variance to the 42" maximum fence height in exterior side yard setback areas [City Code Section 31-508 subd. 3(e)] for the construction of a 72" fence on the south property line of the property located at 823 5th Street South. ZONING: RB - Two -Family Residential COMP PLAN DISTRICT: LMDR: Low/Medium Density Residential PREPARED BY: Erik Olson -Williams, Zoning Administrator/Assistant Planner REQUEST Michael Hinman is requesting a 30" variance to the 42" maximum fence height in exterior side yard setback areas for the construction of a 72" fence. He is proposing to place the footings for the fence in a retaining wall on his property and adjacent to a public sidewalk. The wall is existing and in a dilapidated state but would be rebuilt at the time the fence is installed. The wall is approximately four feet tall at its highest point, so the top of the fence would be about 10 feet above the grade of the subject property's rear yard at this point. APPLICABLE REGULATIONS AND ANALYSIS The purpose of a variance is to "...allow variation from the strict application of the terms of the zoning code where the literal enforcement...would cause practical difficulties for the landowner." In addition to the requirements, below, Section 31-208 indicates "[n]onconforming uses or neighboring lands, structures or buildings in the same district or other districts may not be considered grounds for issuance of a variance" and "...a previous variance must not be considered to have set a precedent for the granting of further variances. Each case must be considered on its merits." Section 31-208 further indicates: • Economic considerations alone do not constitute practical difficulties. • A previous variance must not be considered to have set a precedent for the granting of further variances. Each case must be considered on its merits. The applicant must demonstrate that: The variance is in harmony with the general purposes and intent of this chapter. The general purpose and intent of the Zoning Code is to regulate and restrict use of land for the protection of public health, safety and welfare. The purpose of the maximum fence height requirement is to promote an open and engaging streetscape. As seen below and in the attached application materials, the proposal is to install screening segments, fencing, along Churchill Street. The screen would not be continuous, but would be installed in three segments with six foot gaps between the segments. Two segments would be 18 feet long with a 12 foot segment between them. So, the proposed fence partially meets the intent of the maximum fence height requirement. The fence's solid facade and the use of the proposed fence as a privacy screen does not meet the intent, but the six foot separation between the fence's panels and the 24" opening at the bottom of each panel does meet the intent. The variance is consistent with the comprehensive plan. There are no application elements that are in conflict with the Comprehensive Plan. The applicant for the variance establishes that there are practical difficulties in complying with this chapter. "Practical difficulties," as use in connection with the granting of a variance, means that all of the following must be found to apply: Case No. 2017-42 CPC: 10/13/2017 Page 2 of 4 The property owner proposes to use the land in a reasonable manner for a use permitted in the zone where the land is located, but the proposal is not permitted by other official controls; The property owner proposes to use the land in a reasonable manner, as it is reasonable to have a fence in a residential area. Though, the owner could construct a fence that does not exceed the maximum height requirement. The plight of the landowner is due to circumstances unique to the property and that are not created by the landowner; and The plight of the landowner is due in part to circumstances unique to the property. The property is located next to the 4th and Churchill commercial area. Uses at this intersection include a popular commercial use, Chilkoot Cafe, which the applicant states creates an abnormal level of foot traffic in the area. In addition, Meister's Bar & Grill exists opposite Chilkoot Cafe. However, the commercial uses did exist at the time the applicant purchased the property. The variance, if granted, will not alter the essential character of the locality. The variance will alter the essential character of the locality. The proposed fence would be much taller than any other street -facing fences in the area, and its modern design would not be in keeping with the design standards for the area. ALTERNATIVES The Planning Commission has the following options: 1. Make the finding that practical difficulties do exist for the property owner and approve a 30" variance to the 42" maximum fence height in exterior side yard setback areas [City Code Section 31-508 subd. 3(e)] for the construction of a 72" fence on the south property line of the property located at 823 5th Street South, with or without conditions. The Planning Commission may impose conditions in the granting of a variance. A condition must be directly related to and must bear a rough proportionality to the impact created by the variance. If the Commission were to find practical difficulties do exist for the property owner, staff would recommend the following conditions: a. Plans shall be substantially similar to those on file with the Community Development Department's Case No. 2017-42. b. A fence permit shall be reviewed and approved prior to any construction occurring on the property. c. Major exterior modifications to the variance permit request shall be reviewed by the Planning Commission as per Section 31-204, Subd. 7. 2. Make the finding that practical difficulties have not been established and deny the variance, with or without prejudice. Case No. 2017-42 CPC: 10/13/2017 Page 3 of 4 3. Table the application and request additional information from staff or the applicant. FINDINGS AND RECOMMENDATION On the basis that the variance, if granted, will alter the essential character of the locality, and is contrary to the intent of providing an open streetscape, staff recommends denial of the variance request. ATTACHMENTS Site Location Map Narrative Site Plan Aerial Photo of Property Fence Design Photos of Property Case No. 2017-42 CPC: 10/13/2017 Page 4 of 4 Sl S-'R'�cSi11wateE �+ : a `Lj. i sir.,. -k a • • r ` ;-'t1 6 EAST WILLARD _ iiiiv ;,, The Birthplace of Minnesota iti �rigE Site Location 823 5th Street South Map H U) H = w H w X w fY cn . ' �1[ ° EAST CHURL .w I 0 130 260 520 Feet ' T * rill* ` _: General Site Location At p Et• 11, girl T IIIIIInm11Lt I, •� o .I r Ali ry ° Ya. lalk yy. - (1 .. ;• if 1 - ' T-1l it D `jr' I �.,„�. r-i'��'�� I . �L� ,: i'., —1111.14;* 0 '' V 0 um2 \ : j �► � ail i` ._.._.._`" a. ' ' EAST HANCOCK .. --i . , ; September 6, 2017 City of Stillwater Community Development Department 216 4th Street North Stillwater, MN 55082 Planning Commission, Request a variance to Sec. 31-508, Subdivision 3.(e) to allow construction of a 72" privacy fence. The privacy fence will be erected in the backyard of my property at 823 5th Street South along Churchill Street West. The privacy screen design is attached (see photo). I recently removed over 20, 15" degraded lilac scrubs along Churchill Street West (see photo). These lilacs were a constant impediment to walking traffic traversing down Churchill Street. My goal in replacing the lilacs scrubs with a privacy screen is to create a barrier between my property and the sidewalk/road. I believe the heavy foot traffic warrants separation and a 72" privacy fence will provide that. The design of the privacy screens provides a modern structure that compliments the transition from commercial property (Chilkoot Cafe) to the residential neighborhood. As you can also see, the retaining wall supporting the sidewalk will need to be replaced before the sidewalk slope can be corrected (see photos). It is my goal to have the support structure (4"x 4") posts placed within the new retaining wall to minimize the amount of wood post exposure. I welcome any comments or requests for additional information. I can be reached anytime on my cell phone at (608)216-3645 or via email at mthomas.hinman@gmail.com. Your careful review, and subsequent approval of this request for a variance is greatly appreciated. Michael Hinman Homeowners 3303020120014 X 1.0 Qj7 Db- CHURCHILL ST W Wood and metal fence.png Page 1 of 1 pt2I VAC` ' S GMe-El- S tiJ 1 LL rsE L12tzT�b I �.1 -fc Lre-f (3) I2 I$ l 4 1 V' G' `' `' ° LV 2 CTi6Z06-P 1--1-A L. W 1 LL 5-rA rz r ,41— 24- A IE,OV E t.I = ALIP C.o ur 4F)". wIL.L r . 5e-rA-r 6:7� 1 kJ TE12VA L_ 5 https://mail.google.com/_/scs/mail-static/_/js/k=gmail.main.en.z3kHg2VWLDs.O/m=pds,... 8/15/2017 liwater THE BIRTHPLACE OF PAINNASOIA PLANNING REPORT MEETING DATE: October 11, 2017 APPLICANT: REQUEST: Scott and Luke Sodergren, Sodie's Cigar Shop CASE NO.: 2017-43 Request for a Zoning Text Amendment (ZAT) to allow for "Tobacconist operation; sale of specialty tobacco products" to be permitted in the Central Business District as well as to define Tobacconist in the City Code ZONING: Central Business District COMP PLAN: Downtown Mixed use PREPARED BY: Abbi Jo Wittman, City Planner REVIEWED BY: City Attorney Magnuson APPLICANT REQUEST Scott and Luke Sodergren, of Sodie's Cigars, would like to expand their Osceola, WI, business by opening a retail store at 209 Main Street South in the Central Business District. While the Zoning Code allows for tobacco sales as an accessory use (such as in the gas station or in a bar), retail tobacco sales as a primary use is not permitted nor are they allowed by Use Permit. The specific Zoning Text Amendment (ZAT) request, as noted below in bold, underlined italics is for: Amending Section 31-101, Definitions, by adding the following Tobacconist means any tobacco retailer engaged in receiving tobacco premium cigars, and accessories for retail sale at a retail outlet where seventy (70) percent or more the total sales/revenue are generated from premium cigars, pipe tobacco and tobacco - related accessories, excluding cigarettes. Said outlet must operate walk-in, on -site humidor. Alter Section 31-325, Allowable Uses in Non -Residential Districts, by adding ALLOWABLE USES ZONING DISTRICTS CA CBD VC BP- BP- BP- CRD PA PWFD PROS C 0 I Tobacco products, general, non -specialty; P sale of Tobacconist operation; P_ sale of specialty tobacco products While not indicated in the aforementioned proposal, the applicant have indicated it is their desire "the opportunity to purchase and enjoy premium cigars and pipe tobacco." The applicant has verbally indicated their desire to have a smoking lounge associated with the retail sales. APPLICABLE REGULATIONS City Code Section 31-205, Zoning Map and Zoning Text Amendment, indicates amendments may be made when public necessity, the general community welfare and good zoning practice permit the amendment. The following findings must be made before an amendment to the zoning map or text is made: ■ That the public necessity, and the general community welfare are furthered; and ■ That the proposed amendment is in general conformance with the principles, policies and land use designations set forth in the comprehensive plan. The retail sales of tobacco in the Central Business District is, generally speaking, in conformance with the requirements set forth by the Zoning Amendment regulations. However, the permitting of this type of business could have negative implications in the Central Business District. Staff does have concerns for the general community welfare in relationship to unintended permitted uses, provisions for public health, and the structural and architectural integrity of buildings in the downtown core. Unintended Permitted Uses The applicant's business would be licensed as a Tobacco Products Shop' with the State of Minnesota. In State Statue, there is no separation between different types of Tobacco Products Shops. As the City will not be able to confirm the percentage of sales for this businesses, or any other 'Tobacconist Operation" that would want to open in the Central Business District, allowing this use as an outright permitted use would prevent review of any Tobacco Products Shops prior to them opening. While the applicant is aiming to establish a difference between cigars and other types of smoking products and accessories, "pipe tobacco and tobacco -related ' MN Statute 114.4167, defines a Tobacco Products Shop as a "retail establishment with an entrance door opening directly to the outside that derives more than 90 percent of its gross revenue from the sale of loose tobacco, plants, or herbs and cigars, cigarettes, pipes, and other smoking devices for burning tobacco and related smoking accessories and in which the sale of other products is merely incidental." Case No. 2017-43 CPC: 10.11.2017 Page 2 of 6 accessories" could include products not related to the type of business the applicant seeks to establish. Additionally, Tobacco Products Shops (where 90% of the "gross revenue from the sale of loose tobacco, plants, or herbs and cigars, cigarettes, pipes, and other smoking devices") are exempt from the Minnesota Clean Indoor Air Act (MCIAA) meaning they may allow customers to sample (smoke) tobacco products indoors. While "sample" is defined as "a representative part or a single item from a larger whole or group especially when presented for inspection or shown as evidence of quality," sampling has varied interpretation. It can be argued that smoking a cigar is sampling a portion of the business inventory. Cigar lounges, where patrons purchase and enjoy their products onsite, exist in (at least) Lilydale, Minneapolis, St. Paul and Wayzata. In discussions with the Minnesota Department of Health (MDH), it is their interpretation theses businesses are not compliant with the exemption provisions as these businesses have a model where a patron may purchase a product and enjoy it in the lounge. However, MDH staff indicated that once establishments of this nature are open, the state law cannot be used to alleviate negative effects. Therefore, if the ZAT was approved as proposed, then indoor sampling would be an outright permitted use in the Central Business District. If indoor sampling is outright allowed by State Statute, then a cigar lounge could end up being an unintended, outright permitted use. Provisions for Public Health The MCIAA aims to further protect employees and the public from the health hazards of secondhand smoke. However, the MCIAA does not regulate smoke drifting from an area where smoking is unregulated. This is staff's largest concern with the outright permitted use retail use, which could allow for the right to smoke tobacco indoors. Most of the structures within the Central Business District were constructed in the 1800s. In addition to brick and mortar construction, which has so many unidentifiable penetrations and voids, most have shared walls to residential, restaurant, and other retail uses. As these structures are not airtight, secondhand cigar smoke will seep into adjacent tenant spaces without significant modifications to the structure. According to Building Official Shilts, if a business of this nature is proposed in a structure that is not structurally independent or has additional tenants, a smoke wall, ceiling or floor that would resist the passage of smoke (i.e. "smoke tight") should be required. This type of building construction may be able to be achieved in one of two ways: by sealing all existing and future penetrations (including, but not limited to, all brick and mortar joints) or by constructing an entirely new tenant space within the building's shell. Furthermore, Shilts has indicated the City should require all businesses to install an engineered HVAC system capable of removing all traces of smoke in the tenant space. Architectural Integrity If tobacco sampling is permitted, and certain structural improvements are required, there is risk that the interior and exterior modifications to the structure will jeopardize the structural and architectural integrity of some of Stillwater's designated historic resources. To achieve an "airtight" unit, interior modifications will require sealing the tenant space. However, Shilts has Case No. 2017-43 CPC: 10.11.2017 Page 3 of 6 indicated she is not aware of any smoke -tight sealants that could be used on brick and mortar; any hairline crack will allow for the seepage of smoke from one unit to another. Therefore, the construction of a new sealed space within the building's shell will be the only way to assure the unit is airtight. Constructing a new airtight unit will have impact to the interior brick and mortar, floors and ceiling of the structure. There is risk the installation, access to and maintenance of original infrastructure, as well as future removal could negatively impact the historic resource. HVAC units would need to be installed in a way that they conform to the Downtown Design Review District guidelines, necessitating review and approval by the City Heritage Preservation Commission prior to installation. COMPREHENSIVE PLAN During the development of the 2030 Comprehensive Plan, plan workshop participants indicated a lack of diversity of businesses was a weakness of the downtown area. If approved, the proposal to allow for premium tobacco products in the Central Business District would not only help diversify the types of business but it would also help further the City's efforts to achieve: • The Land Use and Downtown Urban Design goal two to "encourage a viable and compatible mix of community and visitor -serving activities that builds on the assets of downtown..." (page 6-24) • The Local Economy policy 5 to "encourage downtown as a relocation destination for successful businesses" (page 6-63) This is offset with the Comprehensive Plan goals and policies that encourage the preservation of the integrity and architectural character of the community's historic resources. ALTERNATIVES The Planning Commission has the following options available: A. Approval If the Planning Commission finds the public necessity and the general community welfare warrant the Zoning Text Amendment and that amendment is in general conformance with the principles and policies set forth in the comprehensive plan, then the Commission should move to recommend approval of Case No. 2017-43 with or without conditions. B. Table If the Planning Commission finds that the application is not complete enough to make a decision, it could continue the review for additional information. C. Denial If the Planning Commission finds the proposal is not consistent with the requirements set forth for Zoning Text Amendments, the Commission could recommend denial of the application. FINDINGS AND RECOMMENDATION As noted, a ZAT may only be approved when public necessity, the general community welfare and good zoning practice permit the amendment. In its current form, the ZAT does not meet Case No. 2017-43 CPC: 10.11.2017 Page 4 of 6 those requirements. With a definition that is open to interpretation and the potential risk of the sale of other types of "specialty tobacco products," there is a significant risk if the City does not, at a minimum, consider "Tobacconist Operations" to be permitted specifically by Conditional Use Permit. Therefore, if an amended ZAT was approved, the Commission would have site - specific development review and the opportunities for public input would occur. A purpose of the Zoning Code is to provide "minimum requirements for the promotion of public health, safety and welfare. To protect the public, among other purposes, the provisions are intended to provide for adequate light, pure air, safety from fire and other danger..." Allowing for a use that would include indoor smoking, which adjacent tenants would not be protected from secondhand smoke, is in conflict with the Zoning Code. According to Minnesota Department of Health, Local governments retain the authority to adopt and enforce more stringent measures to protect individuals from secondhand smoke. Therefore, staff would recommend indoor sampling not be permitted if "Tobacconist Operations" were determined to be an appropriate use in the Central Business District. Staff finds that in its current form, the ZAT is not consistent with the Zoning Code, the Comprehensive Plan, nor the findings necessary to approve a zoning amendment. Therefore, staff would recommend denial. However, if certain modifications were made, then staff finds the amended ZAT would be in substantial conformance with the Zoning Code, the Comprehensive Plan, and the findings necessary to approve a zoning amendment. Staff would recommend the following: 1. Amending Section 31-101, Definitions, by adding the following: Tobacconist means any tobacco retailer engaged in receiving tobacco premium cigars, and accessories for retail sale at a retail outlet where seventy (70) percent or more the total sales/revenue are generated from premium cigars, pipe tobacco and tobacco -related accessories, excluding cigarettes. Said outlet must operate walk-in, on -site humidor. 2. Alter Section 31-325, Allowable Uses in Non -Residential Districts, by adding: ALLOWABLE USES ZONING DISTRICTS CA CBD VC C O BP-CRD PA PWFD PROS Tobacco products, general, non -specialty; sale P of Tobacconist operation; sale CUP of specialty tobacco products Case No. 2017-43 CPC: 10.11.2017 Page 5 of 6 3. Amend Section 41-2, Licensing of tobacco sales; possession and use by minors, Subd. 11, by adding Subpart (8) to read: (8) Indoor sampling. It is a violation of this section for any retail tobacco shop, specialty tobacco products shop, or in any tobacconist operation proprietor to allow for tobacco sampling or the use of a tobacco related device indoors. ATTACHMENTS Site Location Map Applicant Narrative (2 pages) Case No. 2017-43 CPC: 10.11.2017 Page 6 of 6 , , N.� �� � j, ;t,, a `yam` 5 , - i _ -�-_ The l Birthplace llw Ater of Minnesota v Z PEEN r` \. ailiERG�P44'r GOO"' LO if MID ..:41 mi ii . -- _ ' •Vv•rr..... __'' ` `` \ ` v `:! S �N�P Site Location Map _ � - .ter . s-cREE �• s MYR��E o©,': m s1 -- 2 �Pm y 2 �36' ` VV o Nv� s� v �� `: i 7_, 2:3G s P `` �(c\ \, Z � - m� tea' 209 Main Street South 0 160 320 640 Feet l f" +l ; 5/-' \ General Site Location lal ! .- c ./ -i 1 Al -1 ^ „ ,�^.' ` ,� (Ji `� Apr 't o -A �\ w 0, SCR N Opp + b . _ ! ,, �. %, G� r F ^ 9 , ' ; \ , 1 AD, A ,I °Gl\.. R � �J� xL T � SERE W FT �O Ga r I ' ' 1 �.. ,�:..._ i •may .�. '• °, `♦ - C. %^ Community Development Department City of Stillwater 216 North Fourth Street Stillwater, MN 55082 September 7, 2017 Dear Community Development Department, We are requesting a Zoning Text Amendment to be able to provide the residents of, and visitors to, Stillwater the opportunity to purchase and enjoy premium cigars and pipe tobacco. Currently, cigar and pipe smokers must travel to St Paul or Hudson to make their purchases, thereby taking revenue away from Stillwater, and bringing it to other communities. The typical premium pipe and cigar smoker is the ideal visitor that Stillwater seeks to attract. These individuals tend to be affluent and middle-aged, people who enjoy restaurants, shopping, lodging and have disposable income that the other businesses in downtown Stillwater would love to see. Certain types of tobacco shops attract elements that may be deemed as less desirable. These are shops that feature discount cigarettes, glass pipes, hookah, and other products that don't belong in an upscale and historic business district. We assure you that we will never carry such products; we will only carry premium hand -rolled cigars, premium pipe tobacco and ancillary products for the discerning tobacco enthusiast, such as professional grade humidors, cutters, lighters, etc. In an effort to help in this regard, our trade association, the IPCPR, has crafted language that would allow premium and upscale tobacco retailers, as we propose, while disallowing other less desirable tobacco -related businesses from opening. The language is similar to what has been used elsewhere in other municipalities to help solve this dilemma. Here is the language they propose: Category one: Tobacco products, general, non -specialty; prohibited Category two: Tobacconist operation; sale of specialty tobacco products; permitted Definition: "Tobacconist" means any tobacco retailer engaged in receiving tobacco, premium cigars, and accessories for retail sale at a retail outlet where seventy (70) percent or more the the total sales/revenue are generated from premium cigars, pipe tobacco and tobacco -related accessories, excluding cigarettes. Said outlet must operate a walk-in, on -site humidor. This language obviously amends allowable use 11 from a total ban on tobacco sales in the CBD, to a ban on shops that sell cigarettes, rolling paper, glass pipes,etc., while allowing the "tobacconist" to conduct business that is of similar appeal and professionalism to shoppers who frequent other retail businesses in the CBD. By adding this amendment, the city can continue to prevent the opening of these undesirable shops in the CBD. We hope to open by Jan 1, 2018. We currently operate a premium cigar and pipe shop in Osceola, WI, called "Sodie's Cigar Shop". I encourage you to visit our shop, check out our website (www.sodiescigars.com), or contact the City of Osceola to find out about our shop there. We currently own and operate a successful staffing company with seven locations in Minnesota and Wisconsin, and have done so for the past 28 years. We have a track record of success and longevity in business. For this cigar shop we will be hiring, in addition to the store manager, 2-3 full and part-time employees who will go through extensive training by our manager and by us. We have an experienced local carpenter prepared to build the walk-in humidor, we have an experienced manager hired and ready to work. And we will soon be reaching out to the state to procure all the proper licensing required. A high -end tobacconist shop is a welcome addition to any community due to the customer base it draws. I hope the city will recognize our proposal as a benefit to the community; creating customers and adding jobs while adding to the unique and vibrant downtown Stillwater shopping experience that has been created and grown over many years. Sincerelj, Scott Sodergren and Luke Sodergren Sodie's Cigar Shop Proprietors Ulwater THE 6 1 N T N PLACE OE MINNESOTA PLANNING REPORT DATE: September 22, 2017 TO: Planning Commission APPLICANT: Joseph Widmer LAND OWNER: Joseph Widmer REQUEST: Type B Short Term Home Rental (STHR) STHR LOCATION: 1004 N. 5th Street ZONING: RB, Two -Family Residential REPORT BY: Bill Turnblad, Community Development Director CASE NO.: 2017-47 BACKGROUND Joseph Widmer owns the single family house at 1004 North 5th Street. He has made application for a Type B Short Term Home Rental (aka vacation rental) license. A Type B Short Term Home Rental is defined in the Stillwater Zoning Code as a home that is offered to transient guests, where the property serves as the operator's primary residence but the operator is not present while the transient guests are there. When a Type B license is requested, the Zoning Code requires a notice to be mailed out to neighbors explaining the request, and informing them that if they have any concerns, those concerns will be considered by the Planning Commission. If no concerns are submitted to the city, then staff issues the license. In this case, a neighbor submitted a letter of concern. Therefore, the Planning Commission is tasked with considering the license request to determine whether it should be approved or denied. EVALUATION OF REQUEST Type B Short Term Home Rental licenses can be approved if they meet the: a) conditions found in City Code Ch 31, Sec 31-514.1, B and b) all the performance standards found in Ch 31, Sec 31- 514.1, Subd 7 Type B STHR September 22, 2017 A. Sec 31-514.1, B Conditions Compliance with these conditions is noted within the ordinance text below. Type B — Unhosted Short Term Rental. Type B Short Term Home Rentals are required to have an administratively issued license from the city. Prior to issuing the license, a neighborhood notification is required, as specified below. 1. A Type B Short Term Home Rental license or renewal license will be issued administratively only if: The applicant submits a site plan, drawn to scale, showing parking and driveways, all structures and outdoor recreational areas that guests will be allowed to use, including, but not limited to, deck/patio, barbeque grill, recreational fire, or sauna. DONE ii. The applicant submits a floor plan, drawn to scale, of the home identifying which rooms will be used as transient guest bedrooms. DONE iii. The licensee certifies on the application form that all applicable items found in this Section 31- 514.1 are satisfied. That includes: a. Proper zoning as found in Subd. 6 SATISFIED: Zoned R-B b. Performance standards as found in Subd. 7 SEE BELOW c. Proof of sufficient and suitable property insurance. SATISFIED iv. No more than a total of thirty-five Type B licenses may be valid within the City at one time. SATISFIED: Five Type B licenses have been issued. Four, including this application, are still in process. v. Notices have been mailed by the city to all surrounding property owners according to the following standards: a. 150 feet of all applicant properties zoned RB, CCR, CR, TH, CTHR, RCL, RCM, RCH, CBD; SATISFIED b. 200 feet of all applicant properties zoned RA, LR, CTR, TR; NA c. 500 feet of all applicant properties zoned AP; NA and vi. There are no objections received by the city within ten days of mailing the notices. a. If objections are received, then the license request must be considered by the planning commission. ONE OBJECTION WAS RECEIVED. (1). The planning commission must hold a hearing, to which neighbors within the above defined notification area are invited to offer comments. NOTIFICATIONS SENT (2). After considering the license request and hearing comments from the neighbors, the planning commission may either approve a one year provisional license, with or without conditions, or deny the license request. (3). If there are no substantiated relevant complaints from neighbors or guests during the provisional year, the permit will automatically extend two more years. If there are three substantiated relevant complaints, the provisional license is automatically revoked and the owner is prohibited from making application for another license for any type of Short Term Home Rental for six months. vii. The property passes the city inspection (see Section 31-514.1, Subd. 9B) for residential code standards applicable to renting a home on a short term basis. The list of health and safety items that will be inspected for this purpose will be included amongst license application materials so that the property owner will know what items will be inspected prior to submitting the license application to the city. INSPECTION PASSED ON 8/30/17 a. An inspection must be completed within 60 days prior to submission of the license application form. b. An inspection report must be submitted together with the license application form and other necessary materials. Without the inspection report, the license application will not be considered complete, nor will it be accepted by the city. Type B STHR September 22, 2017 c. If the inspection identifies items that must be corrected, all corrections must be completed and verified by the city prior to submitting an application for the Short Term Home Rental license. 2. There shall be no change in the exterior appearance of the home or premises, or other visible evidence of the conduct of a Short Term Home Rental, except that additional on -site city code compliant parking may be provided. SATISFIED 3. The licensee must provide proof of sufficient and suitable property insurance at the time of license issuance, and must be able to confirm that the coverage remains in place within 24 hours of a city request for confirmation. SATISFIED 4. If three substantiated and relevant complaints are received from neighbors or guests within a 12 month period, the license shall be revoked. The revocation may be appealed to the city council pursuant to procedures established in Section 31-217 of this Chapter. If a license is revoked, the owner is prohibited from making application for another license for any type of Short Term Home Rental for six months. 5. Licenses are non -transferable and shall expire upon change of ownership of the property. 6. A license constitutes a limited license granted to the applicant by the city and in no way creates a vested zoning right. 7. Licenses are valid for a period of three years. A renewal license must be applied for every three years. No neighborhood notification is required for the renewal of licenses. B. Performance Standards Compliance with these standards is noted within the ordinance text below. Subd. 7. Performance standards. Type A, B and C Short Term Home Rentals shall be subject to the following performance standards. Type D Short Term Home Rentals shall be subject to the standards found in Section 31-504 of this Chapter. A. Parking. 1. In residential zoning districts, all guest parking must be accommodated on improved surfaces on the premises. No on -street parking is allowed for guests. At a minimum, parking shall be provided at the following rate: i. 1-2 bedroom unit, 1 space ii. 3 bedroom unit, 2 spaces iii. 4 and 4+ bedroom units, number of spaces equal to the number of bedrooms minus one. SIX BEDROOMS ARE PROPOSED AND PASSED INSPECTION. THEREFORE FIVE ON - SITE PARKING SPACES ARE REQUIRED. AT LEAST FIVE , SPACES ARE PROVIDED (SEE ATTACHMENTS) 2. In the CBD zoning district, guest parking must either be accommodated on the property of the Short Term Home Rental dwelling unit, or a parking mitigation plan must be approved by the Parking Commission. NA B. Length of guest stay. The minimum length of stay is one day. The maximum length of stay is 30 days, since more than that is by definition not a Short Term Home Rental property. C. Number of guests. The maximum number of transient guests will be limited to two times the number of bedrooms plus one. 13 WILL BE THE MAXIMUM NUMBER OF TRANSIENT GUESTS (6 BEDROOMS) D. Guest records. The licensee for Type B and C Short Term Rentals must keep a transient guest record including the name, address, phone number, and vehicle license plate information for all guests and must provide a report to the city upon 48 hours notice. E. Guest disclosures. The licensee must disclose in writing to their transient guests the following rules and regulations, and must submit a copy of the disclosure to the city with the license application and renewal applications. In addition the disclosures must be conspicuously displayed in the home. DISCLOSURE SUBMITTED, ALL REQUIRED ITEMS INCLUDED Type B STHR September 22, 2017 1. For Type B and C Short Term Home Rentals, the name, phone number and address of the owner, operating lessee or managing agent/representative; 2. The maximum number of guests allowed at the property; 3. The maximum number of vehicles allowed at the property and where they are to be parked; 4. Property rules related to use of outdoor features, such as decks, patios, grills, recreational fires, saunas and other recreational facilities; 5. City nuisance ordinances will be enforced by the Stillwater Police Department, including reduced noise levels between 10 PM and 8 AM. 6. No events are allowed to be hosted on the premises. F. License number. The licensee must post their city license number on all print, poster or web advertisements. G. Proximity of assistance. For Type B and Type C Short Term Home Rentals, the property owner or a manager/representative must be located within 30 minutes travel time of the property. The community development department must be notified within 10 days of a change in the managing agent/representative or their contact information. The licensee must provide the name, address and phone number for the licensee or managing agent/representative to all property owners within 150 feet of the property boundary. The licensee must notify neighboring properties within 10 days of a change in the managing agent/representation or contact information. SATISFIED — WHEN LICENSE IS ISSUED, THIS INFORMATION MUST BE PROVIDED TO NEIGHBORS H. Garbage. As required by City Code Chapter 30-1, Sub 5, all garbage must be kept in rubbish containers that are stored out of view of a public street. 1. Signage. No signage is allowed on the property of a Type A, B or C Short Term Home Rental. Type D is allowed signage as regulated in Section 31-504 of this Chapter. SATISFIED J. Events. Events are not allowed to be hosted by transient guests on the premises. For purposes of this Section 31-541.1, an event means a gathering on the premises of more than three un-registered transient guests. Events hosted by the property owner are allowed, but must abide by all applicable city ordinances and polices, including the prohibition on renting private residential property out for events. In summary, all conditions and standards required for issuance of a license are met. NEIGHBORHOOD CONCERNS The neighbor that submitted the letter of objection has concerns with: 1. The number of bedrooms. 2. Parking congestion. 3. How many guests can be on the property at one time? ALTERNATIVES A. Approval. If the Planning Commission finds issuance of the license to be acceptable, then a majority vote of the Planning Commission would authorize staff to issue the license. B. Table If the Planning Commission finds the request to have incomplete information, the case could be tabled. C. Denial If the Planning Commission finds that the request is inconsistent with Code requirements, it could be denied. With a denial, the basis of the action should be given. RECOMMENDATION Staff recommends issuing the license, since it meets all conditions and standards of the vacation rental ordinance. cc: Joseph Widmer 0 The Birthplace of Minnesota Site Location Map 130 1004 5th St N 260 General Site Location D •• am • ••••••••••••••• 7— as 520 Feet ill ater THC Btl gTbPIACE nF Y,b YE LPTA SHORT TERM HOME RENTAL LICENSE APPLICATION ✓# ti 290 A. Property owner's information R Site address of Short Term Home Rental: I b 0 14 5" Si - / V Property owner's name: 30 Ela '"I�I �Nve T , (--"Z_I____„.._ Property owner's signature: r,. Property owner's street ad ress: (} '-f � f N p Y C, �� wcEG N o t2 Z j r Property owner's mailing address: le Property owner's phone number: (p 5 1 % -11 0 S 0 5 Property owner's email:. -I o t2 A C E W i DM E R- F Ia M A I L . C OM B. Operator's information Operator's name: J i5gfL Li , Operator's street address: 1 0 p +-i yt, SI • /v 51, li + GIi-f 1. J U S'a Operator's mailing address: /' Operator's phone number: to _5_ ) 2 1 b 5 U 5 Operator's email: 14de C In// ►)M 6i2 (, NIA I L_ • co it" C. License type 1. For which Short Term Home Rena se is application being submitted? Circle only one: Type A (Type B Type C 2. If a Type C license application is being submitted, has a Conditional Use Permit been issued by the City for the property? -- Yes No Vot a Type C license applca 3. If a Type C license is being submitted, an a Conditio anan I Use Permit has not been issued by the City, has a complete Conditional Use Permit application form err -sub.. - - : = • F accepted by the City? Yes No - of a Type C license applicatio 4. Is the home the property owner's primary residence�— es No 5. Will property owner be preprLgsekt during guest stays? Yes 1No _ 6. If a Type B or T p*4roperty, will the owner or operator be within a 30 minute drive of the property? Ye No (How long will average drive time be? S rh : ,. ) May 12,2017 Page 1 of 2 D. Facility information 1. Number of bedrooms: 5 V1. Number of bedrooms to be offered to guests: [{2 6r :1,*•.s.1 6-5 ereg 5 cw-d t'o,4-r-f s/ 19,,5. 3. Maximum number of guests to be allowed by owner/operator: / 3 4. Number of off-street parking spaces on the property for guests: (O 5. Are each of the off-street parking spaces either in a garage or on bituminous or concrete surfaces? Yes No 6. Will guest boats and/or other trailersRVs be allowed? Yes No 7. How is the property zoned? 8. Have any exterior home alterations been done, rorr�planned, to accommodate the Short Term Home Rental (other than extra parking spaces for guests)? Yes (,No,i If yes, please explain: E. Listing information 1. On which websites is or will the Short Term Home Rental be listed? Please give the name and website address for each. 2. Will the Short Term Home Rental be listed or advertised anywhere else? If so, please give specifics. F. Required attachments ✓t. An inspection report approved and signed by City inspector(s). A. Site plan, drawn to scale, showing parking and driveways, all structures and outdoor recreational areas that guests will be allowed to use, including, but not limited to, deck/patio, barbeque grill, recreational fire, or sauna. ✓3. A floor plan, drawn to scale, of the home identifying which rooms will be used as transient guest bedrooms. Proof of suitable and sufficient insurance. A. A copy of the Guest Disclosure required by Ordinance 1093, Subd 7 E A. Minnesota Sales Tax Account Number (7 digits) OR proof that Minnesota Tax Account Number has been applied for. 177. Payment for the $300 license application fee. G. Applicant's signature r � Si W, U Applicant's name: 5 • G v By signing this ap Lion form, i ify that to the best of my knowledge the property meets, and will be operated according to, the standards found`fn Ordinanc 9 Applicant's signature: Date: lii 3 / 20/ "7 II May 12, 2017 Page 2 of 2 1— Residence v _ N It N v l7 c a CD ma) O t 5. O Y _a - Y Ia.0ra to mcca L 1 I 1 N M I' u1 kO I' Site Plan: 1004 5th St. N (Page 2) FLOOR PLAN: 1004 5th St. N (Page 3) WOO2ia381S3l9 a3AO8ddb l SWOO813391S3f19 a3AO8ddd V 1:10013 GNOJ3S > "0 0 vtn LAM mm -0m zZ VI D n rn 0 z z m - i q n m z CLOSET GUEST BEDROOM WOO80391S3nD r < Z Cl 01oolia38 ls3nD V400803E1153f10 W00li0381S3f S Greetings, and welcome to our home! We hope your stay here in Stillwater is wonderful! Per the City of Stillwater's Ordinance 1093, I am required to make you aware of the following information. Please take a moment to read the following: 1) You are staying in the primary residence of Joe Widmer. He is your point of contact and can be reached at 651.274.0505 (cell) and horacewidmer(")a.gmail.com 2) The total number of guests that can be sleep on premise is determined by the number of sleeping areas (6) x 2 (12) + 1. This formula allows a total of 13 guests to stay in this home overnight. Only 3 additional guests may visit the property, meaning the grand total for people allowed on the property is 16. Please contact Joe with any questions. 3) We have enough room for five cars in our driveway. This meets the City's requirements and is the desired parking location. Any additional parking must comply with the City's parking restrictions. 4) The property rules were listed on the website you located this rental on (either Airbnb or VRBO) and were agreed to at the time of booking. These rules are important and necessary to ensure that your primary contact receives their full security deposit back. 5) City noise ordinances will be enforced by the Stillwater Police Department, including reduced noise levels between lOpm and 8am. 6) No events are allowed to be hosted on the premises. That means that no more than three unregistered guests can gather on the property (see above). 7) Useful phone numbers a) Joe Widmer -- 651.274.0505 b) Elizabeth Westerhaus (neighbor) -- 612.600.2211 c) Fire Dept. (non -emergency) — 651.351.4950 d) Police Dept. (non -emergency) — 651.351.4900 8) Useful websites: a) Stillwater Convention and Visitor's Bureau www.DiscoverStillwater.com b) Stillwater Independent Business Association www.MainStreetStillwaterlBA.com c) Stillwater Area Chamber of Commerce www.GreaterStillwaterChamber.com Thank you so much for joining us in historic Stillwater, Please let me know if there's anything I can do to make your stay even more memorable! Sincerely, Joe Widmer iliwater H F BIRTH Pl4 C F OP MINNFSOTA PLANNING REPORT MEETING DATE: October 11, 2017 CASE NO.: 2017-48 APPLICANT: Anne Stanfield, representing Ecumen, and Pastor Dale Stiles, representing Our Savior's Lutheran Church LAND OWNERS: 1) Our Savior's Lutheran Church, 1616 Olive Street West 2) Daniel and Gretchen Smith, 114 Brick Street South REQUEST: 1) Final Planned Unit Development for the Current Phase, for Ecumen 2) Preliminary Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 3) Final Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 4) Special Use Permit for Senior Living Facility in the RA Zoning District LOCATION: 114 Brick Street South and 1616 Olive Street West ZONING: RA - One Family Res. COMP PLAN DISTRICT: Low Density Res. REVIEWERS: Public Works Director, Deputy Fire Chief, Building Official, Washington County Public Works/Transportation, Middle St. Croix WMO PREPARED BY: Abbi Jo Wittman, City Planner BACKGROUND Anne Stanfield, representing Ecumen, and Pastor Dale Stiles, representing Our Savior's Lutheran Church (OSLC), have submitted an application to develop a 15.01 acre site located at 114 Brick Street West and 1616 Olive Street South. In May, 2017, the City of Stillwater approved a Zoning Text Amendment (ZAT) to allow for Senior Care Living Facilities to be a Specially Permitted Use (SUP) on parcels of land that are five acres in size or greater. Additionally, the City approved a Concept PUD for this development in August of this year. The site is made up of two existing parcels: PID Owner Area (acres) FLU1 Zoning 1. 29-030-20-42-0042 Our Savior's Lutheran Church 11.43 LDR RA 2. 29-030-20-42-0001 Daniel and Gretchen Smith 3.589 LDR RA ' FLU = Future Land Use as guided in the Comprehensive Plan Case 2017-48 CPC: 10/11/2017 Page 2 Ecumen will be the owner and operator of a proposed Senior Care Living Facility and OSLC will continue to own their existing church structure on the site, which is proposed to be expanded in the future. The project is planned to be developed in two phases: • Current Phase: o Ecumen Stillwater: a 145-unit senior living building (71 independent units, 35 assisting living units, and 36 memory care units with a reserve of 3 units to be added, if unit sizes allow) o Construction of all parking, drive and pedestrian improvements for the two PUD uses o Construction of all stormwater facilities • Future Phase: o Our Savior's Lutheran Church expansion SPECIFIC REQUEST The developer is requesting: 1) Final Planned Unit Development for the Current Phase: Ecumen Stillwater 2) Preliminary Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 3) Final Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 4) Special Use Permit for Senior Living Facility in the RA, One -Family Residential Zoning District2 EVALUATION OF REQUEST I. FINAL PLANNED UNIT DEVELOPMENT A. Background Only one of the two total Concept PUD phases are included in the current Final PUD review. The Current Phase contains the construction of Ecumen Stillwater, the largest building on the campus; the building will house independent living units, memory care units, assisted living units, as well formal and informal dining areas, a wellness center, and lounges and activity rooms. This phase will also entail the construction of all parking and drive areas, trail improvements, as well as the construction of all stormwater facilities. The future phase of the PUD is for Our Savior's Lutheran Church's expansion. OSLC will go through a Final PUD process at the time they are ready for development. B. PUD Purpose 2 As per the Concept PUD approval, the Final PUD application for Our Savior's Lutheran Church will occur within ten years of the Concept PUD approval date. Case 2017-48 CPC: 10/11/2017 Page 3 The purpose of a PUD is to provide a means to ensure variety, innovation and flexibility in the development of land and its improvements. Equally as important is the preservation of natural beauty, open space and recreational areas. The Ecumen Stillwater/Our Savior's project fulfills these purposes. C. Conditions of Conceptual PUD Approval On August 2, 2017 the City Council approved the original Concept PUD. The conditions of approval are listed and reviewed below. 1) A 5% reduction in the total number of parking stalls shall be permitted in the Final PUD. The total number of stalls is contingent on the density maximums and shall be determined utilizing the following ratios. (a) Memory Care/Assisted Living = 1 space/5 units (b) Independent Living =1 space/1 units (c) Church =1 space/ 3 seats (d) Senior Care Living Facility Staff = 30 spaces The applicant has shown that a total of 317 parking spaces will be required at full buildout. The total combination of garage and surface stalls to be constructed with the Current Phase is 330. The applicant has demonstrated all 330 parking spaces are able to be met onsite. A shared access and parking agreement will be required. 2) A complete landscape plan, including the preservation of significant trees and crown cover, will be included at the time of Preliminary Plat and/or Final PUD. A tree removal and landscaping plan has been submitted. While the plan did not include a tree table with those proposed to be removed, the applicant has verbally indicated the total number of trees onsite and those proposed to be removed. A condition of approval will be the submittal of this documentation in plan and table form. 3) Copies of all covenants and easements relating to the provision, use and maintenance of common open space, parking and drive areas must be filed with the Final Plat. This requirement has not been fulfilled. The applicant is aware that prior to the release of the Final Plat by the City, these items must be submitted, reviewed and approved by the City Attorney. 4) Redesign of the parking lot drive lanes and northerly access for fire safety purposes will need to be submitted as part of the Preliminary Plat and/or Final PUD. This has not been achieved. However, the Assistant Fire Chief has indicated this can be achieved at the time of development. 5) Prior to the submittal of the Preliminary Plat and/or Final PUD, and in conjunction with the City and Washington County, the applicant will determine if pedestrian and vehicular improvements will be required on all adjacent Right -of -Ways. This condition has been met. Greater detail is found in a subsequent section of this report. 6) Public land dedication may be used to fulfill public park and trail dedication requirements only if it is found acceptable by the Park Commission and the City Council at the time of the Preliminary/Final Plat review. The development is scheduled for consideration by the Park and Recreation Commission at their next regularly -scheduled meeting in October. 7) The applicant will work with the City Engineering Department to determine if upgrades to the lift station will be required. The cost of the study, as well as improvements required, will be the responsibility of the property owner. Case 2017-48 CPC: 10/11/2017 Page 4 It has been determined upgrades will not be required. 8) Determination of all conservation, drainage and utility easements shall be determined and found acceptable by the City of Stillwater and the Middle St. Croix Watershed Management Organization prior to Final PUD submittal. This requirement has not been fulfilled. The applicant is aware that prior to the release of the Final Plat by the City, these items must be submitted for review and approval by the City Attorney. 9) Since there is no Concept PUD sunset clause for the Our Savior's Lutheran Church properties, this property will need to develop according to City standards and Best Management Practices in place at the time of development. However, regardless of the City development standards in place then, the planned church addition can be developed according to the foot print and location included in this Concept PUD. The applicant is aware of this condition. Furthermore, the applicant has requested City approval for this Development Phase and associated Special Use Permit to be valid for a period of two years. 10) The applicant shall explore modifying the design of the west side to reduce the massing of the building. The applicant has proposed a two-story mass on the westerly extensions of the building. The first 32' of the structure, adjacent to the residences on Deer Path, will be two story; the structure is proposed to be 22'-4" to the top of the flat roof and 28' to the top of the parapet. D. Signage Since the project site is zoned RA, One -Family Residential, no signage would be outright permitted in the zoning code. However, as this is not a single family residential development, a single monument sign for the development is reasonable. However, given that this project has a campus setting, a single monument sign is not sufficient. Therefore, together with approval of the PUD and SUP, two monument signs are proposed: one is the existing monument sign for OSLC and the other would be located at the access to the Ecumen building, off of Brick Street. In order for the additional monument sign to be reviewed, Ecumen will need to submit a conceptual, scaled sign design prior to City Council approval of the SUP and Final PUD. II. PRELIMINARY PLAT A. Overview The applicant has submitted a preliminary plat that shows the alteration of an existing lot line. While lot line adjustments that do not result in nonconforming parcels of land are traditionally administratively approved, the parcels have not been previously platted. Therefore, platting is required. The proposed preliminary plat will not result in the creation of any additional parcels of land and the newly defined parcels will conform to the zoning code. B. Civil Engineering The City Engineer reviewed the plans and makes the following comments: Case 2017-48 CPC: 10/11/2017 Page 5 1. The following notes will need to be added to the plans. These may be submitted at the time of Grading Permit submittal. a. Sheet C.40: i. Install erosion control prior to tree removal. ii. Maintain 1.5' of separation between sewer and water on Brick Street. iii. Only one patch is permitted for the utility area. Patch must be constructed with 2.5" base, 1.5" wear course, and 6" of class 5 material. b. Sheet SW1.1: i. Install catch basin inlet protect at Brick and Myrtle Streets. c. Sheet C4.0: i. Call Stillwater Water Board (at 651-439-6231) for wet tap on Brick Street. 2. The following conditions of approval will be required: a. Prior to the release of applicable grading, right-of-way, and/or obstruction permits from the City, applicant will provide a traffic control plan on Brick Street for the applicable utility work. b. Prior to the release of the Final Plat from the City, the applicant will provide storm sewer and pond calculation to include volume control. Plans shall be reviewed and approved prior to the release. 3. While a development agreement will not be required, the developer shall be responsible for paying water and sewer hookup charges for connections to the public infrastructure. This should be paid prior the release of a building permit from the City. C. Public Safety The Assistant Fire Chief reviewed the plans and makes the following comments: 1. The hydrants will need to be looped. The applicant will need to submit a revised utility plan depicting the looped design. 2. The existing church parking lot striping plan, and proposed access to the Ecumen building does not allow for adequate apparatus turning. A parking lot striping plan that is in conformance with the subdivision regulations, Zoning Code, and that meets all public safety requirements will need to be submitted. 3. The westerly fire access will be sufficient. However, a maintenance agreement will need to be in place to ensure sufficient access. D. Middle St. Croix Watershed Management Organization Comments are not available yet from Middle St. Croix Watershed Management Organization (MSCWMO). It is anticipated submittal review comments will be transmitted after the board of managers meet on October 12th. The applicant shall be required to meet any conditions set by MSCWMO for compliance with the watershed management plant. Case 2017-48 CPC: 10/11/2017 Page 6 E. Natural Resource Protection and Landscaping General The proposed development occupies a site that currently contains a church and an (approximately) 200' radio tower. While a portion of the property is encompassed by a pond, 1.83 acres of wetlands and a wooded area, the majority of the site is flat and undeveloped. Wetlands As noted, the site includes an existing pond and 1.83 acres of delineated wetlands. A 30' non -disturbance buffer is required from the delineated edge of the wetland. An additional 20' structural setback is required from the edge of the 30' non -disturbance buffer. However, Middle St. Croix Watershed Management Organization allows for buffer averaging. This means that the applicant may conduct work in the non - disturbance zone if an adjacent area, of equal or greater size, is protected and if the structural setback is preserved. A 1,816 square foot area of the non -disturbance zone is proposed to be graded near the Northeast corner of the structure. Disturbance will not occur within 15' of the delineated wetland. The structure will not be located closer than 20' to the delineated wetland; in this instance, the structure will be located approximately 35' from the wetland. Conservation easements will be required to help ensure the protection of these natural resources and their associated buffer areas. Soils and Grading While the northern portion of the site is relatively flat, the grading plan (C3.0) calls for some significant earthwork to accommodate the creation of Ecumeri s entrance off of Brick Street, underground parking, and stormwater infiltration areas. The plan indicates topsoil will be stockpiled outside of building pad areas, roadways, and parking areas. However, a notation on the plan will also need to indicate stockpiling will occur outside of wetlands and wetland buffer areas. The plan does not state where or how the stockpiles are to be stored and protected from theft and contamination. Materials storage areas and worker parking areas need to be designated away from tree canopies and protected area boundaries. The City Forester recommends that a layer of wood chips (or other suitable materials) be spread in these areas to help absorb the compressing force of the vehicles on the soil's porosity and reduce mud. These wood chips would be removed by the contractor when progress so dictated. Page C1.0 calls for tree removals to include trees and all root structures, but, leaving existing root structures in the ground helps hold the soil in place and retards erosion. So where root removal is not essential, or where tree removal is proposed in the buffer zone, the root systems should stay in place. This is especially true along protected tree lines, property lines, bluff lines or where erosion may play a role. No trees may be removed in the wetland area. Any buffer zone that is disturbed is proposed to be reestablished. Tree Removals The submitted tree survey indicates there are 203 trees on the property outside of those areas encompassed by the City's trail easement. A total of 35% of the significant trees are allowed to be removed before tree replacement is required. City code would permit 71 Case 2017-48 CPC: 10/11/2017 Page 7 trees to be removed without having to be replaced. A total of 69 trees are proposed to be removed. Trees along the westerly property line, between the City trail and the property boundary are not proposed to be removed or disturbed. Removal is concentrated near the area of the new entrance off of Brick Street. Therefore, tree replacement is not required. When trees are being removed, industry Best Management Practices (BMPs) are to be followed. Equipment shall not enter protected shoreline zone or wetland buffers, unless noted on the plans; nor disturb any part of thereof with tree removing operations. Landscaping That said, the applicant is proposing to plant 154 new shade and evergreen trees and 23 ornamental trees. The planting list is generally acceptable. Given what we know about the dangers of creating monoculture landscapes, tree and landscape professionals try to adhere to the 5-10-15 rule. This says that forest health and diversity are inextricably linked. A healthy target is to have no more than 5% of one species, 10% of one genus, and 15% of one family in a given planting. That said, when looking at the development as a whole, there is a high concentration of linden, black hills spruce, and Colorado blue spruce. Additional evergreen species, to include more native species, should be included in the landscaping plan. Also, maples are the preferred host tree for Asian long horned beetle, predicted to be the next destructive invasive pest to be headed to Minnesota. Maple already makes up a very high percentage of our forest. So, the City Forester generally recommends that some of the maples be replaced with another species. A condition of approval will include review and approval of an updated landscape plan to be reviewed and approved by the City Forester prior to the release of the building permit. F. Public Park and Trail Dedication The City's existing trail, from Olive Street West to Myrtle Street, will remain in place. While there has been discussion regarding the installation of a trail on Brick Street West, the City's Trail Plan does not show any new trails on or adjacent to this property. As Washington County redevelops CSAH 5 in 2018, the pedestrian trail will continue to connect to the City's trail on the OSLC/Ecumen property. However, a 2014 study concluded that while sidewalks are recommended on both sides of the road between Pine Tree Trail and Deer Path, the installation is costly and is a low priority for Washington County. It is anticipated that if Washington County is to construct a sidewalk in this location, it would be on the south side of the road. As no improvements are proposed for lands directly adjacent to the south side of this PUD Phase, consideration of a sidewalk extension from Deer Path to Brick on the north side of Olive should be made at the time of Final PUD for OSLC. Ordinance Standards Ordinance 963 establishes minimum public park and trail dedication requirements for all development. In cases such as this one where the Comprehensive Plan and park planning Case 2017-48 CPC: 10/11/2017 Page 8 efforts do not identify a need for on -site parkland, a park dedication fee is required in lieu of a land dedication. Park Dedication Fee There is no established park dedication fee in Ordinance 963 for senior living facilities. The most similar fee may be for multiple -family projects, which requires $1,500.00 for each unit. However, the impact of a senior living project and an apartment building are not similar. Therefore, the Park Commission in similar cases reduced fees. If those reductions are also applied to this PUD, it would result in the following fees: Unit type Number of units Park usage Standard fee/unit Recommended fee/unit Recommended Total Memory care 36 0% $1,500 $0 $0 Assisted living 35 0% $1,500 $0 $0 Independent living 74 50% $1,500 $750 $55,500 TOTAL $55,500 The park and trail dedication fees will be due upon release of the final plat. Trail Dedication Fee In addition to the park dedication fee, Ordinance 963 also requires a trail dedication fee if a trail is not to be built and dedicated to the public. As indicated, above, no trail development is proposed or required. As with the park dedication fee, it is unlikely that the impact of the project's residents upon the public trail system will be in the same order of magnitude as a standard apartment building. Therefore, the Park Commission will consider recommending the following reduced fees: Unit type Number of units Trail usage Standard fee/unit Recommended fee/unit Recommended Total Memory care 36 0 % $500 $0 $0 Assisted living 35 25% $500 $125 $4,375 Independent living 74 100% $500 $500 $37,000 TOTAL $41,375 The trail fees will be due upon release of the final plat. III. FINAL PLAT Case 2017-48 CPC: 10/11/2017 Page 9 As explained in the preliminary plat section, the applicant is pursuing final platting at the same time as the preliminary plat. Typically, before a final plat may be submitted, all conditions for the preliminary plat need to be met. Since the applicant has elected to pursue preliminary and final platting at the same time, all conditions of the preliminary plat must be met prior to the final plat, grading or building permit release or included in a Development Agreement, if determined applicable by the City Council. IV. SPECIAL USE PERMIT A. Overview "Senior Care Living Facilities" are allowed on parcels of land that are greater than five acres in the RA - One -Family Residential zoning district with a Special Use Permit. B. Regulations and Standards Sec. 31-207(d) of the City Code states that a Special Use Permit can be approved if the Planning Commission finds that: (1) The proposed use conforms to the requirements and the intent of the Zoning Ordinance, the Comprehensive Plan, and any relevant area plans. Zoning Ordinance - The following minimum dimensional standards are applicable: Site size: A standard PUD has to be on a parcel of at least three acres in side. For Senior Care Living Facilities in the RA - One Family Residential District, a project must be on a parcel of land that is five acres or greater. This project is on a property that is 15.09 gross acres. Density: While the property is guided for low density residential, which would allow for 4.4 single family residential units per acre (for a potential of 65 single family units), the zoning ordinance allows for higher density senior residential facilities by SUP in this zoning district. To that effect, density is ultimately capped at the project's ability to meet all development controls (i.e. retain 50% open space, provide all onsite parking, meet or exceed required setbacks, etc.). The total density is approximately 9.45 units per acre. Setbacks: With a PUD there are no required internal lot line setbacks, except building separations as required by the Building Code. There are, however, required setbacks from the perimeter of the project. The Ecumen building is proposed to be located approximately 50' off of Brick Street and, at its closest point, 60' from the Myrtle Street/ CSAH 12 right-of-way. The setback required is 20' on both of these street -facing sides. The Ecumen building is proposed to be setback at least equal to twice the proposed building height, as required per the PUD regulations. The building is required to be located at least 67' from Case 2017-48 CPC: 10/11/2017 Page 10 the westerly property line. The building is proposed to be located approximately 82' from the west property line. Impervious Coverage: The property currently contains 35.42% lot coverage; a total of 1.46% of the existing lot coverage is for the public trail across this property. The applicant has submitted a final buildout plan, to include the future expansion of OSLC, which accounts for a total of 34.88% impervious surface coverage. The RA Zoning District allows 30% maximum coverage. However, the PUD approach allows flexibility to this standard. As long as the stormwater is adequately treated, the 34.88% coverage is allowed. As 50% of the entire PUD is required to be preserved as open space, these areas should be encumbered by a scenic and conservation easement. Parking: At the time of full build out of OSLC, the property will be required to have a total of 317 parking spaces onsite. The applicant is proposing to construct 330 parking spaces now, though that number will be reduced to 317 at the time of OSLC expansion. A total of 234 surface stalls will be available to both parties while 83 stalls will be constructed underground. A shared parking and drive access and maintenance agreement will be required prior to the release of the final plat. Comprehensive Plan -the Comprehensive Plan's housing chapter encourages providing a range of housing opportunities for the aging and elderly dispersed throughout the community. As noted in the Concept PUD, this project helps fulfill the following policies and program goals while preserving a significant amount of private and public open space areas: Policy 4. Attempt to disburse assisted housing throughout the community. Policy 5. Locate assisted housing near transit lines and public parks. Policy 9. Utilize the Future Land Use map to designate residential sites appropriately located for a range of housing densities. Program 3: Attempt to meet regional lifecycle housing goals for the City of Stillwater. The following implementation items of the Comprehensive Plan's Chapter three, Natural Resources, may be able to be met with this development: • Requiring protection of the natural resource areas. • Ensuring open space resource areas, including sensitive natural resource areas, are identified and incorporated into development design. (2) Any additional conditions necessary for the public interest have been imposed. Architectural design - The project site is not located within the Neighborhood Conservation District, the Downtown Design Review District, or the West Business Park. Therefore, no architectural standards are mandated, nor is a review by the Heritage Preservation Commission required. None the less, Case 2017-48 CPC: 10/11/2017 Page 11 architectural design is important to the City and its residents. The architectural elevations and exteriors have been submitted and meet or exceed City standards. The applicant has proposed a combination of brick, lap siding, and panel siding on all four sides. Lighting - A lighting plan has been submitted for the freestanding lighting improvements. The illumination spillover is held at 0.0 luminaires at all perimeter property lines, which is required. Cut sheet details have been submitted for each of these exterior fixtures, highlighting both aesthetic considerations as well as glare potential. A plan for the exterior wall and building lights, with the exception of a single wall - mounted light at the access to the underground parking, has not been submitted yet. This will be required prior to Council approval of the project. Mechanical - Most of the HVAC equipment is within the building as Magic-Paks or Package Terminal Air Conditioners (PTACs), self-contained heating and cooling units located in each residential unit. These types of units have flush -mounted venting systems that will be placed on the exterior of the building. The building's generator will be located near the underground garage access, in an enclosed space. Streets and Public Ways - The main entrance into the project would align with Ramsey Street West off of Brick Street. It is proposed to be a private access road. The applicant has provided a traffic study conducted by SRF, an engineering firm pre -approved by the Community Development and Engineering Departments. City Engineer Sanders has determined the traffic study is sufficient. The traffic study determined the existing infrastructure in its current configuration will be able to accommodate the increased demand. However, the Planning Commission did express concern about the intersection of Olive Street West and Brick Street. Not noted in the Concept PUD hearing was that the 2008 comprehensive plan states the traffic volume on Brick Street does not warrant the expansion or redesign of the roadway. However, the plan suggests the City could stripe three, 12' lanes. If this was implemented all off-street parking would be lost. The 2008 Plan is in conflict with the City's Master Trail Plan which calls for an on -street bike lane on Brick Street. A condition of approval was that the applicant would meet with the City and Washington County to determine if future improvements were necessary. In August, City staff and the applicant met with representatives of Washington County. It was determined that if the City wanted to pursue a left turn lane onto Brick from Olive, then the County would be willing to make the improvements as part of their CSAH 5 reconstruction project in 2018. However, the County notes this will require the removal of all on -street parking in the areas adjacent to the intersection. Case 2017-48 CPC: 10/11/2017 Page 12 As it has been identified there are perceived concerns regarding the traffic volume and flow in this area, that traffic will increase in the future, and that there are minor improvements that could have occurred but have not been implemented since the adoption of the existing comprehensive plan, the City should explore comprehensive roadway reconfigurations concurrently. If the City were to pursue these options, it should hold separate public hearings to determine whether it is appropriate to move forward with roadway reconfigurations in this area. (3) The use or structure will not constitute a nuisance or be detrimental to the public welfare of the community. Public Comment - The City has received public comments, citing potential nuisances and public welfare concerns: Barb and Jim Ylinen (201 Deer Path) expressed concerns for the increase in density, proximity to existing properties, the overall size and scope of the project as well as the potential for decreased property values. Density, setbacks, and the size of structure have been previously addressed in other sections of this report. Regarding the concern of decreased property values, staff has no concrete evidence to support or contradict these statements. Regardless, understanding the concern of the adjacent property owners, staff discussed this with Washington County Assessor's Office staff who indicated there is a myriad of factors that determine the valuation of a home at the time of sale. Some of the largest factors have to do with the age of the home, the condition of the residence and property (including how well it has been maintained, as well as the age and condition of properties adjacent to it). When asked specifically about Senior Care Living Facilities on this site, it was noted the use would be looked at similarly to the existing tower. When asked of the impact Boutwell landing's four-story structure has had to the valuation of adjacent homes, it was indicated the impact has not been negative to the adjacent single family residential homes. Mike Miskowiak (314 Hemlock Street South) has expressed concern for visible construction, loss of green space, increased traffic and noise, and light pollution. Traffic, noise and lighting have been previously address in other sections of this report. While construction can have a negative impact on the surrounding properties, the nuisance ordinance does protect the adjacent neighborhoods by limiting construction hours, requiring cleanup of debris on public lands, etc. In regards to the loss of green space, this is privately owned land that, although may have been treated as open space by the neighborhood, has a right to be developed by the property owner. As a PUD is proposed, and 50% of the property must remain in dedicated open space, a significant amount of green space is being preserved in this area. The location and the layout of the Senior Care Living Facilities puts minimal impact on neighboring properties while also accomplishing the City's goals of increasing housing options and varieties for the growing senior population, as highlighted in the Comprehensive Plan. All of the senior living facilities conform to height and bulk Case 2017-48 CPC: 10/11/2017 Page 13 requirements for the district, as well as conform to the City's environmental protection regulations. With all of this in mind, staff has determined that with certain conditions, the senior care living facility as proposed would not be a detriment to the public on this site. ALTERNATIVES A. Approval. If the Planning Commission finds the proposal to be in substantial conformance with the Special Use Permit, Final PUD, and Preliminary and Final Plat standards, it could recommend that the City Council conditionally approve the following: 1. Final Planned Unit Development for the Current Phase: Ecumen Stillwater 2. Preliminary Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 3. Final Plat for Ecumen Stillwater/Our Savior's Lutheran Church: 2 lots 4. Special Use Permit for Senior Living Facility in the RA, One -Family Residential Zoning District Conditions of approval would, at a minimum, include: 1. The site shall be developed in substantial conformance with the plans on file with the Community Development Department, including those below, except as may be modified by the conditions herein. Plans listed without a sheet number or date, shall be consistent with those on file with Case No. 2017-48: a. Preliminary Plat 9/13/2017 b. Removals Plan C1.0 9/15/2017 c. Tree Inventory and Removal Plan 10/6/2017 d. Site Plan C2.0 9/15/2017 e. Grading Plan C3.0 9/15/2017 f. Utility Plan C4.0 9/15/2017 g. Landscape Plan L1.0 9/15/2017 h. Stormwater Pollution Presentation Plan SW1.0-1.5 9/15/2017 i. Exterior Building Elevations j. Garage Level Plans k. 1st Floor Plans 1. 2nd Floor Plans m. 3rd Floor Plans n. Lighting & Photometrics 9/13/2017 o. Final Plat 9/14/2017 2. Prior to approval by the City Council, the applicant will: a. Submit a conceptual, scaled sign design for the Brick Street monument sign. b. Submit a plan for the exterior wall and building lights. 3. Prior to the release of the Final Plat from the City, the applicant shall: a. Submit for review and approval by the City Attorney copies of: i. All covenants and scenic and conservation easements relating to the provision, use and maintenance of common open space including wetlands and wetland buffer areas. Case 2017-48 CPC: 10/11/2017 Page 14 ii. Conservation, drainage and utility easements, determined and found acceptable by the City of Stillwater and the Middle St. Croix Watershed Management Organization. iii. A cross access, use and maintenance agreement for all shared parking and driveway areas. b. Enter into an agreement with the City for access, use and maintenance of the City owned trail to ensure upgrades and year-round fire department access is achieved. c. Shall be responsible for payment of all required park and trail fee -in -lieu, as determined by the Park and Recreation Commission. 4. Prior to the release of applicable grading, right-of-way, and/or obstruction permits from the City, applicant will provide a traffic control plan on Brick Street for the applicable utility work. 5. Prior to the release of the Grading Permit from the City, the following shall occur: c. The following plan notes will need to be made: i. Sheet C3.0: 1. Stockpiling will occur outside of wetlands and wetland buffer areas. 2. A layer of wood chips (or other suitable materials) be spread in these areas to help absorb the compressing force of the vehicles on the soil's porosity and reduce mud. These wood chips would be removed by the contractor when progress so dictated. ii. Sheet C4.0: 1. Install erosion control prior to tree removal. 2. Maintain 1.5' of separation between sewer and water on Brick Street. 3. Only one patch is permitted for the utility area. Patch must be constructed with 2.5" base, 1.5" wear course, and 6" of class 5 material. 4. Call Stillwater Water Board (at 651-439-6231) for wet tap on Brick Street. iii. Sheet SW1.1: 1. Install catch basin inlet protect at Brick and Myrtle Streets. d. Plan amendments will need to be made: i. Sheet C2.0 or C3.0: 1. Identification of material storage and worker parking areas away from tree canopies and protected area boundaries. ii. Sheet C4.0: 1. Hydrants will need to reflect a looped design. iii. L1.0 and L1.1: 1. Some or all of the maples included in the tree and seeding plan should be replaced with another species. The replacement species must be approved by the City Forester and included in a revised landscaping plan 6. Prior to the release of a Building Permit, the following shall occur: e. Water and sewer hookup charges shall be paid. Case 2017-48 CPC: 10/11/2017 Page 15 f. A parking lot striping plan that is in conformance with all subdivision regulations, the Zoning Code, and that meeting all public safety requirements shall be submitted, reviewed and approved. 7. When trees are being removed, industry Best Management Practices (BMPs) are to be followed. Equipment shall not enter protected shoreline zone or wetland buffers, unless noted on the plans; nor disturb any part of thereof with tree removing operations. 8. When sign permits are requested for each of monument signs, detailed location maps must be submitted with application materials, and all required setbacks from property lines and public right-of-ways will need to be maintained. 9. The fire access lane will need to be flagged after construction and into perpetuity as per the Fire Department's specifications. 10. All public utilities that are located on privately owned property will need to be encumbered by drainage and utility easements. 11. The applicant shall be required to meet any conditions set by MSCWMO for compliance with the watershed management plan. 12. The Ecumen Stillwater PUD Phase approval shall be extended to two years from the date of City Council approval. B. Table If the Planning Commission finds the proposal to be incomplete, it could table the review for additional information. C. Denial If the City Council finds the proposal to be inconsistent with development codes or to be unsatisfactory for other reasons, it could recommend to the City Council denial of the request. With a denial, the basis of the action should be given. RECOMMENDATION The revised Concept PUD, Preliminary Plat, signage plan, SUP, Final PUD, Final Plat represent a good solution to the need for Senior Care Living Facilities in the City yet balancing the density envisioned by the Comprehensive Plan. Therefore, staff recommends approval with the conditions listed in Alternative A. ATTACHMENTS Site Location Map Narrative Request (including parking calculations and wetland analysis) Survey Removals Plan (include tree inventory and tree removal plan) Site Plans Turning Diagrams Grading Plan Utility Plan Landscape Plan Floor Plans and Elevations Neighborhood View Renderings Mechanical and Lighting Details Case 2017-48 CPC: 10/11/2017 Page 16 Stormwater Management Report Traffic Study Soil Report Preliminary & Final Plats Public Comments cc: Anne Stanfield Mike Isensee, MSCWMO x 31,111VnI lCl d y .''gym a rm j2 T ,L i1f A M ; z .r 4, 4 � �..... SUNNYSLOPE L `41 is yyyy y, WEST MY - The Birthplace of Minnesota 114 Brick Street South �► i .L: i ! ` 49,�'°' W W " 11`' CY e _ 113 1401 1 1616 Olive Street West ���Y. a Vx r"�.'� '� �C��� QP-° � ,Tiiit ".. WEST 1 t 1 . •6 . RAMSE Site Location Map GI Subject Properties i Q .— in CI m -� " 0 co Parcel Boundaries 4.- Municipal Boundary WEST OLIVE _ _ _ STREET CSAH 5 0 if € 0 180 360 720 Feet General Site Location -immili sr � 1 � r a jII J.yL1.. 1 1 t + rew. . . R, '.�w..r..w �,� 0 o r `Ni." p, .-L `saes y 7 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH NARRATIVE FOR FINAL PUD, SPECIAL USE PERMIT, PRELIMINARY AND FINAL PLAT FOR ECUMEN SENIOR LIVING CARE FACILITY STI LLWATE R, MN September 15, 2017 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION INTRODUCTION / REQUEST Ecumen and Our Savior's Lutheran Church (OSLC) are pleased to submit this application for Final Planned Unit Development (PUD), Special Use Permit (SUP), Preliminary and Final Plat to allow for a new Senior Living Care Facility and a future Church Expansion on 15.0 acres at 1616 West Olive Street and 114 Brick Street. The Concept PUD for this project was approved on 8/2/2017 (CPC CASE #2017-25). The proposed Senior Living Care Facility would provide up to 145 housing units. The current proposal includes 142 units: 71 Independent units, 35 Assisted living units and 36 Memory Care units. Ecumen would own and operate the senior living community. Ecumen is under contract to purchase two contiguous properties: 114 Brick Street (current location of the AM radio tower for KLBB radio) and approximately 6.4 acres at 1616 West Olive Street (land which is currently undeveloped and owned by OSLC). OSLC would retain the remainder of their property and continue to operate the Church in an enhanced campus environment adjacent to Ecumen's new senior living community. We are requesting permit approvals to be extended from 6 months (city standard) to 2 years. Consideration has been made in this request for a future expansion of Our Savior's Lutheran Church at 1616 West Olive Street. OSLC plans to add an approximately 9,600 sf sanctuary. The timing of this project is a minimum of 10 years into the future. OSLC received Concept PUD approval at 8/2/17 City Council meeting and is not seeking Final PUD approval at this time. PROJECT BACKGROUND Ecumen, a leading national non-profit senior housing provider, was approached by OSLC after the adjacent property owner of KLBB radio inquired about OSLC's interest in purchasing their land. The OSLC board considered senior housing to be a good fit as a potential future use of the site as such a community would be an extension of OLSC's commitment to service and would create great synergies. OSLC was aware of Ecumen's 150+ year history of serving those in need and believed Ecumen would be an ideal partner to realize an expansion of the Church campus to include housing for seniors in Stillwater. Based in Shoreview, Ecumen operates in 37 cities and 7 states, with the majority of its communities in Minnesota. Dedicated to empowering individuals to lead richer, fuller lives, Ecumen prides itself on innovation and radically changing the way aging is viewed and understood. As a long-term owner and operator of its communities, including locations in MN which have been under ownership for over 100 years, Ecumen is committed to enhancing the broader communities in which it operates. OSLC also has a 150+ year history, all within the City of Stillwater. The Church was established in Stillwater and has served this community from its inception. OSLC has been at 1616 Olive Street since 1961. The OSLC congregation is currently comprised of approximately 900 members, the majority of which are Stillwater residents. Given this unique opportunity to partner with OSLC, Ecumen has entered into contracts with OSLC and the KLBB property owner to purchase land. The goal of this partnership is to create a project that enhances the community with a building that complements the Church and adjacent homes and by providing a new home for Stillwater's seniors, a segment of the population that is currently underserved with limited housing options. In advance of this application, Ecumen requested a Zoning Text Amendment to allow for Senior Living Care Facilities in the RA district for sites 5 acres or greater by special use permit which was approved by City Council on May 16, 2017 (CASE #2017-07). 1 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION PROJECT OVERVIEW Ecumen's new senior living community will provide a range of housing options for individuals and couples 55+ under one roof. While a resident's health needs may change, offering Independent, Assisted and Memory Care housing options in one building allows residents to age in place. In addition to rental housing, the new building will provide common spaces available to residents and Church members including formal and informal dining venues, a wellness center, lounges for social gathering and activity rooms for larger group meetings and programs. There will be direct pedestrian connections to the Church which will facilitate safe passage between the two buildings and encourage intergenerational engagement between the residents of Ecumen's building, the Church's congregation, youth ministry and daycare. A focus on wellness and intergenerational engagement extends to the site design as well. Ecumen will provide walking paths that connect to the city's existing walking trails, an outdoor picnic area, park benches, and an open field for larger group recreation and gatherings. These amenities will serve the residents of Ecumen's building and the 900 members of the Church as well. The proposed campus and building design coupled with the rich programming and quality care that will be offered will facilitate active and healthy lifestyles for seniors in Stillwater, bolster residents' physical and psychological health and enhance their engagement with the community. FINAL PUD SITE / BUILDING DESIGN CONSIDERATIONS We are requesting Final PUD approval for a Senior Living Care Facility for up to 145 units at 114 Brick Street. Concept PUD approval was granted and a Zoning Permit has been issued (Case No 2017-25). Site Access Site access will be off of Brick Street and will align with Ramsey Street; this will result in a standard 4-way street intersection. Zoning Requirements All dimensional standards for the new building are in compliance with the requirement in the RA zone. Additionally, all PUD requirements are met for both the new planned Senior Living Care Facility and the future expansion at OSLC. Maximum Lot Coverage Proposed Ecumen Building Existing OSLC Church Building Proposed Ecumen Impervious (Paving) Existing OSLC Impervious (after sale) 57,848 s.f. 31,908 s.f. 64,497s.f. 74,382 s.f. TOTAL IMPERVIOUS (BUILDINGS/PAVING) 228,635 s.f. Existing PUD Site Size (Ecumen & OSLC) 656,946 s.f. (15.08 acres) MAX IMPERVIOUS (BUILDING + PAVING) ALLOWED = 50% in PUD TOTAL IMPERVIOUS (BUILDING + PAVING) BOTH SITES = 34.8% 2 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION *If the church were to expand, the total impervious between the both sites considered in this PUD application would increase to 36.3%. (1.5% increase from existing church property after sale + proposed Ecumen property). This would still be well within the allowable impervious surface under the PUD. Maximum Building Height Ecumen Building Setbacks 35' allowed 33'-6" proposed The proposed building meets all setback requirements for the RA zone and PUD. To the north, the building is beyond the 25' wetland buffer from the wetlands that comprise the northern portion of the site. Wetland buffer averaging has been utilized for the limited section of the building that is within the full building structure setback beyond the 25' wetland buffer. To the west, the building footprint steps back in response to the angled property line in an effort to maximize the distance between the building and adjacent properties. It is a minimum of 70.3' from the western property line, which exceeds the PUD requirement of building setback being twice the height of the building. Revised Massing To minimize the visual impact of the Senior Living Care Facility from the adjacent homes on Deer Path, the top ends of the two wings of the building closest to the West property line have been lowered from 3 stories to 2 stories (33'-6" to 22'-4"). To achieve the reduced mass, two units were removed from the top floor of each wing (the step back at the 2-story portion is 24'-32' deep, with the 32' distance being at the end bay for the 2-story portion) and have reduced the overall density of the building. Residential Design This project is appropriate for the site, as the building is residential in character and in the way that it functions (e.g. it is not an office building, industrial use, etc.). Residential building materials including brick and cement fiber board lap and panel siding will be used to complement OSLC's brick facades and the adjacent, lap sided single family homes. We have selected a color palate of soft and light neutral tones, and have enhanced building design details to include trellises, arches and columns to relate to the suburban, residential neighborhood of Stillwater. In response to feedback from neighbors on Deer Path, we have relocated balconies to the north and south sides of the building in order that they do not face directly into the back yards of the homes on the shared west property line. Landscape All existing healthy trees on site not needed to be removed for grading, construction of the building, or creation of site storm water infiltration basins will remain, and additional trees and landscaping will be incorporated throughout the site to provide screening and enhance visual appeal. A combination of fast growing deciduous and coniferous trees are proposed for the west side of the site to maximize screening impact to adjacent homes year- round. The existing walking path at the west side of the property will remain, as this is valuable amenity to the neighborhood, the senior residents, and the Church community. Additionally, a large, green open space has been maintained between the senior living building and the Church, as well as on the north side of the senior living building to create outdoor spaces for gathering and recreation, for use by both the Church and residents. 3 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION Site Lighting The majority of site lighting will be at the driveway and parking lot for safe site circulation. The senior building wraps around the new parking area, which will effectively shield the majority of sightlines to parking lot lighting from neighboring homes. A site photometric study is attached. Parking A total of 153 parking spaces will be provided on the Ecumen property; 83 in the below grade secured garage, and 70 surface spots on the Ecumen parcel. This provides adequate parking for residents, staff and visitors, and complies with the parking ratios set forth by city staff in the conditions of approval at the Concept PUD stage. The proposed parking stall count meets both the current proposal and accommodates the future needs of the Church if they should expand. The surface parking on the Ecumen site will be connected by a drive aisle to the Church's existing west parking lot, and will function as overflow parking for OSLC. Ecumen and OSLC will prepare mutual parking agreements and access easements. Total parking stalls provided for both sites is 330. See attached Sheet C2.1 for a detailed parking analysis with total site stall counts including the Church. Storm water Management Storm water is managed on site through a series of infiltration basins located on the East and North sides of the site. Storm water will be handled on site per the PUD requirements of the city and the Middle St. Croix Watershed Management Organization. Ecumen and the design team has met with city staff and the Middle St. Croix WMO to discuss the project, and understand that future easements may be required at the time of permitting. Wetlands The wetland delineation completed by Midwest Natural Resources identified four wetlands on the south side of the site along Myrtle Street. There are no proposed modifications or impacts to the wetlands, and the plan complies with the required wetland buffers. Traffic Impact A Traffic Impact Study was completed by SRF in May 2017 for the proposed design and is included in this submission. The study concluded that "no significant approach delays or queuing issues were observed in the traffic simulation" as a result of our project. Additionally, "the proposed site plan including access and circulation is generally well considered." SRF conducted a follow up traffic study in September 2017, in order to verify the traffic impact of the new St. Croix River Bridge at this site. The results illustrated that the anticipated traffic reduction on both Olive and Myrtle Streets were in fact greater than initially estimated (16% and 8% reductions respectively); thus the "traffic operations at the study intersections may be better than was identified" in the initial study. In conclusion, the traffic study states that "the City of Stillwater may consider the proposed Ecumen Stillwater Senior Housing Development without concern that it would represent a significant negative traffic impact on the supporting study area roadways." Streets & Other Public Ways The Ecumen team met with the City and Washington County to discuss pedestrian and vehicular improvements as a result of this project. It was determined that no improvements were required on adjacent right-of-ways. 4 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION Public Safety The Fire Department has reviewed and commented on the proposed fire access plan. The proposed fire apparatus access lane has been designed to meet the requirements of the International Fire Code. Deliveries / Trash All deliveries and trash pick-up will utilize the loading zone adjacent to the garage vehicular entrance located on the southeast portion of the site. Studies have been performed to ensure that delivery vehicles and trash trucks should be able to utilize the proposed drive areas of the parking lot to turn around and exit back out to Brick Street without having to travel through the site or through the adjacent church parking lot. Anticipated regular deliveries/pick-up consist of a weekly food delivery, and a weekly trash pick-up. Deliveries of other items, such as housekeeping supplies and other items, will occur periodically but not with great frequency. All trash is collected in dumpsters within enclosed trash rooms at the garage level, and wheeled out of the garage only on trash pick-up days. SPECIAL USE PERMIT / PROJECT BENEFITS We are requesting approval for a Special Use Permit for a Senior Living Care Facilities in the RA district for 10.77 acre site. This use is allowed by SUP in the RA district for sites 5 acres or greater. The design for the new Senior Living Care Facility complies with all SUP requirements and the project provides benefits not only future residents of the Senior Living Care Facility, the OSLC community but to the greater Stillwater community as well. Criteria for SUP permits (in italics) and benefits of this proposal are outlined below: 1. The proposed structure or use conforms to the requirements and the intent of the zoning regulations, and of the comprehensive plan, relevant area plans and other lawful regulations; This project meets all zoning regulations for the RA district and supports Stillwater's Comprehensive Plan. Within Chapter 4 (Housing) of the Comprehensive Plan, Goals 1 and 2 call for "...planning for a range of new housing opportunities" and "providing a balanced choice of housing types and densities, suitable to a wide range of demographic groups, with a focus on life cycle housing." The objectives of this chapter also support development of higher density infill, encouragement of housing for a range of age levels, and use of the planned unit development process for reviewing innovative development concepts and protecting natural resource areas As stated in the Staff report for Concept PUD Approval: The Comprehensive Plan's housing chapter encourages the provision of a range of housing opportunities for aging in the community and for the elderly. This PUD helps fulfill the following policies and program goals while preserving a significant amount of private and public open space areas: Policy 4. Attempt to disburse assisted housing throughout the community. Policy 5. Locate assisted housing near transit lines and public parks. Policy 9. Utilize the Future Land Use map to designate residential sites appropriately located for a range of housing densities. Program 3: Attempt to meet regional lifecycle housing goals for the City of Stillwater. 2. Any additional conditions necessary for the public interest have been imposed; 5 ECUMEN & OUR SAVIOR'S LUTHERAN CHURCH FINAL PUD, SUP, PRELIMINARY AND FINAL PLAT APPLICATION This proposal meets all 10 conditions of the Concept PUD Approval as determined by City staff, Planning Commission, and City Council as a result of project review, Staff reports and public hearings. 3. The use or structure will not constitute a nuisance or be detrimental to the public welfare of the community. This project benefits the public welfare of Stillwater by: Providing Housing Options Seniors to Stay in Stillwater Currently the residents of Stillwater do not have many senior living options in the community in which they live, and often move to adjacent communities for this type of housing opportunity. Market demand for this type of building, regardless of where it is located, often demonstrates that most residents come from a fairly small radius around the building, as residents want to stay close to their friends and family, as well as the city amenities that they enjoy. Based on a 2015 Census Bureau American Community Survey Data, seniors occupy 23% (or 1,275) of the single family homes in Stillwater. As seniors move out of their homes into a senior living building, their former homes are opened up for new families moving to the area. Addressing Market Need / Demand 65+ population in the market area, which includes Stillwater and adjacent communities, is projected to grow over 30% in the next 5 years. By 2021, Stillwater's senior population will increase by approximately 1,500 bringing the total senior population in Stillwater to over 3,700 residents. Currently, there are only 228 nursing home beds in Stillwater to support this population and no options for Active Adult Rentals, Independent Living with some services, Assisted Living or Memory Care in the City of Stillwater. While options are available in Oak Park Heights, Oakdale, Mahtomedi, Woodbury, and White Bear Lake there is a gap within Stillwater of providing a variety of housing options for an aging population. This project address this gap and demand in Stillwater for Independent, Assisted and Memory Care housing. Creating New Jobs in Stillwater Ecumen is recognized as a top employer, having been named "Best Places to Work" ten times by the Minneapolis/St. Paul Business Journal and one of Minnesota's Top Workplaces by the Minneapolis Star Tribune and Minnesota Monthly Magazine. The proposed Senior Living Care Facility will create new jobs in the City of Stillwater for the equivalent of 50 full time employees from nursing staff to housekeeping, culinary to administrative roles. Providing Tax base on land that is currently tax exempt Ecumen will pay real estate taxes on its 10.77 acres of land of which approximately 7.18 acres, currently owned by OSLC, is exempt from real estate taxes. This tax income will benefit Stillwater and the State of Minnesota. PRELIMINARY AND FINAL PLAT We are requesting approval for a preliminary and final plat to create two lots. Lot 1 is 4.24 acres and will be owned by Our Savior's Lutheran Church. Lot 2 is 10.77 acres and will be owned by Ecumen. 6 r PARKING ANALYSIS 9.15.2017 aas wilson architects OSLC - church site Current sanctuary seats Current parking required Current SE/SW parking stalls 177 Future expansion sanctuary seats 650 Future expansion parking required 217 Future expansion parking available on church site 164 Ecumen - senior living site MC units 36 AL units 36 IL units 73 MC/AL parking required (1:5) 14 IL parking required (1:1) 73 TOTAL RESIDENT PARKING REQUIRED 87 Max. anticipated staff @ shift change 30 TOTAL ECUMEN PARKING DEMAND 117 Ecumen garage stalls 83 Ecumen site stalls 70 TOTAL ECUMEN PARKING AVAILABLE 153 COMBINED OSLC (w/ expansion) AND ECUMEN PARKING DEMAND 334 REQUIRED PARKING (REDUCED BY 5% FOR SHARED PARKING) 317 TOTAL Ecumen (gar/surf.) stalls + church existing (no exp.) 330 TOTAL site parking at time of church expansion (future) 317 SURFACE PARKING - OSLC w/ expansion + Ecumen 234 (117/sw lot, 58/sE lot) (short 53 stalls, but shared surface parking w/ Ecumen site) *+ 11 proof of parking available * "excess" of 36 stalls, without 11 proof of parking stalls required at time of expansion PROVIDED at this time PROVIDED at church future expansion * This surface parking exceeds OSLC (w/expansion) parking demand by 9 stalls TOTAL AREA 656945.8 SF (M) WETLAND A 2,586.19 SF (M) WETLAND B 19,236.84 SF (M) WETLAND C 859.9 SF (M) WETLAND D 57,074.67 SF (M) TOTAL 79,757.60 SF (M) ECUMEN, STILLWATER SEN ARCHITECT KAAS WILSON ARCHITECTS 1301 AMERICAN BLVD E BLOOMINGTON, MN 55425 612-879-6000 DEVELOPER / PROPERTY OWNER: ECUMEN 3530 LEXINGTON AVE N SHOREVIEW, MN 55126 651-766-4300 ENGINEER / LANDSCAPE ARCHITECT: CIVIL SITE GROUP 4931 W 35TH STREET SUITE 200 ST LOUIS PARK, MN 55416 612-615-0060 SURVEYOR: ACRE LAND SURVEYING, INC. 9140 BALTIMORE STREET NE, SUITE 100 BLAINE, MN 55449 763-458-2997 GEOTECHNICAL ENGINEER: INTERTEK PSI, INC. 2915 WATERS ROAD, SUITE 112 EAGAN, MINNESOTA 55121 651-646-8148 STILLWATER, MINNESOTA ISSUED FOR: CITY SUBMITTAL MASTER LEGEND: — 1125-- X 1137.12 1137 41.26 891.00 G 891.00 TC 891.00 BS/TS EOF=1135.52 l EX. 1' CONTOUR ELEVATION INTERVAL EXISTING SPOT GRADE ELEVATION 1.0' CONTOUR ELEVATION INTERVAL SPOT GRADE ELEVATION (GUTTER/FLOW LINE UNLESS OTHERWISE NOTED) SPOT GRADE ELEVATION TOP OF CURB (GUTTER TOP) SPOT GRADE ELEVATION TOP OF WALL SPOT GRADE ELEVATION BOTTOM OF WALL DRAINAGE ARROW EMERGENCY OVERFLOW ■ SILT FENCE / BIOROLL - GRADING LIMIT INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE SOIL BORING LOCATION CURB AND GUTTER (T.0 = TIP OUT) 0 EXISTING MANHOLE ❑ EXISTING CATCH BASIN EXISTING HYDRANT PROPOSED MANHOLE STORM PROPOSED CATCH BASIN OR CATCH BASIN MANHOLE STORM PROPOSED GATE VALVE PROPOSED FIRE HYDRANT PROPOSED MANHOLE SANITARY PROPOSED SIGN PROPOSED LIGHT PROPOSED SANITARY SEWER PROPOSED STORM SEWER PROPOSED WATER MAIN EXISTING SANITARY SEWER EXISTING STORM SEWER EXISTING WATER MAIN EXISTING GAS MAIN EXISTING UNDERGROUND ELECTRIC EXISTING UNDERGROUND CABLE 4 EXISTING STOPBOX ►� EXISTING GATE VALVE EXISTING ELECTRIC BOX EXISTING LIGHT A EXISTING GAS METER EXISTING GAS VALVE GOPHER STATE ONE CALL WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL OR SHEET INDEX SHEET NUMBER Co.0 C0.1 C1.0 C2.0 C3.0 C4.0 C5.0 C5.1 C5.2 L1.0 L1.1 SW1.0 SW1.1 SW1.2 SW1.3 SW1.4 SW1.5 SHEET TITLE TITLE SHEET SITE SURVEY REMOVALS PLAN SITE PLAN GRADING PLAN UTILITY PLAN DETAILS DETAILS DETAILS LANDSCAPE PLAN LANDSCAPE NOTES SWPPP - EXISTING CONDITIONS SWPPP - PROPOSED CONDITIONS SWPPP - DETAILS SWPPP - NARRATIVE SWPPP - ATTACHMENTS SWPPP - ATTACHMENTS o D 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 aas wilson architects 0 W O 0_ 114 BRICK ST, STILLWATER, MN 55082 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 09/15/17 CONCEPT PUD SUBMITTAL CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 TITLE SHEET C0.O ©COPYRIGHT 2017 CIVIL SITE GROUP INC. ALTA/ACS M LAN D TITLE SURVEY PID# 29-030-20-42-0001 PROPERTY ADDRESS: #114 Brick Street So., Stillwater, MN wAa °PE • 6-856 24 / / / / / / / / / / / / / / g55.3 c'J 78 ND pF /l, 1 1-1-1 /N -1- I I I I 1 1 1 1 I \/ \I 1 L.. '. 1 r- • 316. A 1% 659 6 659• 855.2 855.3 419 LEGAL DESCRIPTION: (PER TITLE COMMITMENT) All that part of the North Half of the Southeast Quarter of Section 29, Township 30 North, Range 20 West, described as follows: Beginning at a point on the South line of said North Half of the Southeast Quarter of Section 29, a distance of 1081.51 feet West of the Southeast corner of said North Half of the Southeast Quarter of Section 29, said point being the Northeast corner of Block 15 of McKinstry and Seeley's Addition to the City of Stillwater; thence West on the South line of said North Half of the Southeast Quarter of Section 29, a distance of 510.43 feet to a point; thence North and parallel with the West line of Brick Street in said City a distance of 309.5 feet; thence East and parallel with the South line of said North Half of the Southeast Quarter of Section 29, a distance of 510.43 feet to the West line of Brick Street; thence South along the West line of Brick Street, a distance 309.5 feet to the place of beginning, Washington County, Minnesota. 86°2 (Abstract Property) FOUND S#1093 g6-T Qp6' 8608 g6 ' .. s62• x E� x S63 858,9 858.6 59;1 859.3' g555 io 8N554.6 •r g62�t 854;8 0 855:4 855.1 +T0 854.9 854.8 855.1 854.9 853.2 854.4 854.5 854.5 869 B64.92x 866; g66 864 655 1 FOUND 1/2" IR®3'PP $16 "15 • 873.4 A 858.7 II g527 .4 :858: `: 859: •^ po• 857.5 f'• • 57.3 g55.4 85 SO 3 86G 860.8 g51 X 36 58.4 • X 352 ryaY..............:.. • 550 2 \N\I 1N o6c 4°OW EXISTING POND N WL= 856.2 H WL= 860.5 85/ RCP 8•5514 3 858, :Ai) 857 g5�1'4 : • • • 858.5 858 6 ....... g513 .. 864•6 8587'.. �� 8.51 3 66 8 g65 6 X S6 .5 g63.9 x S6 .8 x 65'• g640 g'E g62, 4 861.0 5,7 .1......85�• 2 •ou :5s37 J) X55�'• 6t . X g62.9 9 3 g5g 0 FES 865 .$66 2 xa79 9.•.. 550.2 s11 2 550.0 13 e813B7 \ 8-19•.. $-79.5' FOUND 1 /2" IRON PIPE 8802 880' FOUND RLS# NO1 LEGIBLE g80 g803 1 85,0 SSA •6 op 6430.3. 3652 SBA •5 SB coS SSA .2 86-3(9 bituminous s'76- *cross onto adj. roperty* 11-3 FO IR 2 80.6 5.9 1.2 -713 8-4 316.6 877 9 682-3 691*6 BSA •5 SSA • • • • • • 859.2 858.6 it' 862 SB 8-2 9.09 LLJ 0 8,2 • 860.21 859.6 860.1 61.2 SB 9-5 859.5 362-9 SB 8718 615 314 V. •. 313VS STOP 569.2 569.9 ............................................................. (couldn't. find manhole) 6 • BENCHMARK: TOP OF MANHOLE; ELEVATION = 868.00 "I hereby certify to XXXXXXXXXXXXXX and First American Title Insurance Company that this map or plat and the survey on which it is based were made in accordance with the 2016 Minimum Standard Detail Requirements for ALTA/NSPS Land Title Surveys, jointly established and adopted by ALTA and NSPS, and includes items XXXXXXXX and XXXX of Table A thereof." The fieldwork was completed on 03/08/17. Date of Map: March 22nd, 2017 893-5 876 86-13 466.3 REVISION SUMMARY DATE DESCRIPTION 859.5 -316.4 INV.=865.13* NOTES: SITE SURVEY CO . 1 59.1 33 376-2 cc 860.1 elway 86 803 861.1 858.8 859.4 419 859.5 (SEE SCHEDULE B-2_1%1 860.2 862 • et 419 859.6 EX.BLDG. ohm 633 860.2 des 60.4 • • EXISTING BUILDING 8722 • 60.2 50 GRAPHIC SCALE 0 25 50 100 200 1 inch = 50 ft. NORTH SCHEDULE B-2 SURVEY RELATED EXCEPTIONS: *NOTE: BELOW EXCEPTION ieS CORRESPOND TO EXCEPTION ifS LISTED IN TITLE COMMITMENT* 9. Easement for electrical transmission purposes and incidental rights in favor of Northern States Power Company as contained in Easement dated February 17, 1949, recorded February 21, 1949 in Book 169 of Deeds, Page 6 as Document No. 155252. (AFFECTS PROPERTY, THIS IS A BLANKET EASEMENT) Partial Release of Easement dated November 7, 1988, recorded December 14, 1988 as Document No. 589804. (SHOWN ON SURVEY, AFFECTS SITE. POINT OF BEGINNING IS AMBIGIOUS AND THERE ARE MULTIPLE INTERPRETATIONS ON WHERE TO BEGIN EASEMENT. THIS EASEMENT WILL LIKELY NEED TO BE VACATED FOR PROPOSED FUTURE IMPROVEMENTS.) 10. Terms, conditions and easement as contained in Warranty Deed dated February 10, 1949, recorded March 1, 1949 in Book 169 of Deeds, Page 11 as Document No. 155331. (AFFECTS PROPERTY, IS VAGUE AND BLANKET IN NATURE, WILL NEED TO BE VACATED FOR PROPOSED IMPROVEMENTS TO BE CONSTRUCTED) 859.5 859.9 86 859.8 859.3 .4 859.5 15.9 63.6 LEGEND • DENOTES IRON MONUMENT FOUND © DENOTES SANITARY SEWER MANHOLE C) DENOTES STORM SEWER MANHOLE O DENOTES CATCH BASIN DENOTES STORM SEWER ▪ DENOTES GAS METER/BOX 111 DENOTES UTILITY BOX ..t=cc)cc)c). DENOTES RETAINING WALL DENOTES EXISTING FENCE DENOTES STREET LIGHT DENOTES EXISTING CONTOUR DENOTES UNDERGROUND ELECTRIC DENOTES UNDERGROUND TELEPHONE DENOTES WATERMAIN DENOTES BOUNDARY LINE PER 05/24/2002 SURVEY BY MFRA DENOTES TREELINE DENOTES SOIL BORING wet 860.6 FOUND 5,14 814.3 SB 862 621 14.4 SMH 85971 861.7 0 859.5 oo 6-1 6.0 803 863 64C It 86 cc r -- 60 -- lz 5623 661 5623 2.8 0 862.0 CBFL INV-3.3 RIM=861.36 SA 5621-1 oh w oh w • S64- -72.6 0 -4,- . 2,L ..,-'23t6 36 8-72-3 512.-6 3-72-6 312;\ .r 810.5 . sr 6 RI M=871.15- 10.2 10.3 ' IN V.=866.JI:; 77>:2:‘,1 70.3 810.3 CB 6 -Utilities shown hereon are observed. Excavations were not made during the process of this survey to locate underground utilities and/or structures. The location of underground utilities and/or structures may vary from locations shown hereon and underground utilities and/or structures may be encountered. Contact Gopher State One Call Notification Center at (651) 454-0002 for verification of utility type and field location prior to excavation. - Title commitment used for survey per commitment NCS-833115-MPLS dated Feb. 10th, 2017. - Wetlands delineated by Midwest Natural Resources, Inc. in May, 2017 and located by Acre Land Surveying 05/04/17. 10, 871.1 SMH-INV7.3 510 INV.=865.42* "'PRELIMINARY 05/09/17", Eric R. Vickaryous, P.L.S. #44125 JOB it17076 fCRE LAND SURVEYING Serving Twin Cities Metro area and beyond F • T A / / / / / / / / / / 865'5 FOUND 1/2" I1RON 3 / / / / / / / / I 1 i I I I I / I / / I / / I / / / / / / / gVNCH l 1 1 / 1 / 1 I / / I / I / I / I I I I I I 1 I / k I 1 I � I I I � ING STORM SEWER TO BE IR'-ROOTED, REMOVE PER CITY STANDARDS, SEE UTILITY PLAN (C4.0) FOR PROPOSED LAYOUT \ \ \ \ \ „ BO AN het WETLA 11 AR / ' � 859 9 F / / \ / / 1 / / / / \ \71 \ --\ \ \ \\ / / / / / ▪ ��\ \\ \ \\ \ \\ \ ::• -'• 2N / \ \ / / / -- I 1 I I I I / I 1 / / / / \ I I / / / / I 11 / / / / / / `\ \\� \ \ ( \ \ \ \ \ \ \\ N EXISTING STORM SEWER TO BE RE-ROUTED, REMOVE PER CITY STANDARDS, SEE UTILITY PLAN (C4.0) FOR PROPOSED LAYOUT REMOVE EXISTING BENCH 1 SB g 4� / \ A REMOVE EXISTIINGSTORM ', �� STRUC UR, , TYP. I ��� r "yr A'.. ,A4 REMOVE EXISTING CURB ND GUTTER, P. SB • • iN LL1 Cr) SB 9 41 SAWCUT AND REMOVE REMOVE EXISTING PAVEMENT AND BASE MATERIAL AND / PARKING SIGNS, TYP. REMOVE EXISTING PVMT STRIPING • • • • • • • • • REMOVE AND RELOCATE EXISTING UTILITY POLE REMOVE EXISTING FENCE AND FOOTINO, TYP. T / REMOVE EX BUILDING, STRUCTURES, FOUNDATIONS, FOOTINGS & BASE MATERIALS, PER LOCAL STATE & FEDERAL STANDARDS. REMOVE/DISCONNECT ALL SERVICES & UTILITIES PER UTILITY COMPANY AND/OR L.G.U. STANDARDS • • • • • • • 6/ z• CLEAR & GRUB ALL PLANT MATERIAL, INCLUDING ALL ROOTS (AS PRACTICAL) FOUN AND STUMPS. REMOVE ALL DEBRIS FROM SITE. COORDINATE W/ GRADING & LANDSCAPE PLAN FOR SITE PREPARATION AND RESTORATION, TYP. *404).441 4#4444,48.4, REMOVE AND RELOCATE EXISTING\ \\\\: \\\:411:0 qr411:0, +4:447 A At* +V 044,44 OVERHEAD WIRES \\II\ \\\"\\ .ettr#0:20473144,_ tr: • 44.1 \ *404 41401141k \41 cr z /1/ON Or AI 011 6.4 0,4:; 1.,441 141 _____ _____ # #4****\4/94)6s7:--- "\\4\ ***04444k p I • ********** \\\ 4,/ rop". Jul:41 E x_ Ars: D \,140-vi t04.#$#04.44.404„..4 44'w404.***4$$#$#414 44.44.***-0040,0,00. A. AUt_ CLEAR & GRUB ALL PLANT MATERIAL, INCLUDING ALL ROOTS (AS PRACTICAL) AND STUMPS. REMOVE ALL DEBRIS FROM SITE. COORDINATE W/ GRADING & LANDSCAPE PLAN FOR SITE PREPARATION AND RESTORATION, TYP. EXISTING BUILDINC )( , Ct CL • IRNIMV 60 60 0 50 REMOVAL NOTES: 1. SEE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) PLAN FOR CONSTRUCTION STORM WATER MANAGEMENT PLAN. 2. REMOVAL OF MATERIALS NOTED ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH MNDOT, STATE AND LOCAL REGULATIONS. 3. REMOVAL OF PRIVATE UTILITIES SHALL BE COORDINATED WITH UTILITY OWNER PRIOR TO CONSTRUCTION ACTIVITIES. 4. EXISTING PAVEMENTS SHALL BE SAWCUT IN LOCATIONS AS SHOWN ON THE DRAWINGS OR THE NEAREST JOINT FOR PROPOSED PAVEMENT CONNECTIONS. 5. REMOVED MATERIALS SHALL BE DISPOSED OF TO A LEGAL OFF -SITE LOCATION AND IN ACCORDANCE WITH STATE AND LOCAL REGULATIONS. 6. ABANDON, REMOVAL, CONNECTION, AND PROTECTION NOTES SHOWN ON THE DRAWINGS ARE APPROXIMATE. COORDINATE WITH PROPOSED PLANS. 7. EXISTING ON -SITE FEATURES NOT NOTED FOR REMOVAL SHALL BE PROTECTED THROUGHOUT THE DURATION OF THE CONTRACT. 8. PROPERTY LINES SHALL BE CONSIDERED GENERAL CONSTRUCTION LIMITS UNLESS OTHERWISE NOTED ON THE DRAWINGS. WORK WITHIN THE GENERAL CONSTRUCTION LIMITS SHALL INCLUDE STAGING, DEMOLITION AND CLEAN-UP OPERATIONS AS WELL AS CONSTRUCTION SHOWN ON THE DRAWINGS. 9. MINOR WORK OUTSIDE OF THE GENERAL CONSTRUCTION LIMITS SHALL BE ALLOWED AS SHOWN ON THE PLAN AND PER CITY REQUIREMENTS. 10. DAMAGE BEYOND THE PROPERTY LIMITS CAUSED BY CONSTRUCTION ACTIVITY SHALL BE REPAIRED IN A MANNER APPROVED BY THE ENGINEER/LANDSCAPE ARCHITECT OR IN ACCORDANCE WITH THE CITY. 11. PROPOSED WORK (BUILDING AND CIVIL) SHALL NOT DISTURB EXISTING UTILITIES UNLESS OTHERWISE SHOWN ON THE DRAWINGS AND APPROVED BY THE CITY PRIOR TO CONSTRUCTION. 12. SITE SECURITY MAY BE NECESSARY AND PROVIDED IN A MANNER TO PROHIBIT VANDALISM, AND THEFT, DURING AND AFTER NORMAL WORK HOURS, THROUGHOUT THE DURATION OF THE CONTRACT. SECURITY MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY. 13. VEHICULAR ACCESS TO THE SITE SHALL BE MAINTAINED FOR DELIVERY AND INSPECTION ACCESS DURING NORMAL OPERATING HOURS. AT NO POINT THROUGHOUT THE DURATION OF THE CONTRACT SHALL CIRCULATION OF ADJACENT STREETS BE BLOCKED WITHOUT APPROVAL BY THE CITY PRIOR TO CONSTRUCTION ACTIVITIES. 14. ALL TRAFFIC CONTROLS SHALL BE PROVIDED AND ESTABLISHED PER THE REQUIREMENTS OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS AS NEEDED. ALL PUBLIC STREETS SHALL REMAIN OPEN TO TRAFFIC AT ALL TIMES. NO ROAD CLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY. 15. SHORING FOR BUILDING EXCAVATION MAY BE USED AT THE DISCRETION OF THE CONTRACTOR AND AS APPROVED BY THE OWNERS REPRESENTATIVE AND THE CITY PRIOR TO CONSTRUCTION ACTIVITIES. 16. STAGING, DEMOLITION, AND CLEAN-UP AREAS SHALL BE WITHIN THE PROPERTY LIMITS AS SHOWN ON THE DRAWINGS AND MAINTAINED IN A MANNER AS REQUIRED BY THE CITY. CITY OF STILLWATER REMOVAL NOTES: 1. RESERVED FOR CITY SPECIFIC REMOVAL NOTES. EROSION CONTROL NOTES: SEE SWPPP ON SHEETS SW1.0-SW1.5 REMOVALS LEGEND: rZi/- ova 4, • am es EX. 1' CONTOUR ELEVATION INTERVAL REMOVAL OF PAVEMENT AND ALL BASE MATERIAL, INCLUDING BIT., CONC., AND GRAVEL PVMTS. REMOVAL OF STRUCTURE INCLUDING ALL FOOTINGS AND FOUNDATIONS. TREE PROTECTION TREE REMOVAL - INCLUDING ROOTS AND STUMPS GOPHER STATE ONE CALL WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL cp 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 ce PROJECT 114 BRICK ST, STILLWATER, MN 55082 ce 0 cn co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 REMOVALS PLAN C 1 .0 nCOPYRIGHT 2017 CIVIL SITE GROUP INC. TREE COUNT (Sheet 1 of 2 Sheets) T- / / / / / / / / / / / / / • I I -I- 1 1 1 1 1 • .I I i -t PROPERTY ADDRESS: #114 Brick Street So., Stillwater, MN & #1616 Olive Street West, Stillwater, MN 867.i10 MATCH FOUND RLS# NOT GIB►-E 9 40/444 'ed \ Of 01 ,ARM\NPR \ " " p,- q)� UNR5E \ D RLS#10938 0.33 878.50 HP 879.00 879.00r879.50 879.00 a EXISTING POND NWL=856.2 HWL=860.5 880.00 880.00 ' 880.33 750 \ 80.55 881.:2 bituminous *cross onto adj. property: FOUND 1/2" IRON PIPE .2 I BENCHMARK: TOP OF MANHOLE; 3 6.00 MAYCH 880- 880.00 880.33 881.00 881.00 880.33 879.93 879.93 880.33 881.00 881.00 878.95 DOOR 878.50 880.33 878.93 ✓ 879.55 879.90 3191 546.8 BW23 N I' 876.00 4 MATCH 3t 553 OK11 3210 546.3 P08 3207 546.7 32R 6 87 ATC`J0. : 546 31.. 7 547:0J 3184 53.1 l►. 0 08 5415. 3209P08.. 546:3 s 881.00 ■ ■ `880.33 `8 8752. LP 8 76.27 37: 66 878.46 I 1 878.15 �FE71 - 78.12 878.03 7,877.99 81.74 MATCH MATCH MATCH ATCH 880.33 BUS STOP 9 ELEVATION = 868.00 188 51.7 WI17 nctn�^ FFE 881.00 GFE 870.33 881.00 879.56 876.10 876.14 876.7 876.68 876,58 881.00 - 876.84 HP 44/ 4/ �k /4f 3196 540.6 6E10 3195 dl, 546.8 SMA22-2STEMS 3193 546.8 SMA38 3194 546.8 SMA15 3189 546.8 Bli0 3179 552.3 3187 CRAB9 553.1 3172 BE7 544.7 3182 PO9 548.6 P010 3181 3171 544:7. 0010 8 6.67 t8A 51.8• 07 7 175.. 55T:5- 44.6 ,.., BE8 ''• �160 161. 506 6 46 3` PO .eo .. "' r 101 \?760 \F'& \ 1.7 \ �°` gyp, 6 ...P:"V�61.5 GSA \ • /2 ii,i'' ( \\ � JJ7�4/TA \Z F,, PID# 29-030-20-42-0042 PID# 29-030-20-42-0001 3169 544.7 P09 3178 552.3 CRA: 3173 P09 544.7 -3STEMS 3176 542.2 CH7 881.00 557:7•g1 -876.21 So. line of e 876.75 876.70 n 876.30 MATCH xx gym. N83- '11"W • �`�` r-, ` ` `n� a 4 `1 a a a CONSTRUCTI�D 877.20 LIMIT II 877.20 MATCH At kJ I~ N 3 100.00 J.- YVl 1 `-� 2 ♦1 y ( In c 0< c co - -T co 15 (A 9 3177 542.2 CRAB8 3140 3141 P08 550.7 544.4 P06 3142 dl 1. 547.83 P09 143 0089 • 09 0� • • 31.5 • .1 557.7546J y3 P07 2. 3145-., 31=.' +% 537.9 14?04.i ►'+" 44.4 880.33 880.33 B-6 8813463 of SE1/,6.30 .314 554.7 `. P06 880.33 3149 P066 3150 541.4 P07 871.66 870.00 880.33 876.30 x 87 .6 87 ,53 50 0 25 GRAPHIC SCALE 50 100 200 ( IN FEET ) 1 inch = 50 ft. EROSION CONTROL NOTES: SEE SWPPP ON SHEETS SW1.0-SW1.5 GROUNDWATER INFORMATION: PER GEOTECHNICAL REPORT BY INTERTK PSI, INC., DATED 03-03-17 GROUNDWATER WAS OBSERVED IN BORINGS RANGING FROM ±5 FEET TO ±29 FEET DEEP. B-01 ±853.00 B-02 ±877.00 B-03 NOT OBSERVED A r \ B-04 ±873.00 N VO� B-05 NOT OBSERVED B-06 NOT OBSERVED \ -07 NOT OBSERVED N 8 ±862.00 \ ; +878.00 17.+.± 00 B-11 r B-12 ±8i ° CITY OF S1`11,c;INATER GRADING NOTES: in 1. RESERVED FOR CITY NECI4F C7ADING NOTES. 863.1 .866. J34---- - 541-.34 1 856. 1 11 1 OpocU --I 1-sss.lsj slifit i0R � 00 1 1 869. 869.66 70. xi 1 EX.BLDG. = 872.1`k 1 `0,6 876. 0 877.00 MATCH 300.00 EXISTING BUILDING 'Y' 661.25 L_ 827 ma 10 MATCH 400.00 3058 860.1 CW25 3046 3043 3042 859.4859.2 / 3044 859.5 859.6 WI13 CW223047 sIII, / 859.9 WI12 MA11 858.9 j LW3 WI12 9804-' 20 6.7 J14. 865~ 310 865.1. 3117.t�y 4 864. �•T1c-I 865:�`.rrri WNt' 864 3110 864.3 P09 30 8N 859.V� 859.2 30519� CW29 859.2 W cn WI1 co - -11 59.3 859.01 i s MA14 WI� 3062 "' 860.9 ,a .. Alt6012 �i WN7 � C 33g0 o0 .ram 2 861.1 WO .` ` JCW24 861.1 4 ` 14- 3036' CW24 ~ 066 �I .860.4 3035 3033 30262.0 /' CW22 861.0 861.0861. N8 VVN10 CW25 EL8} 0- 3032 �� = 63. 034 61.1 w 4C4064, . AT61.1 L9 1e o543 W20 3024 � ~ 3031 861.9 p N WN11 0] p 4l 8 860.9 a_ 0 1 3023 CW23 8�yp� 1 302Q2:2' •\ ELt ? x 861:illI L $_�1�' 9 Mil' ELj '� TO m m WEST OLIVE STREET (C.S.A.N. NO. 5) 863.6 872.30 MATCH 3016 865.1 CW28&25& SE corner Lot 15-. I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Registered Land Surveyor under the laws of the State of Minnesota. 3063 861.4 EL6 3019 862.1 TP 3021 862.4 EL8 861.4 WN13 GENERAL GRADING NOTES 1. SEE SITE PLAN FOR HORIZONTAL LAY( 2, THE CONTRACTOR SHALL COMPLETE' LIMITED TO SITE PREPARATION, SOIL ( ACCORDANCE WITH THE REQUIREMEI' SHALL BE COMPLETED BY THE OWNEF RESPONSIBLE FOR COORDINATING AL ENGINEER. 3. GRADING AND EXCAVATION ACTIVITIE: NATIONAL POLLUTION DISCHARGE ELI PERMIT REQUIREMENTS OF THE CITY. 4. PROPOSED SPOT GRADES ARE FLOW - NOTED. 5. GRADES OF WALKS SHALL BE INSTALL 2% MAX. CROSS SLOPE, UNLESS OTHE 6. PROPOSED SLOPES SHALL NOT EXCEI MAXIMUM SLOPES IN MAINTAINED ARE 7, PROPOSED RETAINING WALLS. FREES GREATER THAN 4' IN HEIGHT SHALL BE WALL ENGINEER. DESIGN DRAWINGS CONSTRUCTION. THE CONTRACTOR SHALL BE RESPON THE DURATION OF CONSTRUCTION TC ALSO BE RESPONSIBLE FOR A FINAL F ENGINEER/LANDSCAPE ARCHITECT PF 9. IF EXCESS OR SHORTAGE OF SOIL MA' EXCESS SOIL MATERIAL OFF THE SITE \ \ SUITABLE MATERIAL TO THE SITE. --4.0. EXCAVATE TOPSOIL FROM AREAS TO ARU DESIGNA � iV651E SITE. THE RESPRE�I $$ AS SPECIE AREAS, OUTSIDE n. 3IL ! G PADS, F SUBCUT CUT AREAS, WHERE -TURF -la TOPSOIL IN AREAS WHERE TURF IS TC 0 .1 3010 863.2 �'3011 863. M ATCI-+ 3014 863.8 3015 CW22 871. 9 11. FINISHED GRADING SHALL BE COMPLE WITHIN LIMITS OF GRADING, INCLUDIN FINISHED SURFACE WITHIN SPECIFIED BETWEEN POINTS WHERE ELEVATION: GRADES. AREAS T CONSTRUCTION " RUTTED BY TRAF' AREAS DISTURBE BETTER THAN 0 12. PRIOR TO PLAC STREET ANDIOR TANDEM AXLE T DIRECTION OF SOILS ENGINE PARKING AREA ACCORDANCE WI 13. TOLERANCES 13.1. THE BUILDIN 0.30 FOOT A MEASUREI, 13.2. THE STREE BY MORE T ANY POINT W 13.3. E AT HAVE BEEN FIN ERA T INNS, T RAFFI C OR ERODED BY V' BY THE CONTRAC1 AL CONDITION 0 NT OF THE AGGRE RKING AREA SUBG K WITH A GROSS I LS ENGINEER P E SOILS ENGINEE NSTABLE.CORR HE REQUIREMEP SUBGRADE FINISH VE, OR 0.30 FOOT 'T IS MADE R PARKING AREA; N 0.05 FOOT ABOVE ERE MEASUREMEr _ FCFIV`F 1 t 1 ELEVATIC kt 13.4. TOPSOIL SHALL BE GRADED TO F 14. MAINTENANCE 3067 862.5 L5 5 14.1. THE CONTRACTOR SHALL PROTE AND KEEP AREA FREE OF TRASH 14.2. CONTRACTOR SHALL REPAIR ANI AREAS TO SPEC`.IFIFn TCOI FRANC'. THE WARRANTY PERIOD, ERODE! RESEEDED AND MULCHED. 3003 14.3. WHERE COMPLETED COMPACTEI 862.8 3002 OPERATIONS OR ADVERSE WEA1 CW24 862.6 AND COMPACT TO REQUIRED DE 3004 862.8 CW20 RLSL13774 GRADING PLAN LEC 1137 41.26 W. RAMYG ST 0 co 1 1 891.00 TC RLU 13774 4 �r#T So. line of N1/2 of SE EOF=1135.52 • RLSI_13774 9 9 9 C:\Users\erlc j\DneDrlve\CAD-1D\17076stillwater-Senlor-Kaas\dwg\tree tally.dwg 10/6/2017 10110123 AM CDT JOB *17076 ERIC R. VICKARYOUS Date:10/06/2017 Reg. No. 44125 ACRE LAND SURVEYING Serving Twin Cities Metro r area and beyond F 763-458-2997 acrelandsurveyagmail.com ■■ 10 11 12 13 14 15 16 17 18 19 110 111 112 113 114 115 116 117 118 119 120 TREE COUNT (Sheet 2 of 2 Sheets) PROPERTY ADDRESS: #114 Brick Street So., Stillwater, MN & #1616 Olive Street West, Stillwater, MN TREES TO REMAIN: 1-2540,212699.1180,501276.8250,877.4890,CH10 2542,212711.9420,501248.6410,877.5850,0K8 3019, 212507.0650, 501564.9120, 862.1440, TP 3020,212500.8810,501565.9220,862.1170, WN7 3021,212490.1730,501568.8520,862.3540,EL8 3022, 212492.8190, 501563.9850, 862.2310, EL10 3023, 212488.9280, 501561.1670, 862.2120, CW35 3024, 212495.7870, 501554.2540, 861.8900, WN 11 3025, 212499.9240, 501555.9180, 861.7510, EL8 10- 3026, 212460.5710, 501559.7680, 860.8740, WN 8 3027, 212441.6810, 501564.2710, 861.4300, WN 13 3028,212432.5850,501557.4010,861.5510,WN19 3029, 212463.0070, 501537.5550, 861.0780, WN 9 3030, 212475.4100, 501525.3030, 860.0880, EL8 3031,212493.2150,501525.6650,860.9330,CW23 3032, 212494.7340, 501527.4280, 861.1000, EL9 3033, 212494.3280, 501517.5250, 860.9770, CW25 3034, 212487.7820, 501490.6480, 861.1170, C W20 3035, 212504.1300, 501492.4730, 860.9800, WN 10 20- 3036, 212500.5880, 501479.1730, 860.4250, CW22 3037, 212492.1580, 501459.4000, 860.8830, CW25 3038, 212489.2030, 501459.6970, 860.6670, EL8 3039, 212497.0420, 501454.4270, 860.6430, EL10 3040, 212546.8850, 501448.9480, 860.1040, CW21 3041,212552.0920,501448.9200,860.2200,CW21 3042,212554.7480,501453.3870,859.6500,MA11 3043, 21256 0.2900, 501449.1780, 859.4770, WI 12 3044, 212559.9080, 501441.3990, 859.8840, WI13 3045,212566.5880,501463.6530,859.4390, WI13 30-3046,212574.5290,501466.9810,859.2050,0W22 3047, 212573.5660, 501473.5930, 858.9260, WI12 3048,212577.0090,501483.9900,859.2260,CW29 3049,212563.3520,501487.6710,859.1350, WI16 3050, 212560.3130, 501476.0700, 859.2760, M A14 3051, 212547.0590, 501459.5550, 860.0530, M Al2 3052,212538.8990,501496.3500,860.2490,CW22 3053, 212583.0110, 501511.4490, 859.1690, WI 14 3054, 212586.3820, 501533.9250, 859.6980, WI19 3055, 212586.7520, 501541.2020, 859.6 720, WI 17 40-3056,212590.2690,501542.1270,859.6620,EL7 3057, 212587.5970, 501548.6290, 860.1070, CW24 3058, 212593.4330, 501560.0040, 860.0670, C W25 3059, 212593.9330, 501566.1010, 860.0970, WN 6 3060, 212561.7080, 501563.4910, 861.0990, WN 7 3061,212557.8450,501561.5160,861.1870,WN12 3062,212553.9200,501549.4840,860.8500,WN7 3063,212550.7350,501570.1600,861.3990,EL6 3064,212538.8840,501537.6180,861.0730,0W24 3065,212534.6020,501538.0150,861.0730,0W24 50-3066,212516.2500,501558.1260,861.9790,WN8 310 4, 212418.39 40, 501551.83 70, 86 2.3430, C W55 3128, 212729.7820, 501218.1270, 578.2380, EL8 3129, 212731.2610, 501208.6740, 595.8370, P06 3130, 212734.0550, 501206.749 0, 574.16 40, P 07 3131,212738.0810,501216.4490,584.3490,P08 3132, 212736.7590, 501199.0570, 565.5810, P08 3133, 212739.2090, 501198.5660, 575.1840, P06 3134, 212730.9310, 501202.8250, 581.6330, P07 3135, 212732.2160, 501200.4280, 583.5770, P07 60-3136,212734.3290,501179.3990,582.5850,WN10-6STEMS 3137,212747.2410,501241.2830,551.2290,P08 3138,212765.6150,501253.7620,546.1860,P07 3139,212774.0620,501261.0390,552.6980,P09 3140, 212783.6160, 501259.0350, 550.7090, P 08 3141,212780.7300,501261.4180,544.3980,P06 3142, 212773.2610, 501271.2310, 547.7950, P 09 3143, 212774.3820, 501278.8000, 545.9250, P 08 3144, 212769.5340, 501275.5740, 547.3760, B E10 3145, 212763.9530, 501280.4040, 537.9060, P 08 70- 3146, 212761.0690, 501284.1900, 554.2980, P06 3147, 212734.8080, 501278.5030, 544.3750, BE9 3148, 212760.5670, 501297.5760, 554.6980, P06 3149, 212771.4410, 501306.0750, 541.6470, P 06 3150, 212769.9410, 501306.8410, 541.3530, P 07 3151, 212766.8850, 501303.5690, 552.1530, P06 3152, 212758.4710, 501314.2190, 550.8650, P 08 3153, 212790.5910, 501250.3930, 551.4910, BE8 3154, 212772.2990, 501231.1190, 556.9010, P 09 3155,212762.2660,501217.0590,557.7290,P06 80-3156,212762.2660,501222.0590,557.7290,P06 3157, 212761.7430, 501211.0820, 557.7290, P 06 3158, 212751.2870, 501218.8520, 548.216 0, P 07 3159, 212751.5650, 501220.8320, 548.2160, P07 3160, 212767.2130, 501205.4870, 546.6300, P 07 3161, 212782.3030, 501199.1880,546.3400,P09 3162, 212784.5310, 501185.3060, 559.1460, P 08 3163, 212783.9780, 501175.0930, 550.9930, P 06 3164, 212784.0790, 501176.8950, 550.8030, P 09 3165, 212784.2190, 501179.3910, 550.8030, P09 90-3166,212792.5220,501167.3550,546.9960,P06 3167,212792.6970,501162.3580,546.9960,P07 3168, 212807.5140, 501186.7320, 544.6510, CH 8 3169, 212809.0790, 501176.8550, 544.6510, P09 3170,212811.2690,501163.0270,544.6510,P010 3171, 212816.4920,501186.1040, 544.6510,P010 3172, 212819.4980, 501187.3600, 544.6510, P 09 3173, 212817.7130, 50119 0.8530, 544.6 510, P 09 3174, 212808.8170, 501194.1180, 544.6510, P07 3175, 212797.4800, 501203.1850, 544.6150, P07 100- 3176, 212815.1320, 501202.8730, 542.1700, CH 7 3177, 212814.E 090, 501208.8500, 542.1700, CR AB 8 3178,212827.3830,501192.5370,552.3390,CRAB6-3STEMS 3179,212836.2460,501190.9740,552.3390,CRAB9 3180, 212837.0200, 50116 7.1700, 551.589 0, P 07 3181, 212838.4630, 501149.0580,548.5750,P010 3182, 212838.4630, 501144.0580, 548.5750, P 010 3183, 212837.0740, 501141.1790, 548.5750, P09 3184, 212841.1250, 501125.2540, 553.1500, P 010 3185, 212841.7350, 501118.2800, 553.1500, 0K 11 110-3186,212856.0680,501123.9460,553.1500,ASH10 3187, 212856.6890, 501136.1520, 553.1500, B E7 3188, 212889.0890, 501122.5210, 551.7440, WI17 3189, 212895.3230, 501120.8290, 546.7880, BE10 3190, 212899.8120, 501120.5150, 546.7880, ASH 8 3191, 212901.3960,501107.6120, 546.7880,BW23 3192, 212914.7750, 501121.5610, 546.7880, SM A19 3193, 212907.5770, 501149.4930, 546.7880, SM A38 3194, 212902.5950, 501140.3200, 546.7880, SM A15 3195, 212899.1140, 501130.4910, 546.7880, SM A22- 2STEM S 120- 3196, 212949.4460, 501129.3550, 540.6450, BE10 3197, 212763.8490, 501163.4040, 871.8490, P06 3198, 212766.3400, 501169.1240, 549.8530, P07 319 9, 212781.2830, 50116 7.8170, 549.8530, P 07 3200, 212769.1390, 501144.2700, 550.3880, P 06 3201,212776.2900,501150.6680,548.9480,P06 3202, 212776.5950, 501154.1540, 548.9480, P 06 3203, 212776.6380, 501146.6830, 548.9480, P 06 3204, 212794.4830, 501147.3170, 544.9050, P 06 3205, 212802.9690, 501155.8020, 544.9050, P 06 130- 3206, 212802.4490, 501134.7510, 546.E 580, P 08 3207, 212804.9490, 501134.7510, 546.6580, P08 3208, 212810.6410, 501140.4870, 546.6580, P08 3209, 212811.3450, 501136.9150, 546.2950, P 08 134- 3210, 212811.3450, 501126.9150, 546.2950, P 08 #134 TOTAL PID# 29-030-20-42-0042 PID# 29-030-20-42-0001 TREE TO REMOVE 2534, 212679.9780, 501218.0620, 885.3450, P113 2537, 212695.7500, 501208.9000, 884.6130, P114 3002, 212356.8510, 501571.3610, 862.5610, CW30 3003, 212355.6330, 501560.3080, 862.7800, C W24 3004, 212346.1460, 501560.0730, 862.7670, CW20 3006, 212340.7240, 501566.5460, 862.8970, EL6 3010, 212328.8290, 501581.0590, 863.1910, CW22 3011,212321.8320,501580.7910,863.4530,CW27 3013, 212321.3790, 501564.0410, 863.1420, EL6 3014, 212308.2070, 501575.3380, 863.8470, CW21 3015, 212301.8660, 501574.2940, 864.4480, CW22 3016, 212298.3230, 501563.1490, 865.0560, CW28&25&19 3017, 212314.0220, 501535.4180, 864.6660, C W22 3067, 212361.4000, 501567.5780, 862.4780, EL5 3068, 212363.8250, 501553.3650, 863.1150, B W6 3069, 212363.3080, 501549.5890, 863.3060, B W4 3070, 212340.8990, 501541.9760, 863.5610, M A9 3071,212331.0830,501536.4280,864.1320, WN6 3072, 212311.8870, 501537.5320, 86 4.8230, EL5 3073, 212310.4060, 501526.4220, 865.1300, EL5 3074, 212314.6510, 501520.6280, 865.3420, WN 5 3075, 212313.076 0, 501520.3730, 865.6 700, WN 7 3076, 212319.9550, 501518.3690, 865.3470, CW26 3077, 212316.1920, 501512.1400, 865.8990, WN 5 3078, 212346.8050, 501507.4400, 864.4110, WN 6 3079, 212347.5950, 501503.5210, 864.5370, WN 5 3080, 212338.3780, 501492.9840, 865.3230, WN 6 3081, 212355.5280, 501487.7860, 864.8780, WN 8 3082, 212361.6920, 501479.6580, 865.0510, EL8 3083, 212362.1470, 501478.2550, 865.0900, EL4 3084, 212358.0600, 501462.2890, 866.5640, WN 4 3085, 212365.2090, 501456.0770, 866.8630, WN 7 3086, 212366.3860, 501453.2640, 867.6100, WN 7 3087, 212365.1850, 501443.4340, 868.6 360, WN 6 3088, 212369.3140, 501443.1030, 868.7300, WN 4 3089, 212356.4690, 501449.9070, 868.3740, WN 9 3090, 212333.8190, 501460.0780, 868.1860, EL4 3091,212333.9770,501466.6970,867.5220,0K5 3092, 212329.9 050, 501467.8460, 86 7.3710, 0K 4 3093,212318.5160,501467.8430,867.4800, WN5 3094, 212310.1270, 501456.6850, 870.0350, WN 6 3095, 212317.1940, 501435.4760, 870.3600, WN 7 3096, 212309.2460, 501426.2250, 872.4430, WN 8 3097, 212335.4570, 501433.0340, 870.0260, B W13 3098, 212320.8480, 501429.9370, 870.3250, B W13 3099, 212343.2530, 501436.9 030, 86 9.7190, WN 4 3100, 212349.5070, 501431.8710, 869.8300, EL6 3101,212343.3290,501424.7950,870.7630,0K4 3102, 212341.2190, 501422.3390, 871.0360, WN 4 3103, 212334.5480, 501426.4470, 870.9790, 0K 10 3105, 212406.5250, 501531.2770, 862.6480, CW32&35 3106,212403.9730,501528.8170,862.2810, WN5 3107, 212397.5360, 501529.7100, 862.6500, WN 8 3108, 212415.8030, 501520.8090, 862.8630, WN 6- 3STEM S 3109, 212425.106 0, 501482.5870, 86 4.2400, WN 7 3110, 212425.7150, 501480.2750, 864.3020, P 09 3111,212424.0750,501479.4890,864.2270,P06 3112, 212445.3580, 50146 9.6470, 86 4.4900, WN 8 3113, 212451.2780, 501456.9020, 865.3910, WN 13 3114, 212459.6230, 501463.3850, 864.9350, L013 3115, 212460.0110, 501457.7180, 864.8760, WN 4 3116, 212468.6160, 501455.5860, 865.0950, L012 3117, 212471.1260, 501448.0400, 865.5980, WN 4 3118, 212478.6980, 501448.0240, 865.1630, L012 3120, 212486.8960, 501414.0260, 866.7040, WN 14 3121,212519.9000,501404.4040,865.1930,P019 3122, 212586.4110, 501336.9950, 874.3630, P 018 3123, 212590.9490, 501337.4910, 874.5730, P 016 3127, 212691.3730, 501228.7350, 576.5750, P 114 #69 TOTAL 50 0 GRAPHIC SCALE 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. I hereby certify that this survey, plan or report was prepared by me or under my direct supervision and that I am a duly Registered Land Surveyor under the laws of the State of Minnesota. NORTH C;\Users\eric j\❑neDrive\CAD-1D\17076stillwater-Senior-Kaas\dwg\tree tally.dwg 10/6/2017 10:10:23 AM CDT JOB #17076 ERIC R. VICKARYOUS Date:10/06/2017 Reg. No. 44125 ACRE LAND SURVEYING Serving Twin Cities Metro E area and beyond 1 7 763-458-2997 acrelandsurveygmail.com 1 1 .. .. 10 11 12 13 14 15 16 17 18 19 110 LI1 j12 113 114 115 116 117 118 119 120 PARKING CALCULATIONS: V yOpF /Hv 8,58 • ,>e 1 1 OUTLOT A I 1 I / 1 1 1 I I / FOUND 1/2" IRON , ♦ • • 1 1 I I 1 FOUND 1 /2" IRON PIPE \___... LEGIBLE/ RLS# NOT NNAD S#10938 1 • J FOUND FO ND /2" IR N ' PE ♦ 1 1 MMIM -1.2 ( J wet nhw nhur (couldn't4ind manhole) > RIM=873.07* INV.-OG5.12` I lam ohw JaM 111111ii1�f �ror.rr� LI -:7'.4 NV=8.8..3 OW=867.37 x 868.6 RIM=868.00 QD INV.=862.80 > > > nw=RR7 551 NIP INN =II IND MI MI MN MD ♦ _498.660 N88° 30' 49.07'W i VU W JII,1!11::. !1Ili r _t'I'! EXISTING BUILDING -RIM=868.76 8�' INV.=861.80* FLOW=868.2 INV.=865.13 36"(inv=7. FLOW=86 oh w E$c TRPNS' ❑ • -• • • 65 .1M MI IM FOUND RLS#1028-- F oh w S - NM a. X.BLDG. NO MD MI MI oh w MN MN 11 I1 I 1 5I 1, 4000 x 873.8 CHK RIM=871.13- INV.=863.83 FLOW=869.87 INV.=866.37 ri nw=aao RR 861.4 SMH INV_12 50.9- 4.4 RIM=861.36 INV.=849.36 T GV oh I .)Al RAMSEY ST. INV.=855.45 871.1 SMH-INV7.3 O RIM=870.77 9 INV.=865.42* > SopphX > 810;2, RIAi870.88 r INA k A, PARKING ANALYSIS 6.14.2017 OSLC - church site Current sanctuary seats Current parking required Current SE/SW parking stalls 177 Future expansion sanctuary seats 650 Future expansion parking required 217 Future expansion parking available on church site 164 Ecumen - senior living site MC units 36 AL units 36 IL units 72 MC/AL parking required (1:5) 14 IL parking required (1:1) 72 TOTAL RESIDENT PARKING REQUIRED 86 Max. anticipated staff @ shift change 30 Guest parking (estimated) 30 TOTAL ECUMEN PARKING DEMAND 146 Ecumen garage stalls 85 Ecumen site stalls 83 TOTAL ECUMEN PARKING AVAILABLE 168 COMBINED OSLC (w/ expansion) AND ECUMEN PARKING DEMAND 363 REQUIRED PARKING (REDUCED BY 10% FOR SHARED PARKING) 327 TOTAL Ecumen (gar/surf.) stalls + church existing (no exp.) 332 SURFACE PARKING - OSLC w/ expansion + Ecumen 247 * This surface parking exceeds OSLC (w/expansion) parking demand by 31 stalls, which still should accommodate staff parking and 5guest parking if peak demand coincides. An additional 14 proof of parking stalls could be added in the future if needed. ilic GOPHER STATE ONE CALL • WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 1" = 60'-0" 30'-0" 0 60'-0" Q 0 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 aas wilson architects 1- 0 Lu 0 114 BRICK ST, STILLWATER, MN 55082 1- (.) f:e Z 0 Z 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 OVERALL SITE PLAN C2.1 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. SITE AREA TABLE: i 1 I----103.5' 1 FOUND 1/2" IRON P' / / 1 • • ♦ EXISTING BR' WALKING PATH 146.4' FILTRATION BASIN 2 BOTTOM EL.=871.00 OE=872.50 EOF=875.00 100-YR HWL=873.31 FIL. VOL=(871.00-872.50)=8,107CF FIRE ACCESS LANE, 20' OVERALL WIDTH. GRASS WITHIN FIRE ACCESS LANE LIMITS MUST BE *GRilSSPAVE*, SEE ARCH o IIIIIIIIIfITI'�T CONC. WALK, TYP. EXISTING BIT. WALKING PATH FIRE ACCESS LANE, 20' OVERALL WIDTH. ALL GRASS IN FIRE ACCESS LANE MUST BE GRASSPAVE, SEE ARCH 1 1 FOUND 1/2" IRON PIPE" �----_RNOT IBLE� FOUND 0 N CONC. WALK, TYP. W// Ill h rn 30' WETLAND BUFFER o. • 15' BUFFER (INCREASED FOR AVERAGING (2,084 SF) cNi 4.11hrilW---„it. DECORATIVE CONC. PATIO:rat vi WITH OUTDOOR SEATING AND 24" ORNAMENTAL STYLE FENCE. SEE DETAILS �n PORTE COCHERE / (4) "HITCHING POST" STYLE BIKE BUILDING OVERHAN RACKS (8 SPACES), SURFACE COLUMNS, T MOUNT PER MANUF. SPECS. CONC. WALK, TYP. MATCH EXISTING BIT. WALKING PATH 0 I I 1 I I C I I I 1 I I I I�+I I CONC. WALK, TYP. BIT. PAVEMENT, TYP. PROPOSED NEW PROPERTY MATCH EXISTING CURB AND GUTTER, TYP. 4 MATCH EXISTING PARKING LOT PVMT, RIBBON CURB, 10' TAPERS ON THE SIDES DROP-OFF / VALET PULL IN r-■1■r i,trr--,u.,a.r--_Nb 'Bar1 • lllr• 11, Jll/ll•11 . A• °, ni .. 1PY FLO NV w- =8 10.0' R2p.0' CONC. WALK, TYP. WETLAND BOUNDARY 20' BUFFER BUILDING SETBACK RIBBON CURB ACCESSIBLE PARKING N / BOLLARD (TYP) CONC. WALK, TYP. 4111111111111W AI. M. 0111111111"..illearitr5-1111 • Elf• 5. 3' , J11V % 1( 37 IIII 111111II I�XII B6-12 CURB AND GUTTER, MATCH EX CONC WALK v v 43 38.63 X a15 8 TYP. CONC. WALK, TYP. PROOF OF PARKING 11 SPACES 195.1' WETLAND BOUNDARY TLAND BUFFER DOC, 589804-e NOTES) ,r UNDERGROUND PARKING LOT ENTRANCE /_ EXIT , ENERATOR ENCLOSURE 1 L BIT. PAVEMENT, R45.2' TYP. PROPOSED NEW PROPERTY WALKWAY & LAWN AREA i DG. ADJACENT TO EXISTING PLAYGROUND, FOR MULTI -GENERATIONAL MINGLING SITE AREA CALCULATIONS BUILDING COVERAGE ALL PAVEMENTS ALL NON -PAVEMENTS TOTAL SITE AREA EXISTING PROPOSED NORTH LOT (SENIOR CENTER) 32,320 SF 4.9% 57,848 SF 12.3% 107,937 SF 16.4% 64,497 SF 13.7% 516,689 SF 78.7% 349,711 SF 74.1% 656,946 SF 100.0% IMPERVIOUS SURFACE EXISTING CONDITION 140,257 SF PROPOSED CONDITION NORTH LOT 122,345 SF PROPOSED CONDITION SOUTH LOT 106,290 SF DIFFERENCE (EX. VS PROP.) IMPERVIOUS TOTAL RLS#1098- v -`' F-60 860.75 V 856.85 15' BUFFER (REDUCED FOR AVERAGING (1,618 SF) 20' BUFFER BUILDING SETBACK 163.6' J MATCH EXISTING CURB AND GUTTER, TYP. __ ..._ .._\__ co cr co MONUMENT SIGN S.E. CHURCH LOT 58 SPACES CURB TAPER 498.660 N88° 30' 49.07"W ♦ • ♦ • AND AREA D 74.67 SF BIT. PAVEMENT, TYP. i 600 SF TRUCK fOADING AREA , �/• ��11U11UI1l�;1L •....44 , 0,4 EXISTING BUILDING • 1 i 861 SMf FILT BOT OE= EOF 100- FIL. -12 88,378 SF 228,635 SF 21.3% 18.6% 16.2% 13.5% 34.8% PROPOSED SOUTH LOT (CHURCH) 31,908 SF 74,382 SF 78,600 SF 17.3% 40.2% 42.5% 472,056 SF 100.0% 184,890 SF 100.0% 122,345 SF 106,290 SF SITE LAYOUT NOTES: CONTRACTOR SHALL VERIFY LOCATIONS AND LAYOUT OF ALL SITE ELEMENTS PRIOR TO BEGINNING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO, LOCATIONS OF EXISTING AND PROPOSED PROPERTY LINES, EASEMENTS, SETBACKS, UTILITIES, BUILDINGS AND PAVEMENTS. CONTRACTOR IS RESPONSIBLE FOR FINAL LOCATIONS OF ALL ELEMENTS FOR THE SITE. ANY REVISIONS REQUIRED AFTER COMMENCEMENT OF CONSTRUCTION, DUE TO LOCATIONAL ADJUSTMENTS SHALL BE CORRECTED AT NO ADDITIONAL COST TO OWNER. ADJUSTMENTS TO THE LAYOUT SHALL BE APPROVED BY THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO INSTALLATION OF MATERIALS. STAKE LAYOUT FOR APPROVAL. 2. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION, INCLUDING A RIGHT-OF-WAY AND STREET OPENING PERMIT. 3. THE CONTRACTOR SHALL VERIFY RECOMMENDATIONS NOTED IN THE GEO TECHNICAL REPORT PRIOR TO INSTALLATION OF SITE IMPROVEMENT MATERIALS. 4. CONTRACTOR SHALL FIELD VERIFY COORDINATES AND LOCATION DIMENSIONS OF THE BUILDING AND STAKE FOR REVIEW AND APPROVAL BY THE OWNERS REPRESENTATIVE PRIOR TO INSTALLATION OF FOOTING MATERIALS. RIM=861.3E.5. INV.=849.36 N BASIN 1 L.=864.00 80 F.' VL=867.36 00364.00-865.00)=6,417C F 6. 7. LOCATIONS OF STRUCTURES, ROADWAY PAVEMENTS, CURBS AND GUTTERS, BOLLARDS, AND WALKS ARE APPROXIMATE AND SHALL BE STAKED IN THE FIELD, PRIOR TO INSTALLATION, FOR REVIEW AND APPROVAL BY THE ENGINEER/LANDSCAPE ARCHITECT. CURB DIMENSIONS SHOWN ARE TO FACE OF CURB. BUILDING DIMENSIONS ARE TO FACE OF CONCRETE FOUNDATION. LOCATION OF BUILDING IS TO BUILDING FOUNDATION AND SHALL BE AS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OR SAMPLES AS SPECIFIED FOR REVIEW AND APPROVAL BY THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO FABRICATION FOR ALL PREFABRICATED SITE IMPROVEMENT MATERIALS SUCH AS, BUT NOT LIMITED TO THE FOLLOWING, FURNISHINGS, PAVEMENTS, WALLS, RAILINGS, BENCHES, FLAGPOLES, LANDING PADS FOR CURB RAMPS, AND LIGHT AND POLES. THE OWNER RESERVES THE RIGHT TO REJECT INSTALLED MATERIALS NOT PREVIOUSLY APPROVED. 8. PEDESTRIAN CURB RAMPS SHALL BE CONSTRUCTED WITH TRUNCATED DOME LANDING AREAS IN ACCORDANCE WITH A.D.A. REQUIREMENTS -SEE DETAIL. 9. 56' T GV CROSSWALK STRIPING SHALL BE 24" WIDE WHITE PAINTED LINE, SPACED 48" ON CENTER PERPENDICULAR TO THE FLOW OF TRAFFIC. WIDTH OF CROSSWALK SHALL BE 5' WIDE. ALL OTHER PAVEMENT MARKINGS SHALL BE WHITE IN COLOR UNLESS OTHERWISE NOTED OR REQUIRED BY ADA OR LOCAL GOVERNING BODIES. 10. CURB AND GUTTER TYPE SHALL BE B612 UNLESS OTHERWISE NOTED ON THE DRAWINGS -TAPER BETWEEN CURB TYPES -SEE DETAIL. 11. ALL CURB RADII ARE MINIMUM 3' UNLESS OTHERWISE NOTED. 12. CONTRACTOR SHALL REFER TO FINAL PLAT FOR LOT BOUNDARIES, NUMBERS, AREAS AND DIMENSIONS PRIOR TO SITE IMPROVEMENTS. 13. FIELD VERIFY ALL EXISTING SITE CONDITIONS, DIMENSIONS. 14. PARKING IS TO BE SET PARALLEL OR PERPENDICULAR TO EXISTING BUILDING UNLESS NOTED OTHERWISE. 15. ALL PARKING LOT PAINT STRIPPING TO BE WHITE, 4" WIDE TYP. 16. BITUMINOUS PAVING TO BE "LIGHT DUTY" UNLESS OTHERWISE NOTED. SEE DETAIL SHEETS FOR PAVEMENT SECTIONS. 17. ALL TREES THAT ARE TO REMAIN ARE TO BE PROTECTED FROM DAMAGE WITH A CONSTRUCTION FENCE AT THE DRIP LINE. SEE LANDSCAPE DOCUMENTS. CITY OF STILLWATER SITE SPECIFIC NOTES: 1. RESERVED FOR CITY SPECIFIC NOTES. S"_ S0 SITE PLAN LEGEND: rL INV So. line LIGHT DUTY BITUMINOUS PAVEMENT HEAVY DUTY BITUMINOUS PAVEMENT CONCRETE PAVEMENT AS SPECIFIED (PAD OR WALK) PROPERTY LINE MMMMM CONSTRUCTION LIMITS t At+ ilic GOPHER STATE ONE CALL CURB AND GUTTER -SEE NOTES (T.0.) TIP OUT GUTTER WHERE APPLICABLE -SEE PLAN TRAFFIC DIRECTIONAL ARROWS SIGN AND POST ASSEMBLY. SHOP DRAWINGS REQUIRED. HC = ACCESSIBLE SIGN NP = NO PARKING FIRE LANE CP = COMPACT CAR PARKING ONLY • WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL CD 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 rt \ 't aas wilson architects 114 BRICK ST, STILLWATER, MN 55082 1- f:e 0 cn 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SITE PLAN C2.0 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. i 1 i /2„ IRON PIPE • • --'� -� LEGIBLE p RLS# NO I■■■iA, 111 .■■.._ I I■■"iii•i I■■ NKAmm . ME.!ems MEW 9.09 --�- 193.184 N82 1-74"w J 1,1-111VIVilf•Ifi. N>•=Ii. ► .AM■IMI—ma F��IIIIIIIIIrI�■�7 UiiI MINNEMIN v M FLOW-575.43 INV =868.63 <----< « - I HHILIQH • Ma MI =to Mir • • •IIIIIIIII 498.660 N8- 8° 30' 49.07"W x EXISTING BUILDING • 1 I 1 1 I I bhw 3 1 ohw ohw ohw FOUND RLS#109 ohw ohw / FLOW=860.75 INJV.=856.85 ohw MD =II • 11 fill �1 HER STATE OWE 861.4 SMH INV-12 60 "-I-RIM=8 INV.=E 50.9 - 60 - CALL WWW.GOPHERSTATEO ECA L.ORG (800) 252-11 TO FREE (651) 45�4 002 LOCAL I 2 1" n-- 15'-0" 0 GV oh w • 30'-i0" 30'-0" oh w R o 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 p Pat Sarver 952-250-2003 Yi aas wilson architects PROJECT 114 BRICK ST, STILLWATER, MN 55082 1- 0 w V GC Z 0 J co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 TURNING DIAGRAM C2.2 C)COPYRIGHT 2017 CIVIL SITE GROUP INC. ON P 6 /6- \RON P\PE ( IOW RNO-Y LEGIBLE D LS# 89°19'36"E 157.00 MID iMoIMPN IMPN,IMPN4M0.1MloN /93.184 N82° 10' 28.747W =LOW- B75.41 NV.=858.63 MEMME.....111 • • 100.00 e\e) ••••• z \ 44\ • _ _498.660 N88° 30' 49.57N 300.00 • 1=1 dml NJ 4)\- ••••• ,48‘ FOUND RLS#1098--- .11••••• •••••• FILOW=860.75-- INV.=856.85 , 11 I GOPHER STATE OWE CALL WWW.GOPHERSTATE0 ECALL.ORG (800) 252-116 TOLL FREE (651) 454 002 LOCAL 60 - 60 - 50 15'-0" 0 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 aas \Nilson arch itects uJ 8 0_ 114 BRICK ST, STILLWATER, MN 55082 cn ce 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Malthew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 09/15/17 CONCEPT PUD SUBMITTAL CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 TURNING DIAGRAM - FIRE TRUCK 02.3 ()COPYRIGHT 2017 CIVIL SITE GROUP INC. WETLAND ----------------- 2, 586.19 1 1 1 1 EA A 854�8 j If II j / i fj858.17 I / 1 I I / / 1 I E j I 1 85514 / 863 IX , \ 1 / \ \ / \ d11 \ 855.5/ / \ ;591 / 11 1 1 1 /- 862� 1 18 1 1 /855.1 y 865 �N .8�\ �854.9 1/ \ gO ` / // 854.8 ' /-_ 854.4 854.5 I I 854 8 .00 /ATCH FOUND / / ,M A11 • 2„ IRON P\PE • 880.33 878.50 HP 879.00 81.2b ATCR 301jc FOUND R`S# NOT LEGIBLE 85a. g5-1•4 FES36RCP 879.00r 879.50 • $1-.30 A H • • 879.00 880.00 880.00 4 8 g82.4 880.33 2- 8 PS 880.33 80.55 1NO •"' 0� 4oO`NN R / EXISTING POND/ NWL=856.2 H WL= 860.5 g55.0 FES 4 \ ` 8 \ 858,8 X g62 \ I 185.0 18 28 859.2/ 858.6 / 857 ' h 86 858.E 85 �am�-i8`5�7 2• f� 8J .\ ��,� WETLA' ':61.0859.9 SF X�64 __ - - r X 861J X - 4 860.2 X86� ----__63�_ 8621- 861_6 860.7 6 861.2 6 - --`1 --_ 861-2 ` 881,4 �?861 �76.00 --- �66, �\ MATCH \__-_\' pc-- \\\\\ SB-1 881.00 881.00 DOOR 880 733 co X81g8 -49.55 `B 91� g�8• X�88 8 78 SB 8 879.90 - 880 880.00 • 880.33 880.33 cbO 880.33 79.9 8g1�� 8760tk 41kIAT\e\\\\ yc\8 6 \• ▪ \ XS 860.4 /IV N I I I X8h• 08�. 187/6 0/0; 8, 6 SBt2 / - COfT�13QJCTION �'.- `�6,� �, LIMIT ,80 _'878.O0-- � � \\ 1 t 1v1-A1101-1 59.6 JaM 860.1 878 s pa sks31 9 879 9.32 880.33 88I- 881.00 880.33 879.93 • 879.93 • 880.33 8g11-k 879.557� 876 761.27 • 879.79 88 n8i79.40 78. 8 9Xg7g1 11 •.94 � 878.61 X I , 81.74 MATCH ATCI 876'8X X8S 876'6/ 871.78. 2 873.1... - 878.12 878.03 MATCH 761 al5• 8-152 0 6.0 878.99 878.13 876.10 • GFE 870.33 881.00 88 881.00 881.00 0.80 880. 0.01 HC HC 876.84 HP 3 of 876.75 876.70 MATCH I 877.99 8-15.4 FLOW B7 .3 16.0 HP 880.33 3 876.82 875.71 875.04 875.0 880.33 877.00 860.2 cck 871.66 I 880.33 876.7 DOOR 875.00 875.23 871.67 870.87 (-DOOR 870.28 870.1 EROSION CONTROL NOTES: GROUNDWATER INFORMATION: PER GEOTECHNICAL REPORT BY INTERTK PSI, INC., DATED 03-03-17 GROUNDWATER WAS OBSERVED IN BORINGS RANGING FROM ±5 FEET TO ±29 FEET DEEP. B-01 ±853.00 B-02 ±877.00 B-03 NOT OBSERVED B-04 ±873.00 B-05 NOT OBSERVED B-06 NOT OBSERVED B-07 NOT OBSERVED CITY OF STIL`KWyER GRADING NOTES: ED FOR CITY SPE'CRICAADING NOTES. 41).74i 1Z WETLAND AREA D 57,074.67 SF 859.5 /858.9 MATCH 859.50 859.7 859.5 859.9 860.2 859.6 860.6 869.66 87 CONSTRUCTION 877.20 LIMIT MATCH 859.6 859.5 Q 859.8 859.8 .30 859.7 861.7 0 59.1 BO 14044 BFL • 861.4 60 60 Se A • i r , , Li z 869.08 868. 868.27 87 • • • • • • 867.26 >- CC 63.49 0 Z • TOP BERM 866.31 MATCH • 872.30 MATCH • • 2.13 3.6 MA 864.7 • • II66 A- 867 862.0 sA CE 3.7 564.2 BB- Sc GENERAL GRADING NOTES: SEE SITE PLAN FOR HORIZONTAL LAYOUT & GENERAL GRADING NOTES 2. THE CONTRACTOR SHALL COMPLETE THE SITE GRADING CONSTRUCTION (INCLUDING BUT NOT LIMITED TO SITE PREPARATION, SOIL CORRECTION, EXCAVATION EMBANKMENT ETC.) IN ACCORDANCE WITH THE REQUIREMENTS OF THE OWNER'S SOILS ENGINEER. ALL SOIL TESTING SHALL BE COMPLETED BY THE OWNER'S SOILS ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOIL TESTS AND INSPECTIONS WITH THE SOILS ENGINEER. 3. GRADING AND EXCAVATION ACTIVITIES SHALL BE PERFORMED IN ACCORDANCE WITH THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS & PERMIT REQUIREMENTS OF THE CITY. 4. PROPOSED SPOT GRADES ARE FLOW -LINE FINISHED GRADE ELEVATIONS, UNLESS OTHERWISE NOTED. 5. GRADES OF WALKS SHALL BE INSTALLED WITH 5% MAX. LONGITUDINAL SLOPE AND 1c/0 MIN. AND 2% MAX. CROSS SLOPE, UNLESS OTHERWISE NOTED. 6. PROPOSED SLOPES SHALL NOT EXCEED 3:1 UNLESS INDICATED OTHERWISE ON THE DRAWINGS. MAXIMUM SLOPES IN MAINTAINED AREAS IS 4:1 7. PROPOSED RETAINING WALLS, FREESTANDING WALLS, OR COMBINATION OF WALL TYPES GREATER THAN 4' IN HEIGHT SHALL BE DESIGNED AND ENGINEERED BY A REGISTERED RETAINING WALL ENGINEER. DESIGN DRAWINGS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE OF GRADE STAKES THROUGHOUT THE DURATION OF CONSTRUCTION TO ESTABLISH PROPER GRADES. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR A FINAL FIELD CHECK OF FINISHED GRADES ACCEPTABLE TO THE ENGINEER/LANDSCAPE ARCHITECT PRIOR TO TOPSOIL AND SODDING ACTIVITIES. 9. IF EXCESS OR SHORTAGE OF SOIL MATERIAL EXISTS, THE CONTRACTOR SHALL TRANSPORT ALL EXCESS SOIL MATERIAL OFF THE SITE TO AN AREA SELECTED BY THE CONTRACTOR, OR IMPORT SUITABLE MATERIAL TO THE SITE. 10. EXCAVATE TOPSOIL FROM AREAS TO BE FURTHER EXCAVATED OR REGRADED AND STOCKPILE IN AREAS DESIGNATED ON THE SITE. THE CONTRACTOR SHALL SALVAGE ENOUGH TOPSOIL FOR RESPREADING ON THE SITE AS SPECIFIED. EXCESS TOPSOIL SHALL BE PLACED IN EMBANKMENT AREAS, OUTSIDE OF BUILDING PADS, ROADWAYS AND PARKING AREAS. THE CONTRACTOR SHALL SUBCUT CUT AREAS, WHERE TURF IS TO BE ESTABLISHED, TO A DEPTH OF 6 INCHES. RESPREAD TOPSOIL IN AREAS WHERE TURF IS TO BE ESTABLISHED TO A MINIMUM DEPTH OF 6 INCHES. 11. FINISHED GRADING SHALL BE COMPLETED. THE CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING, INCLUDING ADJACENT TRANSITION AREAS. PROVIDE A SMOOTH FINISHED SURFACE WITHIN SPECIFIED TOLERANCES, WITH UNIFORM LEVELS OR SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN, OR BETWEEN SUCH POINTS AND EXISTING GRADES. AREAS THAT HAVE BEEN FINISH GRADED SHALL BE PROTECTED FROM SUBSEQUENT CONSTRUCTION OPERATIONS, TRAFFIC AND EROSION. REPAIR ALL AREAS THAT HAVE BECOME RUTTED BY TRAFFIC OR ERODED BY WATER OR HAS SETTLED BELOW THE CORRECT GRADE. ALL AREAS DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED TO EQUAL OR BETTER THAN ORIGINAL CONDITION OR TO THE REQUIREMENTS OF THE NEW WORK. 12. PRIOR TO PLACEMENT OF THE AGGREGATE BASE, A TEST ROLL WILL BE REQUIRED ON THE STREET AND/OR PARKING AREA SUBGRADE. THE CONTRACTOR SHALL PROVIDE A LOADED TANDEM AXLE TRUCK WITH A GROSS WEIGHT OF 25 TONS. THE TEST ROLLING SHALL BE AT THE DIRECTION OF THE SOILS ENGINEER AND SHALL BE COMPLETED IN AREAS AS DIRECTED BY THE SOILS ENGINEER. THE SOILS ENGINEER SHALL DETERMINE WHICH SECTIONS OF THE STREET OR PARKING AREA ARE UNSTABLE. CORRECTION OF THE SUBGRADE SOILS SHALL BE COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE SOILS ENGINEER. 13. TOLERANCES 13.1. THE BUILDING SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.30 FOOT ABOVE, OR 0.30 FOOT BELOW, THE PRESCRIBED ELEVATION AT ANY POINT WHERE MEASUREMENT IS MADE. 13.2. THE STREET OR PARKING AREA SUBGRADE FINISHED SURFACE ELEVATION SHALL NOT VARY BY MORE THAN 0.05 FOOT ABOVE, OR 0.10 FOOT BELOW, THE PRESCRIBED ELEVATION OF ANY POINT WHERE MEASUREMENT IS MADE. 13.3. AREAS WHICH ARE TO RECEIVE TOPSOIL SHALL BE GRADED TO WITHIN 0.30 FOOT ABOVE OR BELOW THE REQUIRED ELEVATION, UNLESS DIRECTED OTHERWISE BY THE ENGINEER. 13.4. TOPSOIL SHALL BE GRADED TO PLUS OR MINUS 1/2 INCH OF THE SPECIFIED THICKNESS. 14. MAINTENANCE 14.1. THE CONTRACTOR SHALL PROTECT NEWLY GRADED AREAS FROM TRAFFIC AND EROSION, AND KEEP AREA FREE OF TRASH AND DEBRIS. 14.2. CONTRACTOR SHALL REPAIR AND REESTABLISH GRADES IN SETTLED, ERODED AND RUTTED AREAS TO SPECIFIED TOLERANCES. DURING THE CONSTRUCTION, IF REQUIRED, AND DURING THE WARRANTY PERIOD, ERODED AREAS WHERE TURF IS TO BE ESTABLISHED SHALL BE RESEEDED AND MULCHED. 14.3. WHERE COMPLETED COMPACTED AREAS ARE DISTURBED BY SUBSEQUENT CONSTRUCTION OPERATIONS OR ADVERSE WEATHER, CONTRACTOR SHALL SCARIFY, SURFACE, RESHAPE, AND COMPACT TO REQUIRED DENSITY PRIOR TO FURTHER CONSTRUCTION. GRADING PLAN LEGEND: 891.00 G 891.00 BS/TS EX. 1' CONTOUR ELEVATION INTERVAL SPOT GRADE ELEVATION (GUTTER/FLOW LINE UNLESS OTHERWISE NOTED) SPOT GRADE ELEVATION GUTTER SPOT GRADE ELEVATION TOP OF CURB SPOT GRADE ELEVATION BOTTOM OF STAIRS/TOP OF STAIRS CURB AND GUTTER (T.0 = TIP OUT) EMERGENCY OVERFLOW GOPHER STATE ONE CALL WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 PROJECT 114 BRICK ST, STILLWATER, MN 55082 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 GRADING PLAN C3.0 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. 1 1 1 1 I 1 1 1 I I 1 1 I 1 I 1 1 I / 1 i I / I/,/ / i / ' i / r ' 1 196 LF 30" RC/P STORM @0.51% I (:u ♦ 1 1 1 1 1 i / S I / I Ct 71 RIM=87 .50 / IE=88.50 � I E D/=�69.00 II MH42 RIM=880.50 FIRE ACCESS LANE, 20' OVER/eMEW ALL GRASS IN FIRE ACCESS LANE MUST BE 1 GRASSPAVE, SEE ARCH ` 1 • • • g51.3 PE 1.00% -- g51.3 1 1 ES 30 / I E=±871.00 \\ 173L;12"HDPE STORM 1)1.00% • • • 1 • � PIPE. ♦' IRON FOUND /2„_ ` • • g51." FES 70 IE=±857.70 851- atn 4am MH40 CONSTRUCT OVER IS _STORM SEWER, PER, ETLA AR 6TANDAR6S, TYP:59.9Q SF I M=869.50 X IE (N, 36")=±85 86 6 (PTLD VERIFY) PROR.JE (S)=857.25 6" DRAINTILE @ 0.00% - I E=869.00, TYP. ` • • FILTRATION BASIN 2 BOTTOM EL.=871.00 OE=872.50 EOF=875.00 100-YR HWL=873.31 FIL. VOL=(871.00-872.50)=8,107CF FES 50 I E=±871.00 47 LF 10" SDR 26 PVC STORM @2.00% STUB ST RM TO 5' "OM BLGD. CCORD. W/ M C STUB IE=871.94 BLDG IE=872.04 COORD. ELEVATIONS W/ MECH'L PRIOR TO CONSTRUCTION, TYP. 147 LF12" HDPE • _110.1001.06.00 OW 00 '- OV _ FOUND RLS# M ©1.00% 95LF30"RCP STORM @0.54% 4) CB 12C RIM=875.22 IE=871.64 • • ♦ ♦ ♦ ♦ STUBS' FIRE DEPARTMENT BLGD. CONNECTION CB 12B RIM=875.40 1 E=870.76 MH43 I Q� 5 gMv. C,ONSTR, UCT OVER EXISTINN� SVORI�II SEWER, PER CITY \ ANDARDS,1 TYP. LaW_ IM=879.50 =8 EX IE (S)=±860.04 (FIELD VERIFY) IPRQP. IE (N)1860.00 I ARY TO 5' FROM - �ORD. W/ MECH'L _ STUB IE=867.38 BLDG IE=867.48 COORD. W/ MECH'L GIB 14 RIM.31 12.04 \` J COr FRy1CTION '' \ LIMIT \_ • ♦ • ♦ ♦ • • rr 6" DIP COMBINED FIRE D DOMESTIC WATE SERVICE. STUB TO 5'� FROM BLDG. COORD. MECH'L • ♦ ♦ HYDRANT AN ► ,�� GV, TYP. \\ ' 6"X6" TEE 148LF8"PV DR26 SANITARY @2. (S.SANMH 2 \\ �- RIM=875.90 • • HDPE S` � - i �. • *0 77 LF 8" PVC SDR 26 SANITARY @2.00% M 1 IM 87..0 IE-86:.9 Iinp of N 92 LF 12" HDPE STORM @2.00% • C�1 =876.29 126 2" HDPE STO 7/ @2.00% C 2A RIM=875.40 1 E=870.90 IE(NW)=864.42 IE(S)=864.32 BIE SAVMH 1 RIM=874 35 SAN TA' IE N=862.78 IE(E)=862.68 of SE1 /` M N WETLAND AREA D 57,074.67 SF 78 LF 12, STORM 11.25° BE CB 11 =873, 3 I E=866.40` 45° BEND' 99 LF 6146- EMFRSURVEV g25" STORM ©2.00% CONSTRUCTION LIMIT EXISTING BUILDING /z• SCHEDULE B-7 -ES) • • • • • • • • FES 10 DT CLEANOUT 20 LF 12" HDPE CB 2 7.26 .22 CB 3 RIM=867.26 EX. LDG. • EX 8•.-pVC SANITARY I • WATER MAIN RIM=865.50 \ 6" DRAINTILE 0.00% 11.25° BEND 1/4S): 4/04)?;,) LF 15" HDPE MAKE CONNECTION TO EXISTING 6" CAST IRON WATER MAIN PER CITY STANDARDS • MAIN 22 LF 12" HDPE 11 24 LF 12" HDPE STORM ©1.00% MN MO MAKE CONNECTION TO EXISTING MANHO X IE(N)=855.90 COOR TE WITH CITY I! -860.7 BFL INV-3.9 861.4 SMH IN -12 o IC; F==8 68 0 10 -YPk11217/L=867.36 FIL. VOD364.00-865.00)=6,417CF 860.5 CBFL INV-3.3 RIM=861.36 INV.=849.36 GV GENERAL UTILITY NOTES: SEE SITE PLAN FOR HORIZONTAL DIMENSIONS AND LAYOUT. 2. CONTRACTOR SHALL FIELD VERIFY LOCATION AND ELEVATION OF EXISTING UTILITIES AND TOPOGRAPHIC FEATURES PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF DISCREPANCIES OR VARIATIONS FROM THE PLANS. 3. ALL EXISTING UTILITY LOCATIONS SHOWN ARE APPROXIMATE. CONTACT "GOPHER STATE ONE CALL" (651-454-0002 OR 800-252-1166) FOR UTILITY LOCATIONS, 48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY UTILITIES THAT ARE DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. 4. UTILITY INSTALLATION SHALL CONFORM TO THE CURRENT EDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION" AND "SANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA (CEAM), AND SHALL CONFORM WITH THE REQUIREMENTS OF THE CITY AND THE PROJECT SPECIFICATIONS. 5. CASTINGS SHALL BE SALVAGED FROM STRUCTURE REMOVALS AND RE -USED OR PLACED AT THE DIRECTION OF THE OWNER. 6. ALL WATER PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE (DIP) UNLESS OTHERWISE NOTED. 7. ALL SANITARY SEWER SHALL BE SDR 26 POLYVINYL CHLORIDE (PVC) UNLESS OTHERWISE NOTED. 8. ALL STORM SEWER PIPE SHALL BE HDPE UNLESS OTHERWISE NOTED. 9. PIPE LENGTHS SHOWN ARE FROM CENTER TO CENTER OF STRUCTURE OR TO END OF FLARED END SECTION. 10. UTILITIES ON THE PLAN ARE SHOWN TO WITHIN 5' OF THE BUILDING FOOTPRINT. THE CONTRACTOR IS ULTIMATELY RESPONSIBLE FOR THE FINAL CONNECTION TO BUILDING LINES. COORDINATE WITH ARCHITECTURAL AND MECHANICAL PLANS. 11. CATCH BASINS AND MANHOLES IN PAVED AREAS SHALL BE SUMPED 0.04 FEET. ALL CATCH BASINS IN GUTTERS SHALL BE SUMPED 0.15 FEET PER DETAILS. RIM ELEVATIONS SHOWN ON THIS PLAN DO NOT REFLECT SUMPED ELEVATIONS. ALL FIRE HYDRANTS SHALL BE LOCATED 5 FEET BEHIND BACK OF CURB UNLESS OTHERWISE NOTED. HYDRANT TYPE, VALVE, AND CONNECTION SHALL BE IN ACCORDANCE WITH CITY REQUIREMENTS. HYDRANT EXTENSIONS ARE INCIDENTAL. A MINIMUM OF 8 FEET OF COVER IS REQUIRED OVER ALL WATERMAIN, UNLESS OTHERWISE NOTED. EXTRA DEPTH MAY BE REQUIRED TO MAINTAIN A MINIMUM OF 18" VERTICAL SEPARATION TO SANITARY OR STORM SEWER LINES. EXTRA DEPTH WATERMAIN IS INCIDENTAL. 15. A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION AND 10 FEET OF HORIZONTAL SEPARATION IS REQUIRED FOR ALL UTILITIES, UNLESS OTHERWISE NOTED. 16. ALL CONNECTIONS TO EXISTING UTILITIES SHALL BE IN ACCORDANCE WITH CITY STANDARDS AND COORDINATED WITH THE CITY PRIOR TO CONSTRUCTION. 17. 18. CONNECTIONS TO EXISTING STRUCTURES SHALL BE CORE -DRILLED. COORDINATE LOCATIONS AND SIZES OF SERVICE CONNECTIONS WITH THE MECHANICAL 19. COORDINATE INSTALLATION AND SCHEDULING OF THE INSTALLATION OF UTILITIES WITH ADJACENT CONTRACTORS AND CITY STAFF. 20. ALL STREET REPAIRS AND PATCHING SHALL BE PERFORMED PER THE REQUIREMENTS OF THE CITY. ALL PAVEMENT CONNECTIONS SHALL BE SAWCUT. ALL TRAFFIC CONTROLS SHALL BE PROVIDED BY THE CONTRACTOR AND SHALL BE ESTABLISHED PER THE REQUIREMENTS OF THE MINNESOTA MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MMUTCD) AND THE CITY. THIS SHALL INCLUDE BUT NOT BE LIMITED TO SIGNAGE, BARRICADES, FLASHERS, AND FLAGGERS AS NEEDED. ALL PUBLIC STREETS SHALL BE OPEN TO TRAFFIC AT ALL TIMES. NO ROAD CLOSURES SHALL BE PERMITTED WITHOUT APPROVAL BY THE CITY. 21. ALL STRUCTURES, PUBLIC AND PRIVATE, SHALL BE ADJUSTED TO PROPOSED GRADES WHERE REQUIRED. THE REQUIREMENTS OF ALL OWNERS MUST BE COMPLIED WITH. STRUCTURES BEING RESET TO PAVED AREAS MUST MEET OWNERS REQUIREMENTS FOR TRAFFIC LOADING. 22. CONTRACTOR SHALL COORDINATE ALL WORK WITH PRIVATE UTILITY COMPANIES. 23. CONTRACTOR SHALL COORDINATE CONNECTION OF IRRIGATION SERVICE TO UTILITIES. COORDINATE THE INSTALLATION OF IRRIGATION SLEEVES NECESSARY AS TO NOT IMPACT INSTALLATION OF UTILITIES. 24. CONTRACTOR SHALL MAINTAIN AS -BUILT PLANS THROUGHOUT CONSTRUCTION AND SUBMIT THESE PLANS TO ENGINEER UPON COMPLETION OF WORK. 25. ALL JOINTS AND CONNECTIONS IN STORM SEWER SYSTEM SHALL BE GASTIGHT OR WATERTIGHT. APPROVED RESILIENT RUBBER JOINTS MUST BE USED TO MAKE WATERTIGHT CONNECTIONS TO MANHOLES, CATCHBASINS, OR OTHER STRUCTURES. 26. ALL PORTIONS OF THE STORM SEWER SYSTEM LOCATED WITHIN 10 FEET OF THE BUILDING OR WATER SERVICE LINE MUST BE TESTED IN ACCORDANCE WITH MN RULES, CHAPTER 4714, SECTION 1109.0. \&sk, CITY OF STILLWATER UTILITY NOTES: W. R So. line of I 1 RESERVED FOR CITY SPECIFIC UTILITY NOTES. UTILITY LEGEND: • lac GOPHER STATE ONE CALL • WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL CATCH BASIN MANHOLE GATE VALVE AND VALVE BOX PROPOSED FIRE HYDRANT WATER MAIN SANITARY SEWER STORM SEWER FES AND RIP RAP 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 PROJECT 114 BRICK ST, STILLWATER, MN 55082 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 UTILITY PLAN C4.0 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. 1.5" WEAR COURSE (MNDOT 2360 - SPWEA340B) NOTE: SECTION IS FOR BIDDING PURPOSES ONLY. REFER TO GEOTECH FOR FINAL PAVEMENT SECTION. O ////////////////// 1 TACK COAT (MNDOT 2357) 1.5" BINDER COURSE (MNDOT 2360 7.0" CLASS 5 AGGREGATE SUBBASE (MNDOT 3138) - SPNWB330B) COMPACTED SUBGRADE (100% OF STANDARD PROCTOR MAXIMUM DRY DENSITY) HEAVY DUTY BITUMINOUS PAVEMENT N TS NOTE: SECTION IS FOR BIDDING PURPOSES ONLY. REFER TO GEOTECH FOR FINAL PAVEMENT =1=1=1=1=1=1=1 SECTION. I -III -III -III -III-III -III IOIIllIIOIIIHIIHIll!Illll 1 1.5" WEAR COURSE (MNDOT 2360 - SPWEA340B) TACK COAT (MNDOT 2357) 2.0" BINDER COURSE (MNDOT 2360 - SPNWB330B) 8.0" CLASS 5 AGGREGATE SUBBASE (MNDOT 3138) COMPACTED SUBGRADE (100% OF STANDARD PROCTOR MAXIMUM DRY DENSITY) LIGHT DUTY BITUMINOUS PAVEMENT N TS 1/2" RADIUS FINISHED GRADE 8" - 60 y 4 I 1 tp°'°c°c -I I I d 4 12" 3" RADIUS CORNERS 1:3 BATTER SLOPE GUTTER 3/4"/1' 0.5% SLOPE -CONSTRUCT WITH REVERSE SLOPE GUTTER (T.O. GUTTER) WHERE THE PAVEMENT SLOPES AWAY FROM CURB. SEE PLAN FINISHED GRADE 4 4 NOTES: 1. INSTALL CONSTRUCTION JOINTS AT 10'-0" 0.C. +/- 2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONS CLASS V AGGREGATE SUBBASE -SEE BITUMINOUS PAVEMENT DETAIL (6" MIN.) B-612 CONCRETE CURB AND GUTTER NTS FINISHED GRADE SLOPE GUTTER 3/4"/1' CONTINUOUS SLOPE CONCRETE CURB AND GUTTER PAVEMENT MATERIALS SEE DETAIL NOTES: 1. INSTALL CONSTRUCTION JOINTS AT 10'-0" 0.C. +/- 2. BASE DEPTH DEPENDANT UPON SOIL CONDITIONS RIBBON CURB N TS CONCRETE VALLEY GUTTER MIN. 6" AGGREGATE BASE COURSE TO BE PLACED BY PAVING CONTRACTOR • d • " .e • 1 1 2'-0" VALLEY GUTTER N TS 1'-0" 1'-0" TYP. THIS OCCURS ONLY WHERE MULCH MEETS EDGE OF WALK LEAVE TOP OF MULCH DOWN 1" FROM TOP OF WALK FINISHED / 1111111 1111111111111II III1IT111: NOTES: 1. INSTALLATION AND REINFORCEMENT SHALL BE CERTIFIED AND IN ACCORDANCE TO AN ON -SITE A.C.I. TECHNICIAN AS SPECIFIED. 2. SEE GEO-TECHNICAL RECOMMENDATIONS FOR GROSS WEIGHT REQUIREMENTS. 3. SEE LAYOUT DRAWINGS FOR LIMITS OF WALKS. 4. SEE CONCRETE JOINT DETAIL FOR REQUIREMENTS. 5. 1/2" WIDE EXPANSION JOINT AND SEALANT AT ALL CURBS. 6. WIRE MESH AND CHAIRS REQUIRED FOR ALL WALKS OR IN LOCATIONS FOR VEHICULAR TRAFFIC. 1 1 TOOLED CONTROL JOINT SEE DETAIL (TYP.) LIGHT BROOM FINISH PERPENDICULAR TO TRAFFIC WITH 3" WIDE SMOOTH TROWELLED EDGE 5" CONCRETE AS SPECIFIED 1.6 X W1.6 WIRE MESH AND CHAIRS AS SPECIFIED 6" CLASS 5 AGGREGATE BASE COMPACTED SUBGRADE LIGHT DUTY CONCRETE WALK/PAD N TS 0 ,1' - 6" RADIUS - 12" DIAMETER 6" LINE WIDTH 3" LINE WIDTH 5'-6" SQUARE OVERALL 18" RADIUS ALL COLORS TO MATCH ADA STANDARD COLORS ACCESSIBLE PARKING PAVEMENT MARKING N TS V PARKING VEHICLE ID REQUIRED UP TO $200 FINE FOR VIOLATION 4 I� 1'-6" • I EXTEND POST PAST TOP OF POST GALVANIZED STEEL FASTENER (TYP. OF 2) METAL SIGN ACCORDING TO MN STATE CODE GREEN POWDER COATED STEEL SQUARE POST AS SPECIFIED 6" O.D. GALVANIZED STEEL PIPE PAINTED WITH 1 COAT OF APPROPRIATE PRIMER AND TWO COATS SIGN ENAMEL. FILL ANNULAR SPACE WITH GROUT. COVER WITH YELLOW "IDEAL SHIELD" PLASTIC COVER. 10 DEGREE SLOPE MATERIAL VARIES -SEE PLAN t-----______1 INCH SILICONE RUBBER 11=1 I 1=111=1 I OR ASPHALTIC CAULKING COMPOUND FILL ANNULAR SPACE TO 1 INCH FROM TOP WITH SILICA SAND 1/4" METAL PLATE WELDED TO BOTTOM OF 6" PIPE CONCRETE FOOTING AS SPECIFIED NOTE: 1. SIGN SHALL BE AS SPECIFIED. 2. VERIFY POST PAINT COLOR WITH LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. ACCESSIBLE SIGN AND POST N TS ADJUST TOP TO 1/2" BELOW FINISHED PAVEMENT GRADE OR 1" BELOW FINISHED TURF GRADE. SET SO AS TO PROVIDE 12" OF UPWARD ADJUSTMENT. GATE VALVE BOX N TS AS REQUIRED COVER SHALL BE STAMPED WITH "WATER" FINISH GRADE VALVE BOX GATE VALVE REFER TO DRAWINGS FOR SIZES WATERMAIN CONCRETE THRUST BLOCK PROVIDE INSULATION PER PLAN FIELD VERIFY DEPTH z 2 PIPE BEDDING MATERIAL NOTES: DIA + 3' BACKFILL MATERIAL 1'-6"(MIN) FINISH GRADE FINE SAND (FA7) MIN. 2' WIDE BY 4" THICK INSULATION BOARD (USE 2-2" THICK BOARDS). MASTIC ALL JOINTS EXTEND INSULATION BOARD DOWN SIDES TO 7.5' DEPTH. UTILITY PIPE 1. INSULATION BOARD TO BE CLOSED CELL. EXTRUDED POLYSTYRENE FOAM MEETING ASTM 578, TYPE VI, 40PSI COMPRESSING STRENGTH (ASTM D1621) 0.1%MAX. WATER ABSORPTION (ASTM C272). 2. BACKFILL MATERIAL AROUND INSULATION MUST BE FINE SAND FREE FROM ROOT, ORGANIC MATERIAL, OR OTHER INJURIOUS MATERIALS. 3. OVERLAP ALL INSULATION BOARD JOINTS. UTILITY PIPE INSULATION DETAIL NTS EACH AREA IS 1/2 OF TABULATED AREA CROSS 45° BEND WYE PLUGGED CROSS BEND PLUGGED TEE Al %44 IOW II• VV4 PLUGGED CROSS TEE PLUG OR CAP 1/4" PLYWOOD OVER FACE OF BOLTS NOMINAL FITTING SIZE (INCHES) TYE, WYE, PLUG, OR CAPPLUGGED 90° BEND, CROSS TEE PLUGGED ON RUN 45° BEND 22.5° BEND 11.25° BEND Al A2 4 1.0 1.4 1.9 1.4 1.0 - - 6 2.1 3.0 4.3 3.0 1.6 1.0 - 6 3.8 5.3 7.6 5.4 2.9 1.5 1.0 10 5.9 8.4 11.8 8.4 4.6 2.6 1.2 12 8.5 12.0 17.0 12.0 6.6 3.4 1.7 14 11.5 16.3 23.0 16.3 8.9 4.6 2.3 16 15.0 21.3 30.0 21.3 11.6 6.0 3.0 18 19.0 27.0 38.0 27.0 14.6 7.6 3.6 20 23.5 33.3 47.0 33.3 18.1 9.4 4.7 24 34.0 48.0 68.0 48.0 26.2 13.6 6.8 NOTES: 1. CONCRETE THRUST BLOCKING TO BE POURED AGAINST UNDISTURBED EARTH. 2. KEEP CONCRETE CLEAR OF JOINT AND ACCESSORIES. 3. IF NOT SHOWN ON PLANS, REQUIRED BEARING AT FITTING SHALL BE AS INDICATED ABOVE, ADJUSTED IF NECESSARY, TO CONFORM TO THE TEST PRESSURE(S) AND ALLOWABLE SOIL BEARING STRESS(ES). 4. BEARING AREAS AND SPECIAL BLOCKING DETAILS SHOWN ON PLANS TAKE PRECEDENCE OVER BEARING AREAS AND BLOCKING DETAILS SHOWN THIS STANDARD DETAIL. 5. ABOVE BEARING AREAS BASED ON TEST PRESSURE OF 150 P.S.I. AND AN ALLOWABLE SOIL BEARING STRESS OF 2000 POUNDS PER SQUARE FOOT. TO COMPUTE BEARING AREAS FOR DIFFERENT TEST PRESSURES AND SOIL BEARING STRESSES, USE THE FOLLOWING EQUATION: BEARING AREA = (TEST PRESSURE/150) X (200/SOIL BEARING STRESS) X (TABLE VALUE). THRUST BLOCK NTS 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 rt aas wilson architects 1- 0 W O d 114 BRICK ST, STILLWATER, MN 55082 1- (.) w 0 re Z 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 CIVIL DETAILS C5.0 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. SIN 4 SIN w RUBBER BOOT 1„ 8 MIN. co COVER SHALL BE STAMPED "SANITARY SEWER" METAL SEWER CASTING - REFER TO STRUCTURE SCHEDULE FOR TYPE MIN. 2 AND MAX. 5 ADJUSTING RINGS. GROUT BETWEEN RINGS, CASTING, AND ALONG OUTSIDE. PRECAST CONCRETE CONE SECTION STEPS ON DOWNSTREAM SIDE LOW RUBBER GASKET - TYP AT ALL JOINTS SLOPE AT 2 IN./FT. (TYP) RUBBER BOOT BASES SHALL BE 8" STANDARD PRECAST WITH 2" LEAN GROUT, OR POURED 8" SLAB REINFORCED WITH 6" x 6" 10/10 MESH 0 SLOPE @ 2 IN./FT. (TYP) GROUT TO 1/2 PIPE SANITARY SEWER MANHOLE NTS METAL SEWER CASTING - REFER TO STRUCTURE SCHEDULE FOR TYPE MIN. 2 AND MAX. 5 ADJUSTING RINGS. GROUT BETWEEN RINGS, CASTING, AND ALONG OUTSIDE. STORM SEWER PIPE - SEE UTILITY PLAN FOR LOCATION, INVERT, AND SIZES BASES SHALL BE 8" STANDARD PRECAST WITH 2" LEAN GROUT, OR POURED 8" SLAB REINFORCED WITH 6" x 6" 10/10 MESH 0 CATCH BASIN "RIM ELEVATION" PRECAST COVER - 8" THICK STEPS - INSTALL ON DOWNSTREAM SIDE @ 16" O.C. RUBBER GASKET - TYP AT ALL JOINTS PRECAST CONCRETE SECTION GROUT SHELF AND CHANNELS DIMENSIONS FROM BACK OF CURB (BOC) TO CENTER OF PIPE: 4' DIA. MH - 9" IN FROM BOC 5' DIA. MH - 3" IN FROM BOC 6' DIA. MH - 3" BEHIND BOC 7' DIA. MH - 9" BEHIND BOC 8' DIA. MH - 15" BEHIND BOC NTS COVER SHALL BE STAMPED "STORM SEWER" DIMENSIONS FROM BACK OF CURB (BOC) TO CENTER OF PIPE: 4' DIA. MH - 9" IN FROM BOC 5' DIA. MH - 3" IN FROM BOC 6' DIA. MH - 3" BEHIND BOC 7' DIA. MH - 9" BEHIND BOC 8' DIA. MH - 15" BEHIND BOC 4 STORM MANHOLE METAL SEWER CASTING - REFER TO STRUCTURE SCHEDULE FOR TYPE MIN. 2 AND MAX. 5 ADJUSTING RINGS. GROUT BETWEEN RINGS, CASTING, AND ALONG OUTSIDE. PRECAST CONCRETE CONE SECTION STEPS ON DOWNSTREAM SIDE GROUT SHELF AND CHANNELS BASES SHALL BE 8" STANDARD PRECAST WITH 2" LEAN GROUT, OR POURED 8" SLAB REINFORCED WITH 6" x 6" 10/10 MESH NTS 12" Bc/4 but not less than 6" Bc/4 but not less than 6" 0,5Bc Bc+12" Mn, c" Denotes outside diameter of pipe 1 Compacted Backfill 2000# Concrete LOAD FACTOR 2.3 CLASS A Concrete backfill to 0.5 of outside diameter with shaped bedding. Compacted Backfill + + + + OtBc+++llr II III Ill 111 III Ill Ba+12" Min. diameter of pipe Course Filter Aggregate MnDOT Spec. 3149H Mod. 11 1-1 1 I �I 1-1 0.5Bc--■ Bc+12" Min. + +��5d� + + + + + + + + 11�11 1111 I I111 1 1 =�111 =�111 Bc+12" Min. c" Denotes outside LOAD FACTOR 1.9 CLASS B Hand shaped from angular bedding material Compacted Backfill "Bc" Denotes outside diameter of pipe �I I "Bc" Denotes outside diameter of pipe PIPE BEDDING - RCP & DIP NTS 12" 6" + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + III1 11—i I i—f i 111 I1 11=1 111 I 9 R LOAD FACTOR 1.5 CLASS C-1 Hand shaped from firm undisturbed soil Compacted Backfill Course Filter Aggregate MnDOT Spec. 3149H Mod. LOAD FACTOR 1.5 CLASS C-2 Hand shaped from angular bedding material Min.=Bc+12 diameter of pipe POU\DAT 0\ & B EDD " Denotes outside \G Compacted Backfill Granular Borrow (MnDOT Spec. 3149A modified) \ GOOD SO LS Compacted -1 Backfill -1 co Bedding Foundation + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 1 1 _ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + =1 + + + + + + + + + + + + + + + + + + + + + "Bo" Denotes outside diameter of pipe / / / / / 4 / / / fae/ 11 11=111=111=111=111=- ' Minimum 2d+Bc+12" 12" 6" Course Filter Agg. (MnDot Spec. 3149H Modified) 9I9E EOU\RATIO\ & BEDDING I\ DOOR SOILS PIPE BEDDING - PVC NTS CASTING SCHEDULE CATCH BASIN/MANHOLE/RISER GRATE TYPE (NEENAH) REMARKS 10, 22, 30-31, 41-42 R-3067 STORM CURB INLET 20-21 R-2501 STORM AREA DRAIN INLET 40, 43 R-1642 STORM MANHOLE NOTE: 1. CASTINGS SHALL BE NEENAH FOUNDRY CASTINGS OR APPROVED EQUIVALENT. 2. CASTINGS SHALL BE STAMPED WITH APPROPRIATE UTILITY NAME ("STORM SEWER", "SANITARY SEWER") CASTING SCHEDULE NTS FABRIC WRAP TOP, SIDES AND BOTTOM WITH CONTECH C-40 NON -WOVEN GEOTEXTILE SUBDRAIN FILTER MATERIAL - FINE FILTER AGGREGATE PER MNDOT 3149.2J 6" PERF. CPP DRAIN TILE PIPE PER MNDOT 3245 WITH FABRIC SOCK. LOCATION AS SHOWN ON THE PLANS GRADE J(1) IT'S —ICI. III —I 11 lib Ideittetf 4404:0:#4:0: ok PAVEMENT/LANDSCAPING/SOD 7— KEY 1. TOPSOIL 2. FREE DRAINING INSTALL TO MIN aistow -404 1.044003.4401 12" (TYP) rrrr-rrrr III�1 T 1-1 I 1 I�-11 I111111111 rrrr-rrr _ ;111-111-I 11-11111 111 11111 11 1-1 � 11 11 1 � 11 11 1 1 11 1 1 18" -- 12" bo (TYP) TYP. SECTION DETAIL NTS ANGULAR WASHED STONE 3/4" - 2" PARTICLE SIZE. . 95% STANDARD DENSITY PER AASHTO T99. CONSTRUCTION SEQUENCING 36" DIA. PERF. CMP PIPE. 1. INSTALL SILT FENCE AND/OR OR OTHER APPROPRIATE TEMPORARY EROSION CONTROL DEVICES TO PREVENT SEDIMENT FROM LEAVING OR ENTERING THE PRACTICE DURING CONSTRUCTION. 2. ALL DOWN -GRADIENT PERIMETER SEDIMENT CONTROL BMP'S MUST BE IN PLACE BEFORE ANY UP GRADIENT LAND DISTURBING ACTIVITY BEGINS. 3. PERFORM CONTINUOUS INSPECTIONS OF EROSION CONTROL PRACTICES. 4. INSTALL UTILITIES (WATER, SANITARY SEWER, ELECTRIC, PHONE, FIBER OPTIC, ETC) PRIOR TO SETTING FINAL GRADE OF BIORETENTION DEVICE. 5. PERFORM ALL OTHER SITE IMPROVEMENTS. 6. SEED AND MULCH ALL AREAS AFTER DISTURBANCE. 7. CONSTRUCT RETENTION DEVICE UPON STABILIZATION OF CONTRIBUTING DRAINAGE AREA. 8. IMPLEMENT TEMPORARY AND PERMENATE EROSION CONTROL PRACTICES. 9. PLANT AND MULCH SITE. UNDERGROUND FILTRATION SYSTEM 10. REMOVE TEMPORARY EROSION CONTROL DEVICES AFTER THE CONTRIBUTING DRAINAGE AREA IS ADEQUATELY VEGETATED. GENERAL NOTES 1. IN THE EVENT THAT SEDIMENT IS INTRODUCED INTO THE BMP DURING OR IMMEDIATELY FOLLOWING EXCAVATION, THIS MATERIAL SHALL BE REMOVED FROM THE PRACTICE PRIOR TO CONTINUING CONSTRUCTION. 2. GRADING OF RETENTION DEVICES SHALL BE ACCOMPLISHED USING LOW -COMPACTION EARTH -MOVING EQUIPMENT TO PREVENT COMPACTION OF UNDERLYING SOILS. 3. ALL SUB MATERIALS BELOW THE SPECIFIED RETENTION DEPTH (ELEVATION) SHALL BE UNDISTURBED, UNLESS OTHERWISE NOTED. 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 r I aas wilson architects 114 BRICK ST, STILLWATER, MN 55082 1— V W Z re Z 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 CIVIL DETAILS C5.1 NTS ©COPYRIGHT 2017 CIVIL SITE GROUP INC. LD BACK OF CURB FLOW LINE FRONT OF GUTTER NON -WA KABLE OR WALKABLE SURFACE 0 FLARE A PERPENDICULAR NON -WALKABLE OR ALKABLE SURFACE AyA TIERED PERPENDICULAR g4 ''')---- C ----CD ////'/..'0 CURB OR CURB AND GUTT CURB OR CURB AND GUTTER-, I/4" R. C+J PARALLEL VAR. RAMP B" CONCRETE WALK SECTION A -A PERPENDICULAR/TIERED/DIAGONAL 4' 0" MIN. REQUIRED LANDING VAR. 1/9" R. RAMP 0.02 FT./FT. MAX. > 0.05 FT./FT. AND 5 0.083 FT./FT PREFERRED REQUIRED LANDING REVISION, APPR VED- JANBARY 25.2011 MEPATIERE MEMO 0.02 FT./FT. MA%. 6„ CONCRETE 0.05 FT./FT. AND 5 WALK 5 O.OS FT./FT PREFERRED SECTION B-B FAN 4' 0" MIN. REQUIRED LANDING I/4" R. STRAIGHT FORMS MAY BE USED CURB OR CURB AND GUTTER CONCRETE 0.02 FT.IFT. MAX. WALK SECTION C-C PARALLEL/DEPRESSED CORNER FAN® MODIFIED FANl) USED WHEN RIGHT-OF-WAY IS CONSTRAINED DEPRESSED CORNER WALK NON-WALKAL OR WALKABLE SURFACE NOTES: LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE IPARICHANGES DIREGTIGN.AT THE TOR OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN E.0%. AND IF THE APPROACHING WALK 15 INVERSE GRADE GREATER THAN 2%. INITIAL CURB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 11'FROM THE BACK OF CURB, WITH 6 FROM TIE BACK OF CURB BEING THE PREFERRED DISTANCE, ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE 15 OVER 5.0Y.. SECONDARY CURB RAMP LANDINGS ARE REQUIRED FOR EVERY 30" OF VERTICAL RISE. WHEN THE LONGITUDINAL RUNNING SLOPE IS GREATER THAN 5.0%. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL GRADE BREAMS WITHIN THE PAR.1/9" DEEP VISUAL JOINTS SHALL BE USED AT THE TOPS OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL.THUS BOTH SIRES OF A SLOPED WALKING SURFACE MUST BE EQUAL LENG0H.IEKCEPI AS STATED IN 0 BELOW. TO ENSURE INITIAL RAMPS AND INITIAL LAN0ING5 ARE PROPERLY CONSTRUCTED,LANDINGS SHALL BE CAST SEPARATELY. FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 AND THE ADA SPECIAL PROVISIONS - PROSECUTION OF WORK :ADA[. TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD I5 4'WIDE 0R LE55.THE TOP OF CURB TAPER SHALL MATCH THE RAMP SLOPES TO REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK OF C0RE TO THE PAR. N ALL RAMP TYPES SHOULD HAVE A MINIMUM 3'LONG RAMP LENGTH. )'MINIMUM WIDTH OF 9ETECTABLE WARNING 15 RE91IIRED FCR ALL R4MPS.DETEGT4BLE WARNINGS SHALL CONTINUOUSLY EXTEND FOR 4 MIN.OF 24. IN THE PATH OF TRAVEL. DETECTABLE WARNING TO COVER ENTIRE NICER OF SEARED -USE PATHS AND TEE ENTIRE PAR WIDTH OF TEE WALK. DETECTABLE WARNING SHOULD BE 6" LESS THAN THE PAR/TRAIL WI0TH.ARC LENGTH OF RADIAL DETECTABLE WARNINGS SHOULD NOT BE GREATER THAN 20 FEET. RECTANGULAR DETECTABLE WARNINGS SHALL BE SETBACK 3" FROM THE BACK OF CURB.RADIAL DETECTABLE WARNINGS 3HAL1 BE SETBACK. 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CDRB. © MATCH FULL HEIGHT CURB. (T 4'MINI1UM DEPTH LANDING REQUIRED ACROSS TOP OF RAMP. (D 3" HIGH CURB WHEN USING A 3'LONG RAMP,)" HIGH CURB WHEN USING 4 )'LONG MINES 0 SEE SHEET 4 OF G.TYPICAL SIDE TREATMENT OPTIONS.FOR DETAILS ON FLARES AND RETURNED CURBS,WHEN INITIAL LANDING IS AT FULL CURB HEIGHT. 0 DETECTABLE WARNINGS WAY BE PART OF THE 4'X 4'MIN.LANDING AREA IF IT IS NOT FEASIBLE TO CONSTRUCT THE EARNING OUTSIDE OF THE DETECTABLE WARNING AREA. 0 THE GRADE BREAK SHALL BE PERPENDICULAR TO THE BACK OF WALK. THI5 WILL ENSURE � THAT THE GRAPE BREAK I5 PERPENDICULAR TO THE DIRECTION OF TRAVEL. 1TYPECAL FOR ALL) CID WHEN ADJACENT TO GRASS,GRADING SHALL ALWAYS BE USED WHEN FEASIBLE.V CURB, IF US€D.SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS. WHEN AOJ4CENT TO PARKING LOTS CONCRETE OR BITUMINOUS TAPERS SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW &. ICE REMOVAL. 0 A T'MIN TOP RADIUS GRADE BREAK REWIRED TO BE CONSTRUCTIBLE. N PAVE FULL WALK WIDTH. "5' SLOPES ON FANS SHALL ONLY BE USED WHEN ALL OTHER FEASIBLE OPTIONS HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL 8X-10% FLARE DIAGONAL SHALL ONLY BE USED AFTER ALL OTHER CURB RAMP TYPES HAVE BEEN EVALUATED AND DEEMED IMPRACTICAL BK-10% FLARE +w EPW r 1 (DI 61* Ip OF TW/r 50110E 0E510 D LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.IF SITE CONOET1oN5 WARRANI.LONGITUDINAL SLOPES UP To 8.3X OR FLATTER ARE ALL0WE6. (s� INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN 7 SOY. MINIMUM AND 8.3% MAXIMUM 1N THE DIRECTION SHOWN I AND THE CROSS SLOPE SHALL NOT EXCEED 2.011. F INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER THAN 2,0% AND LESS THAN 5.00 IN THE DIRECTION SHOWN AND CROSS SLOPE SHALL NOT EXCEED 2.0X. LANDING AREA - 4'X 44MIN. IS'K 5'MIN.PREFERREDIOIMEN5IONS AND MAX 2.0% SLOPE IN ALL BIR€CT30NS.LANDING SHALL BE FILL WIDTH OF INCOMING PARS.. X' CURE HEIGHT APPROVER 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5--297.250 1 OF 6 WALKABLE FLARE WALKABLE SURFACE B-100 °NERETE FLARE LANDING RAMP B 10G ONCREI FLARE WALKABLE FLARE WALKABLE SURFACE PAVED FLARES ADJACENT TO WALKABLE SURFACE LANDING NON -WALKABLE / RAMP NON -WALKABLE SURFACE / NG SURFACE N CONCRETE CONCRETE �ELARE FLARE 1 MINIMUM I 0 II 2 f PAVED FLARES ADJACENT TO NON -WALKABLE SURFACE LANDING RAMP NON -WALKABLE NON -WALKABLE SURFACE t SURFACE N.E. 1,6' GRADED GRADED /FLARE FLARE' al ® \-0-, CURB DESIGN V SEE PEDESTRIAN APPROACH NOSE DETAIL NON -WALKABLE SURFACE GRADED FLARES LANDING AMP CURB DESIGN V SEE PEDESTRIAN APPROACH NOSE DETAIL NON -WALKABLE 5NRFACE RETURNED CURB 1 TYPICAL SIDE TREATMENT OPTIONS 00 REVISION, APPR VED:JANOARY 23.2017 /-.-- 04C aQrc� C14YB MATCH INPLACE CURB HEIGHT T41fR ]O 0 CORD T4Pf;R 3" MINIMUM CURB HEIGHT, 4" PREFERRED MEASURED AT FRONT FACE OF CURB/ FOR A M1N.6" LENGTH MEASURED ALONG FLOW LINE[ TURF OR CONCRETE MATER [ENLACE CURB HEIGHT - _ BPCK h Co EOM TAPER DETECTABLE EDGE WITH ® CURB AND GUTTER EDGE OF ROAD RADIAL DETECTABLE WARNING RECTANGULAR DETECTABLE WARNING DETECTABLE EDGE WITHOUT CURB AND GUTTER SEC ION 0-B PEDESTRIAN APPROACH NOSE DETAIL (FOR RETURNED CURB SIDE TREATMENT) of EOM NPR CORR DESIGN V FACE DF CURB/PROJECTED FACE 04 CURB RAILROAD GATE ARM F.-9.5' 25 PLACE DETECTABLE WARNINGS ENTIRE WALK/PRATE WIDTH DETECTABLE WARNINGS NEAREST RAIL 4' 8.5" PEDESTRIAN GATEAU.' SURFACE NE"., RA LROAD CROSS NG PLAN VIEW NOTES: SEE STANDARD PLATE 7038 AND THIS SHEET FOR ADDITIONAL DETAILS ON DETECTABLE WARNING, A WALNABLE SURFACE I5 DEFINED AS A PAVED SURFACE ADJACENT 70 A CURB RAMP WITHOUT RAISED OBSTACLES THAT COULD PATSTAKENLY BE TRAVERSED BY A USER WHO IS VISUALLY IMPAIRED. CONCRETE FLARE LENGTHS ADJACENT TO NON -WALKABLE SURFACES SHOUL0 BE LESS THAN &LONG MEASURED ALONG THE RAMPS FROM THE BAC4 OF CURB. 0 0" CURB HEIGHT.. 0 FULL CURB HEIGHT. 0�. 2'FOR 4" HIGH CURB 4N0 3"FOR 6" NIGH CURB. 0 SIDE TREATMENTS ARE APPLICABLE TC ALL RAMP TYPES ANN SHOULD BE IMPLEMENTED AS NEEDED AS FIELD CONDITIONS DICTATE THE ENGINEER SHALL GE7ERMINE THE RAMP SIDE TREATMENTS BASED ON MAINTENANCE OF BOTH ROADWAY AND 51DEWALK. ADJACENT PROPERTY CONSI1ERATIONS.ANO MITIGATING CONSTRUCTION IMPACTS. Q TYPICALLY USED FOR MEDIANS AND ISLANDS. 0 WHEN N0 CONCRETE FLARES ARE PROP05ED,THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE EDGE OF ROADWAY, MAINTAIN 3" MAX"BETWEEN EDGE of DOMES AND EDGE OE CONCRETE. 0 IF NO CURB ANC GUTTER IS PLACED IN RURAL SEC710145,DETECTABLE WARNINGS SHALL BE PLACED 1' FROM f:� THE EDGE OF BITLSIINOUS ROADWAY AND/0R BITUMINOUS -SHARED -USE PATH TO PROVIDE 415UAL CONTRAST. 0 ALL CONSTRUCTED CORES MUST HAVE A CONTINUOus DETECTABLE EDGE FOR TIE VISUALLY IMPAIRED. THIS DETECTABLE EDGE REQUIRES DETECTABLE WARNINGS WHEREVER THERE IS ZERO -INCH HIGH CURB.CURB TAPERS ARE CONSIDERED A DETECTABLE EDGE WREN THE TAPER STARTS WITHIN 3" OF THE LOGE OF THE DETECTABLE WARNINGS AND UNIFORMLY RISES TO A 3-INCH MINIMUM CURB HEIGHT.ANY CURB NOT PART OF A CURB TAPER ANC LESS THAN 3 INCHES IN HEIGHT IS NOT CONSIDERED A DETECTABLE EDGE AND THEREFORE 15 NOT COMPLIANT WITH ACCESSES/E1TY STANDARDS. (43CRILL AND GROUT 1 - N0.9 12" LONG REINFORCEMENT BAR [EPDXY COATE0IWITH 3" MIN. COVER. REINFORCEMENT BARS ARE NOT NEEDED IF THE APPROACH NOSE 1S POURED INTEGRAL WITH THE V CURB. ()DRILL AND GROUT 2 - 110.4 12" LONG REINFORCEMENT BARS [EPDXY COATED1WITH 3" MIN. COVER. REINFORCEMENT BARS ARE NOT NEEDED IF THE APPROACH N05E IS POURED INTEGRAL WITH THE CURB AND GUTTER. ( 510E TREATMENT EXAMPLES SHOWN ARE WREN THE INITIAL LANDING 15 APPROXIMATELY LEVEL WITH THE FULL HEIGHT CURB O.E.6'LONG RAMP FOR 6" HIGH CUR81, WREN THE INITIAL LANCING IS MORE THAN 1" BELOW FALL HEIGHT CURB REFER TO SHEETS 1 & 2 TO MODIFY THE CURB HEIGHT TAPERS AND MAINTAIN POSITIVE BOULEVARD DRAINAGE. NEAREST EDGE OF DETECTABLE WARNING SURFACES SHALL BE PLACED 12' MINIMUM TO 15'MAXIMUM FROM THE NEAREST RAIL. FOR SKEWED RAILWAYS IN NO INSTANCE SHALL THE DETECTABLE WARNING BE CLOSER THAN 12' MEASURED PERPENDICULAR TO THE NEAREST RAIL. ▪ WHEN PEDESTRIAN G4TE5 ARE PROVIDED,DETECTFBLE WARNING SIWFACES SHALL BE PLACE() ON THE SIDE OF THE GATES OPPOSITE THE RAIE.2'FROM THE � APPROACHING SIDE OF THE GATE ARM,THIS CRITERIA GOVERNS OVER NOTE() ©CROSSING SURFACE SHALL EXTEND 2' MINIMUM PAST THE OUTSIDE EDGE OF WALK 0R SHARED -USE PATH. (OTTER MEDIANS AND SPLITTER ISLANDS. NOSE CAN BE REDUCE0 TO IRON FREE RIGHT ISLANDS. @ SIDEWALK TO BE PLACED B.TS'MIN.FROM THE FACE OF CURB/PROJECTED FACE OF CORB.THIS ENSURES MIN.CLEARANDE BETWEEN THE SIOEWALM AND GATE ARM COUNTERWEIGHT SUPPORTS. REM. APPROVER 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5-297.250 4 OF 6 2'M4X WALKABLE SURFACE NON -WALKABLE SURFAC COMBINED DIRECTIONAL CD NON -WALKABLE SURFACE 5' MAX BACK OF CURB FLOW LINE FRONT OF GUTTER IF NON -CONCRETE BLVD.IS CONSTRUCTED AND 15 LESS THAN 2'14 WIDTH AT TOP OF CURB TRANSITION,PAVC CONCRETE RAMP WIDTH TO ADJACENT BACK OF CURB. STANDARD ONE-WAY DIRECTIONAL ® REVISION, APPR VEE,JAN0ART 23.2017 NON -WALKABLE CR WALKABLE SURFACE BACK OF CURB FLOW LINE FRONT OF CUTTER DIRECTIONAL RAMP WALKABLE FLARE GRADE BREAK MAX.2.0% SLOPE IN ALL DIRECTIONS DETECTABLE WARNING PLACEMENT WHEN 0/R,� SETBACk CRITERIA 15 EXCEEDED YY ONE-WAY DIRECTIONAL WITH DETECTABLE WARNING AT BACK OF CURB 10% MIN. 2.0% MAX AS. RAMP VAMSEiliNSONI 6" CONCRETE WALK 2.ox-3.o2 GUTTER SLOPE SECTION D-D CURB FOR DIRECTIONAL RAMPS O GRADE BREAK NOTES: LANDINGS SHALL BE LOCATED ANYWHERE THE PEDESTRIAN ACCESS ROUTE 100010RANGES DIRECTION,AT THE TOP OF RAMPS THAT HAVE RUNNING SLOPES GREATER THAN 5.0%, AND 1F THE APPROACHING WALK 85 INVERSE GRADE. INITIAL ORB RAMP LANDINGS SHALL BE CONSTRUCTED WITHIN 15'FROM THE BACK OF CURB.WITH G'FROM THE BACK OF CURB BEING THE PREFERRED DISTANCE.ONLY APPLICABLE WHEN THE INITIAL RAMP RUNNING SLOPE IS OVER 5.0%. SECONDARY CURB RAMP LANDINGS ARE REQUIRED Fon EVERY 30" OF VERTICAL RISE WHEN THE LONGITUDINAL SLOPE IS GREATER THAN S.ot.. CONTRACTION JOINTS SHALL BE CONSTRUCTED ALONG ALL CRANE BREAKS WITHIN THE PAR.1/4" BEEP VISUAL JOINTS SHALL BE USED AT THE TOP GRADE BREAK OF CONCRETE FLARES ADJACENT TO WALKABLE SURFACES. ALL GRADE BREAKS WITHIN THE PAR SHALL BE PERPENDICULAR TO THE PATH OF TRAVEL. THUS BOTH SIDES OF 4 SLOPED WALKING SURFACE MUST BE EQUAL LENGTH. TO ENSURE INITIAL RAMPS AND INITIAL LANDINGS ARE PROPERLY C0N5TRUCTED,LANDINGS SHALL BE CAST SEPARATELY.FOLLOW SIDEWALK REINFORCEMENT DETAILS ON SHEET 6 ARE ERE ADA SPECIAL PROVISION (PROSECUTION BF WORK1. TOP OF CURB SHALL MATCH PROPOSED ADJACENT WALK GRADE. WHEN THE BOULEVARD IS 9'WIOE OR LESS.THE TOP OF CURB TAPER SRALL MATCH THE RAMP SLOPES 10 REDUCE NEGATIVE BOULEVARD SLOPES FROM THE TOP BACK of CURB TO THE PAR. ALL RAMP TYPES SHOULD HAVE A MINIMUM 3' LONG RAMP LENGTH. 4'MINIMUM WIDTH OF DETECTABLE WARNING 15 REQUIRED FOR ALL RAMPS,DETECTABLE WARNINGS 5H4LL CONTINUOUSLY E%TEND FOR A MIN.GF 24" IN THE PATH OF TRIYEL.DETECT4BLE WARNING TO COVER ENTIRE COTE OF SHADED -USE PATH AND THE ENTIRE PAR WIDTH OF THE WALK. DETECTABLE WARNING SHOULD BE 6" LESS THAN THE PAR/PATH WIDTH.ARC LENGTH OF RADIAL DETECTABLE WARNINGS SHOULD MOT BE GREATER THAN 20 FEET. RA014L DET EIHU E WARNINGS SHALL BE SETBACK 3" MINIMUM TO 6" MAXIMUM FROM THE BACK OF CURB. SEE NOT1150 8 0, FOR TNF0RMAT10N REGARDING RECTANGULAR DETECTABLE WARNING PLACEMENT. 0,MATCH FULL CURB HEIGHT. 0 3" RICH CURB WHEN USING A 3'LONG RAMP 4" NIGH CURD WREN USING A 4'L0NG RAMP. 03 3" MINIMUM CURB HEIGHT 15.5'MIN.DISTANCE REQUIRED BETWEEN DOMES; 4" PREFERRED 1T' MIN.DISTANCE 11E0020E0 BETWEEN DOMES). 0 THE "BUMP" IN BETWEEN THE RAMPS SHOULD NOT BE IN THE PATH OF TRAVEL FOR COMBINED DIRECTIONAL � RAMPS. 1F THIS OCCURS MODIFY THE RAMP LOCATION OR SWITCH RAMP TO A FAN/DEPRESSED CORNER, 0J WHEN USING CONCRETE PAVED FLARES ON THE OUTSIDE OF DIRECTIONAL RAMPS, ANN ADJACENT TO A WALKABLE SURFACE.DIRECTIONAL RAMP FLARES SHOULD HE USED. SEE THE DETAIL ON THIS SHEET. MAX.2.0Y. SLOPE 6 GRADING SHALL ALWAYS. BE USER WHEN FEASIBLE.V CURB 1F USEO.SHALL BE PLACED 9UTSI0E THE SIDEWALK N ALL DIRECTIONS LIMITS WHEN RIGHT OF WAY ALLOWS. WHEN ADJACENT To PARKING L0T5"CONCRETE OR BITUM3M0u5 TAPERS SHOULD BE USED OVER V CURB TO REDUCE TRIPPING HAZARDS AND FACILITATE SNOW N ICE REMOVAL. l MAX.2.0% SLOPE IN ALL DIRECTIONS IN FRONT OF GRADE BREAK AND DRAIN TO FLOW LINE SHALL BE CONSTRUCTED INTEGRAL WITH CURB AND GUTTER. 08 8x TD 1D% WALKABLE FLARE. ( PLACE DOMES AT THE BACK OF CURB WHEN ALLOWABLE SETBACK CRITERIA IS EXCEEDED. (0 FRONT EDGE OF DETECTABLE WARNING SHALL BE SET BACK 21.4AXIMUM WHEN ADJACENT TO WALKABLE SURFACE AND 5' MAXIMUM WHEN ADJACENT TO NON-WALNABLE SURFACE WITH ONE CORNER SET 3" FROM BACK OF CURB.A WALKABLE SURFACE I5 DEFINED AS A PAVED SURFACE ADJACENT TO A CURB RAMP WITHOUT RAISED OBSTACLES THAT COLRB MISTAKENLY BE TRAVERSED BY A USERWHO I5 VISUALLY IMPAIRED.. Q REGTANGUI.4R CETECTABLE WARNINGS MAY BE SETBACK BP TB 9. FROM THE BACK OF CURB WITH CORNERS SET 3" FROM BACK OF CURB. IF 9" SETBACK IS EXCEEDED USE RADIAL DETECTABLE WARNINGS. ® FOR DIRECTIONAL RAMPS WITH THE DETECTABLE WARNINGS PLACED Al THE BACK OF CURLER! DETECTABLE WARNINGS SHALL COVER THE ENTIRE WINE OF THE WALK/PATH.1H15 ENSURES A DETECTABLE EDGE AND HELPS ELIMINATE THE CURB TAPER OBSTRUCTING THE PATH OF PEDESTRIAN TRAVEL THE CONCRETE WALK SHALL BE FORMED AND CONSTRUCTED PERPENDICULAR TO THE BACK OF CURB. MAINTAIN 3" BETWEEN EDGE OF COMES AND EGGS OF CONCRETE. TO BE USED FOR ALL DIRECTIONAL RAMPS.EXCEPT WHERE DONE5 ARE PLACED ALONG THE BACK OF CURB. 6" CONCRETE WALK 3" MINIMUM CLASS S. AGGREGATE BASE TYPICAL SIDEWALK SECTION WITHIN INTERSECTION CORNER LEGEND THESE LONGITU21N2L SLOPE RANGES SHALL BE THE STARTING PDINT.IF SITE CONDITIONS WARRANT.LONGITUOINAL SLOPES UP TO 8.3% OR FLATTER ARE ALLOWED. INDICATES PEDESTRIAN RAMP - 51000E SHALL BE BETWEEN 5.0% MINIMUM AND 8.3% MAXIMUM IN THE 01RECTION SHOWN AND THE CROSS SLOPE SHALL NOT EXCEED 2.0% F IRRIGATES PEDESTRIAN RAMP - SLOPE SHALL BE GREATER THAN 2.0%. AND LESS THAN 5.0% IN THE DIRECTION SHOWN / AND CROSS SLOPE SHALL NOT EXCEED 2.0... 177 LANDING AREA - 4.X 4'MIN.15'% 5' MIN. PREF1RREDIDIMENSI0N5 AN0 MAX. �d 2.0% SLOPE IN ALL DIRECTIONS. LANDING SHALL BE FULL WIDTH OF INCOMING PARS. X. CURB HEIGHT TWIWWW, (! i 50 Sw+� STATE DESIG, [144411R APPROVER 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5-297.250 2 OF 6 V CURB ADJACENT TO LANDSCAPE CURB WITHIN SIDEWALK LIMITS .EXISTING - WALK .- V CURB ADJACENT TO LANDSCAPE CURB OUTSIDE SIDEWALK LIMITS 4' MIN. LANDING 6" WIDE v-GDRB 1 TEE 4ARIABLE HEIGHT RH BUTTONS TO EEDGE OF SIDEWALK MUST NOT EXCEED 10 INCHES 6" NICE v-CURB 30" X 30" 50UARE 9" PEDESTAL POLE U PEDESTAL FOUNDATION !LINE UP CENTER OF POLE [MOST BE FLESH WITH WITH TEE BACK OF V-CURB[ THE SURROUNDING WALKS PLAN VIEW AP5 PUSH BUTTON (SAUNTING SPA DDLE AO PTCOR ) 6" WIDE V-CURB TOP OF WAL SECTION B-B SIGNAL PEDESTAL & PUSH BUTTON IV -CURB) REVISION, APPR VED:JANNARY 23:2017 V CURB INTERSECTION V CURB ADJACENT TO BUILDING OR BARRIER CONCRETE CURB DESIGN V CURE HEIGHT CURB WHITE H W <6" 4" x6" 6" 6" WIDE (Y-CURB 4' MIN. LANDING ir-EUTT0N TON EDC£ 0 SIDEWALK MU iT NOT EXCEED 10 INCHES 6" WIDE) A+I 4" PUSH BUTTON STATION POLE APS PUSH ELUTION MOUNTING SPACERS 15AD0LE A24PT0851 16" ARM CONCRETE To MATCH HEIGHT OF ADJACENT 6" WIDE V-GDRB VARIABLE HEIGHT 6' 4-CURB le" WIRE BY 18" LONG, MIN.12" THICK CONCRETE. MODIFY THE PUSH BUTTON STATION TO ALLOW A SQUARE FOUNDATION. TOP or SECTION A -A PUSH BUTTON STATION IV -CURB) PUSH EII0110N SEMI -DIRECTIONAL RAMP (3.4.9) 3' DOME SETBACK, 4' LONG RAMP AND PUSH BUTTON 9'FROM THE BACK 0'r CURB PRIMARILY USED FOR APS APPLICATIONS WHERE THE PAR DUES NOT CONTINUE PAST THE PUSH BUTTON [DEAD-END SIDEWALK[ INSET A WALKABLE FLARE PEDESTRIAN PATH 'OF TRAVEL EXISTING SIDEWALK r --- I I L52 I 4,5X IVAR.I I �J I 5.0' IVAR.1 ---- INS€Tp TRANSITION PANEL O NOTES: A WALKABLE FLANS IS AN B-1o0 CONCRETE FLANS THAT I5 REQUIRED WHEN THE FLARE I5 ADJACENT TO A WALKABLE SURFACE.OR WHEN THE PEDESTRIAN PATH OF TRAVEL OF A PUSH BUTTON TRAVERSES THE FLARE ALL 4 CURB CONTRACTION JOINTS SHALL MATCH CONCRETE WALK JOINTS. WHERE RIGHT-OF-WAY ALLOW5.USE OF V CURB SHOULD BE MINIMIZED.GRA0ING ADJACENT TURF OR SLOPING ADJACENT PAVEMENT IS PREFERRED. V CURB SHALL BE PLACED OUTSIDE THE SIDEWALK LIMITS WHEN RIGHT OF WAY ALLOWS.. V CURB NEXT TO BUILDING SHALL BE A 4" WIDTH AND SHALL MATCH PREVIOUS TOP OF SIDEWALK ELEVATIONS. 0 END TAPERS AT TRANSITION RECITER MOLL MATCH INPLACE SIDEWALK GRADES. 0 ALL V CURB SHALL HATCH W01TOM of ADJACENT WALK. 03 EDGE BETWEEN NEW V CURB AND INPLACE STRUCTIME SHALL BE SEALED AND BOND BREAKER SHALL BE USED BETWEEN EXISTING STRUCTURE AND PLACED 4-CURB. Q THE MAX.RATE OF CROSS SLOPE TRANSITIDNING IS 1 'LINEAR FOOT OF SIDEWALK PER HALF PERCENT CROSS SLOPE. WHEN PAR WIDTH IS GREATER THAN G'QR THE RUNNING SLOPE I5 GREATER THAN 5'f.,D011BLE THE CALCULATED TRANSITION LENGTH. 05 TRANSITION PANELS ARE TO ONLY BE USED AFTER TIE R4MP,OR 1F NEEDED.LANDING ARE AT THE FILL CURB HEIGHT :TYPICAL SEGTIONI. ®EXISTING CROSS SLOPE GREATER THAN 2.00. LEGEND THESE LONGITUDINAL SLOPE RANGES SHALL BE THE STARTING POINT.0 SITE CONDITIONS WARRANT -LONGITUDINAL SLOPES UP T9 8.3: 0R FLATTER ARE ALLOWED. {SJ INDICATES PEDESTRIAN RAMP - SLOPE SHALL BE BETWEEN -1I 5.02 MINIMUM AND 83/" MAXIMUM EN THE DIRECTION SHOWN AND THE CR055 SLOPE SHALL NOT EXCEED 2.Ox. ®LANDING AREA - 4'k 'MIN.15' % 5'MI0. PREFERREDIDIMEN530N5 AND MAX 2.0N. SLOPE IN ALL DI ECTIONS. LAMBING SHALL RE FALL WIDTH OF INCOMING PARS. 0 TRANSITION PANELIST' TO BE USED FOR TBANSITIONINO THE CR05S-SL0PE. OF A RAMP TO THE EXISTIN WALK CROSS -SLOP.. HATE OF TRANSITION 5H0UL0 BE 0.5% PER 1 LINEAR FOOT OF WALK.SEE THIS SHEET FOR ADDITIONAL INFORMATION. REVISEIE APPROVER 1-23-2017 PEDESTRIAN CURB RAMP ❑ETAILS STANDARD PLAN 5-297.250 5 OF 6 7„ �pRONT OF GUTTER INSET All - \\\ 00 BACK OF CURB/ r1/9" FLOW LINE EDGE OF WALK %+ -5: 09 .. e. e. 1/4" 24" 1 8-12" PERPENDICULAR 0 BACK OF CURE/ 1- EDGE OF WALK INSET B OUTFLOW GUTTER( ) O 20' MAx. RECOMMENDED TO NOT AFFECT PARKING HOLD TANGENT 5' PAST OUTSIDE ZERO 03 MIN.TAPER ICOWNSTREAM SIDE REVISION: CD T" FRONT Oh F CUTTER 0 0 FLOW LINE 144" 2-3. 0 29" INSET Ail r BACK OF CURB/ �,'- LOGE �9F WALK AC/ 0 Ns--V4. NON PERPENDICULAR 0 PEDESTRIAN ACCESS ROUTE CURB & GUTTER DETAIL INSET A 1:3 MIN. TAPER 1,5 PREFERRED TAPER UPSTREAM SIDE, HOLD TANGENT 5' PAST ATRIUM ZERO ADA CURB EXTENSION WITH COMPOUND RADIUS (BUMP OUT)© DIRECTION OF TRAFFIC APPR VED: JANDARY 23, 2017 MAIN STREET SMALL RADIUS 2'-I0' TYPICAL LARGE RADIUS 20'-40'TYPICAL MILL VERTICAL EDGE ExI51ING BIT. PAVEMENT SAWCDT BIT. PAVEMENT EXISTING BIT. PAVEMENT INSET A FRONT OO/F�� GGLITTER\\` "✓ 0 FLOW LINE 1/4" 3!. 7" 24" 8-12" _ BACK OF CURB/ LOGE CF WALK 0 1/4" FOR CURB MACHINE PLACEMENT AROUND RADIUS CO REGARDLESS OF RAMP TYPE[ 24"MIN. 55$Q4 2" BITUMINOUS MILL & PATCH VARIABLE DEPTH CONCRETE BASE 2" BIT. PATCH 24"ARK. ONLY ALLOWED PER ENGINEER'S APPROVAL PAVEMENT TREATMENT OPTIONS IN FRONT OF CURB & GUTTER FDR USE ON CURB RAMP RETROFITS 7/ / J SMALL RADIUS 2'-10' TYPICAL COMBINED DIRECTIONAL (COMPOUND RADIUS) OPTIONAL SILL CURB WHEN SIDEWALK I5 AT BACK OF CURB CONCRETE SILL TO BE USED ONLY WHEN SPECIFIED IN TRW; PLAN. 54WCUT BIT. PAVEMENT EXISTING BIT. PAVEMENT 24 'MIN. SAWCUT CONCRETE PAVEMENT EXISTING CONCRETE PAVEMENT REMOVE & REPLACE EIT.PAYEMENT NOTES: P05ITIVE FLOW LINE DRAINAGE SHALL BE MAINTAINED THROUGH THE PEDESTRIAN ACCESS ROUTE IPARIAT A 2X. MAXIMUM. NO PONDING SHALL BE PRESENT IN THE PAR. ANY VERTICAL LIP THAT OCCURS AT TEE FLOW LINE SHALL NOT BE GREATER THAN 1/4 INCH. 0 FOR USE AT GURB CUTS WHERE THE PEDESTRIANS PATH OF TRAVEL IS A55UME0 PERPENDICULAR TO THE GUTTER ▪ FLOW LINE.RAMP TYPES INCLU0E,PERPENOICUL4R.TIERED PERPENDECULAR,P4RALLEL, AND DIAGONAL RAMPS. (0, FOR USE AT CURB RAMPS WHERE TEE PEDESTRIAN'S PATH OF TRAVEL I5 ASSUMED NON � PERPENDICULAR To THE GUTTER FLOW LINE.RAMP TYPES INCLUDE.FANS & DEPRESSED CORNERS. /UBEGIN GUTTER SLOPE TRANSITION 10'OUTSIDE OF ALL CURB RAMPS. 40 THERE SHALL BE Na VERTICAL DISCONTINUITIES GREATER THAN 1/4" 0 5 ELEVATION CHANGE TAKES PLACE FROM THE EXISTING TO NEW FRONT OF GUTTER. PATCH IS U5E0 To MATCH TEE NEW GUTTER FACE 1N10 THE EXISTING F0ACW4Y, ©� VARIABLE WIDTH FOR DIRECTIONAL CURB APPLICATIONS.SEE SHEET 2 FOR DIRECTIONAL CURB SLOPE REQUIREMENTS. \'J T0P FRONT OF GUTTER SHALL RE CONSTRUCTED FLUSH WITH PROPOSED ADJACENT PAVEMENT ELEVATION. T0P 1.5" OF THE GUTTER FACE MUST BE A FORMED EDGE. PAR GUTTER SHALL NOT BE OVERLAID. 08 SHOULD BE USED AT VERTICALLY CONSTRAINED AREAS WHEN AT A DRAINAGE HIGH POINT OR SUPER ELEVATED ROADWAY SEGMENTS. Q DRILL AH10 GROUT N0.4 EPDXY -COATED 18" LONG TIE BARS AT 30" CENTER TO CENTER INTO EXISTING CONCRETE PAVEMENT RUNNER FROM ALL JOINTS. HELPS PROVIDE TWO SEPARATE RAMPS,REDUCES THE DOME SETBACK LENGTH AND MINIMIZES DIRECTIONAL CURB. THIS RADIUS DESIGN CLOSELY FOLLOWS THE TURNING VEHICLE PATH WHILE OPTIMIZING CURB RAMP LENGTH, © CURB EXTENSIONS SHOULD BE UGED IN VERTICALLY CONSTRAINED AREAS, USUALLY IN DOWNTOWN ROADWAY SEGMENTS WHERE 0N-STREET PARKING IS AVAILABLE CI40 EXTEN5ION5 SHOULD BE CONSIDERED FOR AP5 INTERSECTI0N5 WHERE SPACE IS LIMITED. PUSH BUTTONS MUST MEET APS CRITERIA AS DESCRIBED IN THE PUSH BUTTON LOCATION. DETAIL SHEET. Q PLACE BOND BREAKER BETWEEN WALK AND TOP OF SILL. 1/2" PREFORMED JOINT FILLER PER MN001 SPEC.3102. ® DIMENSION TO BE SAME AS SIDEWALK THICKNE55.4" MIN. APPROVER 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5-297.250 3 OF 6 \ \ \ \ \ \ \ \ 1.0% MIN. 5.0% MAX. \ eys \ \ \ \ o AA�k' \ \ LOGE of THROUGH LANE LON MN_ NON MAX, LANDING LON CURB LINE AND ROAD CROSSING ADJUSTMENTS REVISION BOULEVARD EXPANSION MATERIAL PLACEMENT FOR CONCRETE AND BITUMINOUS ROADWAYS PEDESTRIAN RAMP BOULEVARD OPTIONAL CURB LINE F(EINFORCEMENT 0 PLACEMENT ON BITUMINOUS ROADWAYS PEDESTRIAN RAMP CHANCE LOX MAILOR DP TO 411 CHANGE FLOW LINE PROFILE '' TABLE' - TWIN PERPENDICULARS PEDESTRIAN RAMP GHANGE FLOW LINE PROFILE "TABLE" PEDESTRIAN RA PRETILE view 4. SIECNALK ITYPICALI OPTIONAL SIDEWALK REINFORCEMENT ONLY WHEN SPECIFIED IN THE PLAN. SAW CONCRETE SIDEWALK FULL DEPTH 05 EXISTING Joint ONEIDENTAL) sAwcuT LEN MIN. 5.112 MAX. Wet FLOW LINE PROFILE RAISE - TWIN PERPENDICULARS rLOX MIN. PEDESTRIAN IRAN? LON MIN. L5X PREFERRED RON MAX. FLOW LINE PROFILE RAISE - FAN "TABLINCN OF CROSSWALKS MEANS MAINTAINING LESS THAN 72 CROSS SLOPE WITHIN A CROSSWALK. IS REWIRED WHEN A ROADWAN IS IN A STOP OR YIELD CONDITION AND FRE PROJECT SCOPE ALLONS. RECONSTRUCTIEN PIROJECTS,ON FULL PAVEMENT REPLACEMENT PROJECTS /S REQUIRED YUEN THE EXISTING FLOw LINE IS GREATER THAN 27..wARPING OF TNE BITUMINOUS PAVEMENT CAN NOT EXTEND INTO THE THROUGH LANE.TABLE THE ELOW LINE To 2% oR As 31.1.115LE. FLOW TINE UR TO 47. CRAWE FROM EXISTING SLOPE IN FRONT OF PEOESTRION RAMP A/UP TO 2% CHANCE IN FLOW LINE FROM EXISTING SLOPE BEYOND THE FUESTRIAN CURB RAMP STAND-ALONE ADA RETROFITS:FOLLOW MILL & OVERLAY CRITERIA ABOVE HOWEVER ALL PAVEMENT WARPING IS CONE NIT. BITUMINOUS PATCHING ON BITUMINOUS ROADWAYS AND FULL -DEPTH APRON REPLACEMENT ON CONCRETE ROADWAYS. RAISING Of CuRB LINES SHOuL0 OCCuR IN vERTICALLT CONSTRAINED AREAS-RATSE THE MRS LINES DAMEN TO ALLOW COMPLIANT RAmPS OR AS MoCis AS POSSIELE WHILE ADHERING TO THE FOLLOWING CRITERIA; 1,1.0N MIN.AND SON MENNEN CROSS -SLOPE OF TEE ROAD 211.01Z MIN.FLOW LINE ION EIRER SIDE OF PEDESTRIAN RAMETO MAINTAIN POSITIVE DRAINAGE PROPOSED CURB AND CUTTER OPTIONAL CURB LINE REINFORCEMENT DETAILS 0® FOR USE ON CURB RAMP RETROFITS CURB AND GUTTER, REINFORCEMENT '•••9 SEPARATE LANDING 0 POUR REINFORCEMENT 0 TO ENSURE RAMPS AND LANDINGS ARE PROPERLY CONSTRUCTEO, ALL INITIAL LAEDINGS AT A TOE OF A RAMPED SURFACE (FUNNING SLOPE GREATER THAN 2N)SHALL BE FORMED AND PLACED SEPARATELy IN AN INDEPENDENT CONCRETE POUR. FOLLOW SIDEWALK RE/NFORCEMENT DETAILS ON TNIS SHEET FOR ALL SEPAPATELy POURED INITIAL LANDINGS. TO CENTER !Epoxy GuATEUL BARS To BE ADJusTER To WATCH RAmP GRADE. C) MILL AND GROUT 2 - NO.4 X 12"EONG REINFORCEMENT BARS 'EPDXY COATEOE REINFORCEmENT REWIRED FOR ALL CONSTRUCTION JOINTS WITHIN RADIUS. 0 THIS OPTIONAL CURB LINE REINFORCEMENT DETAIL sHouLD oncy BE USED ON BITUMINOUS ROADWAYS MIEN SPECIFIED IH THE PLAN. 4411 6M 1-23-2017 PEDESTRIAN CURB RAMP DETAILS STANDARD PLAN 5-297.250 6 OF 6 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 rt v \ vt wilson uJ 114 BRICK ST, STILLWATER, MN 55082 1- (.) f:e 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 CIVIL DETAILS C5.2 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. PLANT SCHEDULE - ENTIRE SITE 1 1 1 1 1/2 1 1 1 1 1 1 1 �aM B51 • + + + --- —+■■ems + + + + + + + + + + -' + + + + + + + + + + _ j+ + + + + + + + + + + + + + + + -- + + + .F+ 1+ + ++++1 + ±+ + + + + + + + + „At ,_ ++ -I + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + i + + + + + + • • ftft ftft ��■/�■■rJ■■■■11■■ OMMINI r■■■1110All 14 **. 10410 • FIRE ACCESS LANE, 20' OVERALL WIDTH. ALL GRASS IN FIRE ACCESS LANE MUST BE GRASSPAVE, SEE ARCH ♦ ♦ 18" bECORATIVE ROCK MAIN NANCE STRIP, TYP. FOUND 1 2„ \BON PIPE— T LEGIBLE FOUND RLS# NO O - DIVI ■ ' � ► ■Fm� tal WETLA r ARIA C '`'- 859.9 Via* • :,r' LAMB' ` ■■���. ■1\IIIIL. �.� ■1■1111111=!111 18" DECORATIVE ROCK MAINTENANCE STRIP, TYP it 1 r-■■■. r■r i••u b nIU � ft, • ■■u • m • n■■■ • �■■ • ,ua • 111 • • WETLAND AREA D 57,074.67 SF 18" DECORATIVE ` • ROCK MAINTENANCE STRIP, TYP. .—� litai■■ IIIIIIIII■■■���%i/ p r leirOVIrvA ftk MNIM■■M■■N■■■■■■■\\■■POIM\■■■■■\1■■■■■■■mir�►"IL!C7 1:.i►; .. I:"::: FLOW—B7u.43 NV =838.63 PMD BMH BES SYM QUANT. NWM SHL SWO GSL HB RB COMMON NAME DECIDUOUS TREES 15 NORTHWOOD RED MAPLE 6 SKYLINE HONEYLOCUST 9 SWAMP WHITE OAK 12 GREENSPIRE LINDEN 3 HACKBERRY 7 RIVER BIRCH PFe , 7 ABS 2 3 BHS CS 7 12 AP LLH 12 AMC AFD LQFH NCB ORNAMENTAL TREES PRAIRIEFIRE FLOWERING CRAB AUTUMN BRILLIANCE SERVICEBERRY RING SNOW FLOWERING CRAB ARON FLOWERING CRAB EVERGREEN T CK HILLS SP COL DO SPRUCE PINE Ai TRIA ' 'INE HRUBS - CONII<FRO = EV LIT LIME HYDRAItGEA GREEN 59 AUTUMQIC CHOKEBE 26 ARCTIC FIRE D INCIiQ•D 30 LITTLE QUICK FIRE H PT GEA 33 NORTHERN CHARM BOX WI PERENNIALS & GRASSES AJS 14 AUTUMN JOY SEDUM I 100 PARDON ME DAYLILLY 12 BLUEBERRY' MUFFIN HOSTA I 38 GOLDSTURM RUDBECKIA I YWA 11 YOUNIQUE WHITE ASTILBE CS 57 CARADONNA SALVIA SSD 62 STELLA SUPREME DAYLILY 869 87/ 870 516 - 15-SSD 2 - PFC CONSTRUCTION LIMIT EXISTING BUILDING 861.4 SMH IN —1 50.9 -- 60 BOTANICAL NAME Acer rubrum 'Northwood' Gleditsia triacanthos 'Skycole' Quercus bicolor Betula nigra Malus 'Prairiefire' Amelanchier x grandiflora 'Autumn Brilliance (tree form)' Malus 'Spring Snow' Malus 'Red Baron' Crataegus crus-galli 'Inermis' Picea glauca 'Densata' Picea pungens Pinus strobus Pinua nigra Hydrangea paniculata 'Little Lime' Aronia melanocarpa 'Autumn Magic' ornus sericea 'Farrow' / Hydrangea paniculata 'SMHPLQF' Buxus 'Wilson' Sedum 'Autumn Joy' Hemerocallis'Pardon Me' NMosta'Blueberry Muffin' -I Kudbeckia fulgida 'Goldsturm' 0 6' 50 1 GV Astilbe 'Verswhite' Salvia x sylvestris 'Caradonna' Hemerocallis'Stella Supreme' LANDSCAPE NOTES: SIZE ROOT 2.5" CAL. 2.5" CAL. 2.5" CAL. 2.5" CAL. 2.5" CAL. 2.5" CAL. 1.5" CAL. 1.5" CAL. B&B B&B B&B B&B B&B B&B B&B B&B 1.5" CAL. B&B 1.5" CAL. B&B 1.5" CAL. B&B COMMENTS STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM STRAIGHT LEADER. FULL FORM 6' ht. B&B STRAIGHT LEADER. FULL FORM 6' ht. B&B STRAIGHT LEADER. FULL FORM 6' ht. B&B STRAIGHT LEADER. FULL FORM 6' ht. B&B STRAIGHT LEADER. FULL FROM 36" HT. CONT. 24" HT. 24" HT. CONT. CONT. 24" HT. CONT. 24" HT. CONT. #1 CONT. #1 CONT. #1 CONT. #1 CONT. #1 CONT. #1 CONT. #1 CONT. 1. ALL SHRUB BEDS SHALL BE MULCHED WITH 4" DEPTH OF DOUBLE SHREDDED HARDWOOD MULCH OVER WEED BARRIER. OWNER'S REP SHALL APPROVE MULCH SAMPLE PRIOR TO INSTALLATION. EDGING SHALL BE METAL EDGING OR APPROVED EQUAL. 2. ALL TREES SHALL BE MULCHED WITH SHREDDED HARDWOOD MULCH TO OUTER EDGE OF SAUCER OR TO EDGE OF PLANTING BED, IF APPLICABLE. ALL MULCH SHALL BE KEPT WITHIN A MINIMUM OF 2" FROM TREE TRUNK. 3. PLANT MATERIALS SHALL CONFORM WITH THE AMERICAN ASSOCIATION OF NURSERYMEN STANDARDS AND SHALL BE OF HARDY STOCK, FREE FROM DISEASE, DAMAGE AND DISFIGURATION. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING PLUMPNESS OF PLANT MATERIAL FOR DURING OF ACCEPTANCE PERIOD. 4. UPON DISCOVERY OF A DISCREPANCY BETWEEN THE QUANTITY OF PLANTS SHOWN ON THE SCHEDULE AND THE QUANTITY SHOWN ON THE PLAN, THE PLAN SHALL GOVERN. 5. CONDITION OF VEGETATION SHALL BE MONITORED BY THE LANDSCAPE ARCHITECT THROUGHOUT THE DURATION OF THE CONTRACT. LANDSCAPE MATERIALS PART OF THE CONTRACT SHALL BE WARRANTED FOR ONE (1) FULL GROWING SEASONS FROM SUBSTANTIAL COMPLETION DATE. 6. ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES SHALL RECEIVE 4" LAYER LOAM AND SOD AS SPECIFIED UNLESS OTHERWISE NOTED ON THE DRAWINGS. 7. COORDINATE LOCATION OF VEGETATION WITH UNDERGROUND AND OVERHEAD UTILITIES, LIGHTING FIXTURES, DOORS AND WINDOWS. CONTRACTOR SHALL STAKE IN THE FIELD FINAL LOCATION OF TREES AND SHRUBS FOR REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. 8. ALL PLANT MATERIALS SHALL BE WATERED AND MAINTAINED UNTIL ACCEPTANCE. 9. REPAIR AT NO COST TO OWNER ALL DAMAGE RESULTING FROM LANDSCAPE CONTRACTOR'S ACTIVITIES. 10. SWEEP AND MAINTAIN ALL PAVED SURFACES FREE OF DEBRIS GENERATED FROM LANDSCAPE CONTRACTOR'S ACTIVITIES. LEGEND ++++++ + + + + + + + + + A. • SEED TYPE 1 - MNDOT 34-262 WET PRAIRIE, PER MNDOT SEEDING MANUAL SPECIFICATIONS (2014) SEED TYPE 2 - MNDOT 35-221 DRY PRAIRIE GENERAL, PER MNDOT SEEDING MANUAL SPECIFICATIONS (2014) 1" DIA. DECORATIVE ROCK MULCH OVER FILTER FABRIC, SAMPLES REQUIRED SHREDDED HARDWOOD MULCH OVER FILTER FABRIC, SAMPLES REQUIRED SOD PROPOSED CANOPY & EVERGREEN TREE SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES PROPOSED DECIDUOUS AND EVERGREEN SHRUB SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES PROPOSED PERENNIAL PLANT SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES DECORATIVE BOULDERS, 18"-30" DIA. GOPHER STATE ONE CALL W W W.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 1" = 20'-0" Q 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 aas wilson architects PROJECT 114 BRICK ST, STILLWATER, MN 55082 1- 0 w Z V ce Z 0 J co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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 LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. Patrick J. Sarver DATE 09/15/17 LICENSE NO. 24904 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 LANDSCAPE PLAN L1.0 10'-0" 0 20'-0" ©COPYRIGHT 2017 CIVIL SITE GROUP INC. IRRIGATION NOTES: 0 0 18" - VERIFY W/ PLAN SLOPE - MIN. 2%, MAX. 5:1 VERIFY W/ GRADING PLAN FINISHED GRADE III III II FACE OF BUILDING, WALL, OR STRUCTURE MIN. 3" LAYER OF ROCK MULCH AS SPECIFIED. PROVIDE SAMPLE TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION STAKED LANDSCAPE EDGER AS SPECIFIED, SEE MANUFACTURER'S INSTRUCTIONS AND SPECS. FOR INSTALLATION AND PLACEMENT WATER PERMEABLE GEOTEXTILE FABRIC AS SPECIFIED COMPACTED SUBGRADE AGGREGATE MAINTANENCE STRIP N TS 11111 I 1 1 I111- THREE TIMES WIDTH OF ROOTBALL DECIDUOUS & CONIFEROUS TREE PLANTING PRUNE AS FIELD DIRECTED BY THE LANDSCAPE ARCHITECT TO IMPROVE APPEARANCE (RETAIN NORMAL TREE SHAPE) THREE 2"X4"X8' WOODEN STAKES, STAINED BROWN WITH TWO STRANDS OF WIRE TWISTED TOGETHER. STAKES SHALL BE PLACED AT 120° TO ONE ANOTHER. WIRE SHALL BE THREADED THROUGH BLACK RUBBER HOSE COLLARS. ALTERNATE STABILIZING METHODS MAY BE PROPOSED BY CONTRACTOR. TRUNK FLARE JUNCTION: PLANT TREE 1"-2" ABOVE EXISTING GRADE COMPACT BOTTOM OF PIT, TYP. CUT AND REMOVE BURLAP FROM TOP 1/3 OF ROOT BALL. IF NON -BIODEGRADABLE, REMOVE COMPLETELY BACKFILL AS SPECIFIED MULCH TO OUTER EDGE OF SAUCER OR TO EDGE OF PLANTING BED, IF APPLICABLE. ROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPE NOTES AND PLAN NOTES FOR MULCH TYPE. KEEP MULCH MIN. 2" FROM PLANT TRUNK EXISTING GRADE SLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OF PLANTING BED RULE OF THUMB - MODIFY EXCAVATION BASED ON LOCATION OF PLANT MATERIAL AND DESIGN OF BEDS OR OVERALL PLANT PLACEMENT N TS THREE TIMES WIDTH OF ROOTBALL PRUNE AS FIELD DIRECTED BY THE LANDSCAPE ARCHITECT TO IMPROVE APPEARANCE (RETAIN NORMAL SHAPE FOR SPECIES) PLANT TOP OF ROOTBALL 1-2" ABOVE ABOVE SURROUNDING GRADE ROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPE NOTES AND PLAN NOTES FOR MULCH TYPE. KEEP MULCH MIN. 2" FROM PLANT TRUNK ROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TO ENSURE PROPER BACKFILL-TO-ROOT CONTACT EXISTING GRADE SLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OF PLANTING BED BACKFILL AS PER SPECIFICATION DO NOT EXCAVATE BELOW ROOTBALL. RULE OF THUMB - MODIFY EXCAVATION BASED ON LOCATION OF PLANT MATERIAL AND DESIGN OF BEDS OR OVERALL PLANT PLACEMENT DECIDUOUS & CONIFEROUS SHRUB PLANTING N TS SIZE VARIES SEE LANDSCAPE PLAN PLANT TOP OF ROOTBALL 1-2" ABOVE ABOVE SURROUNDING GRADE ROCK OR ORGANIC MULCH, SEE GENERAL LANDSCAPE NOTES AND PLAN NOTES FOR MULCH TYPE. KEEP MULCH MIN. 2" FROM PLANT STEM ROOTS AT OUTER EDGE OF ROOTBALL LOOSENED TO ENSURE PROPER BACKFILL-TO-ROOT CONTACT EXISTING GRADE SLOPE SIDES OF HOLE OR VERTICAL SIDES AT EDGE OF PLANTING BED BACKFILL AS PER SPECIFICATION DO NOT EXCAVATE BELOW ROOTBALL. MODIFY EXCAVATION BASED ON LOCATION OF PLANT MATERIAL AND DESIGN OF BEDS OR OVERALL PLANT PLACEMENT PERENNIAL BED PLANTING N TS 1. ENTIRE SITE SHALL BE FULLY IRRIGATED. THE CONTRACTOR SHALL SUBMIT IRRIGATION SHOP DRAWINGS FOR REVIEW AND APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. 2. SEE MECHANICAL AND ELECTRICAL PLANS AND SPECIFICATIONS FOR IRRIGATION WATER, METER, AND POWER CONNECTIONS. 3. CONTRACTOR TO VERIFY LOCATION OF ALL UNDERGROUND/ABOVE GROUND FACILITIES PRIOR TO ANY EXCAVATION/INSTALLATION. ANY DAMAGE TO UNDERGROUND/ABOVE GROUND FACILITIES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND COSTS ASSOCIATED WITH CORRECTING DAMAGES SHALL BE BORNE ENTIRELY BY THE CONTRACTOR. 4. SERVICE EQUIPMENT AND INSTALLATION SHALL BE PER LOCAL UTILITY COMPANY STANDARDS AND SHALL BE PER NATIONAL AND LOCAL CODES. EXACT LOCATION OF SERVICE EQUIPMENT SHALL BE COORDINATED WITH THE LANDSCAPE ARCHITECT OR EQUIVALENT AT THE JOB SITE. 5. CONTRACTOR SHALL COORDINATE WITH LOCAL UTILITY COMPANY FOR THE PROPOSED ELECTRICAL SERVICE AND METERING FACILITIES. 6. IRRIGATION WATER LINE CONNECTION SIZE IS 1%" AT BUILDING. VERIFY WITH MECHANICAL PLANS.COVAGE. 7. ALL MAIN LINES SHALL BE 18" BELOW FINISHED GRADE. 8. ALL LATERAL LINES SHALL BE 12" BELLOW FINISHED GRADE. 9. ALL EXPOSED PVC RISERS, IF ANY, SHALL BE GRAY IN COLOR. 10. CONTRACTOR SHALL LAY ALL SLEEVES AND CONDUIT AT 2'-0" BELOW THE FINISHED GRADE OF THE TOP OF PAVEMENT. EXTEND SLEEVES TO 2'-0" BEYOND PAVEMENT. 11. CONTRACTOR SHALL MARK THE LOCATION OF ALL SLEEVES AND CONDUIT WITH THE SLEEVING MATERIAL "ELLED" TO 2'-0" ABOVE FINISHED GRADE AND CAPPED. 12. FABRICATE ALL PIPE TO MANUFACTURE'S SPECIFICATIONS WITH CLEAN AND SQUARE CUT JOINTS. USE QUALITY GRADE PRIMER AND SOLVENT CEMENT FORMULATED FOR INTENDED TYPE OF CONNECTION. 13. BACKFILL ALL TRENCHES WITH SOIL FREE OF SHARP OBJECTS AND DEBRIS. 14. ALL VALVE BOXES AND COVERS SHALL BE BLACK IN COLOR. 15. GROUP VALVE BOXES TOGETHER FOR EASE WHEN SERVICE IS REQUIRED. LOCATE IN PLANT BED AREAS WHENEVER POSSIBLE. 16. IRRIGATION CONTROLLER LOCATION SHALL BE VERIFIED ON -SITE WITH OWNER'S REPRESENTATIVE. 17. CONTROL WIRES: 14 GAUGE DIRECT BURIAL, SOLID COPPER IRRIGATION WIRE. RUN UNDER MAIN LINE. USE MOISTURE -PROOF SPLICES AND SPLICE ONLY AT VALVES OR PULL BOXES. RUN SEPARATE HOT AND COMMON WIRE TO EACH VALVE AND ONE (1) SPARE WIRE AND GROUND TO FURTHEST VALVE FROM CONTROLLER. LABEL OR COLOR CODE ALL WIRES. 18. AVOID OVER SPRAY ON BUILDINGS, PAVEMENT, WALLS AND ROADWAYS BY INDIVIDUALLY ADJUSTING RADIUS OR ARC ON SPRINKLER HEADS AND FLOW CONTROL ON AUTOMATIC VALVE. 19. ADJUST PRESSURE REGULATING VALVES FOR OPTIMUM PRESSURE ON SITE. 20. USE SCREENS ON ALL HEADS. 21. A SET OF AS -BUILT DRAWINGS SHALL BE MAINTAINED ON -SITE AT ALL TIMES IN AN UPDATED CONDITION. 22. ALL PIPE 3" AND OVER SHALL HAVE THRUST BLOCKING AT EACH TURN. 23. ALL AUTOMATIC REMOTE CONTROL VALVES WILL HAVE 3" MINIMUM DEPTH OF 3/4" WASHED GRAVEL UNDERNEATH VALVE AND VALVE BOX. GRAVEL SHALL EXTENT 3" BEYOND PERIMETER OF VALVE BOX. 24. THERE SHALL BE 3" MINIMUM SPACE BETWEEN BOTTOM OF VALVE BOX COVER AND TOP OF VALVE STRUCTURE. LEGEND 1" DIA. DECORATIVE ROCK MULCH OVER FILTER FABRIC, SAMPLES REQUIRED SHREDDED HARDWOOD MULCH OVER FILTER FABRIC, SAMPLES REQUIRED SOD PROPOSED CANOPY & EVERGREEN TREE SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES PROPOSED DECIDUOUS AND EVERGREEN SHRUB SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES PROPOSED PERENNIAL PLANT SYMBOLS - SEE SCHEDULE AND PLAN FOR SPECIES AND PLANTING SIZES DECORATIVE BOULDERS, 18"-30" DIA. GOPHER STATE ONE CALL WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 1" = 20'-0" 10'-0" 0 20'-0" L O M 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 PROJECT 114 BRICK ST, STILLWATER, MN 55082 1- 0 W Z V ce Z 0 J co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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 LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA. Patrick J. Sarver DATE 09/15/17 LICENSE NO. 24904 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 LANDSCAPE PLAN NOTES & DETAILS L1.1 nCOPYRIGHT 2017 CIVIL SITE GROUP INC. SWPPP NOTES: TOT A 866'5 FOUND 854.9 t t855.1 854.9 853.2 854.4 854.5 854.5 854.8 / B64.(i / / „(5 /1 9 g6../ /61/0 //I -- ` /// $61_2 881,48.�\ / / X r __ �\ \ I / / /Ai/ , XBIy \ \\ �\ �\ / / I l I Sp 2--__ -. \ \ \ \ / / 1o.� \\ \ , // n / / �` 1 \`\\\ `\�• / /, / / 119 9--� 85� 0 4�L/ 1 X���� RPp I 1 I I I / / j1 1 1 / I I // / I / I // // I // / / .i5802 �` n�' 1 `� 6-� / / // 1 / I / I I I / $13 4 I I / I 1 1 / I / 1 Sp SSp 9 a. / / BVN`' XB6'v.6 / / BBB 0 k15-P/ / / / IXBBp9 I / I / / / / I / 5i6 3 860.2 / 859 g 60.4 6/�iR A C F 8 I / I 1 1 / / )(BB B 0 1 .�'EfOr� //----- 858.7 . r- 58 8.7 X , 3 , �� p 1 \$B. �$ 8656---X 4 --9--X865g //_Xa6� 86X862' 562.0 X 566�6 X �63 .662.6 B62'2 ,:60.8 ,, p WELA // �;Zc 565 64 0 0 562' / 61.O859:9 // �/ $66.S-- -----------B-_X�6--_____562 X 861.7 �,4. 8Fj14 860.2 / / - _________56' 2--B6��X 861.6 2 PERIMETER EROSION CONTROL AT CONSTRUCTION LIMITS, TYP. 619. 7 1 FOUND 1 /2' IRON PIPE FOUND RLS# NOT LEGIBLE / g50.2 • • • • • • • 9.6 SB SBA 5 SB PROVIDE SILT FENCE AROUND FILTRATION BASIN TO PROTECT UNTIL SITE IS FULLY ESTABLISHED, TYP. • • • • • • • • • • • LJ SB e32- 8-4 • 316.6 BABA B-76-3 • • 400 • • • • *60 • - INLET PROTECTION AT CATCFpgAaw, TYP. • NN 85 859, .6 PERIMETER N\ EROSION CONTROL • LIMITS, TYP. o •1/4s •xl .6: WETLAND AREA D 57,074.67 SF • • N. • • VI, 11 • • 0 SB • • • • • • • • • • • • • 13-16 6.4 • • • • • • • • • • 9 .3 • LJ • • • • • • • • _/JB-- 55 \ • • • • • • • • \ \ \ ‘Cf)\ \ • \ : \\II\C51)11:\ 1 \\651.12\ Il%1\ 8159.6 • • • • • • • • • • • 13164 • EROSION CONTROL AT CONSTRUCTION SCHED \9„, B8-529.3NOLES) 159.3 1:A59.5 • • • 2.859.3 • 59.1 -- CO z PROVIDE SILT FENCE , AROUND FILTRATION BASIN • • • • • • • • • • • • • • • • • • • • INLET PROTECTION AT CATCH BASINS, TYP. 0 63 /\ I GO • • • • • )(5533 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • CC -71 - ) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 863.1 4/0 CONTRACTOR TO PROVIDE INLET PROTECTION AT ALL DOWNSTREAM CATCH BASINS. 9.4 861.7 859.5 1/4S> B6-6../1/04, 0 CD .30 575.7 N. • EXISTING BUILDING 510.44 • 5.5 814-6 .3 OSIO PERIIVITE cn • BA? 117N cc • • • BFL • 861.4 SMH IN -12 60 561. 50.9 -- 60 34 01 860.5 CBFL INV-3.3 RIM=861.36 INV.=849.36 563.6 1. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCA NPDES PERMIT. AN EROSION CONTROL PERMIT IS ALSO REQUIRED FROM THE CITY OF STILLWATER. 2. SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROL NOTES, DESCRIPTIONS, AND PRACTICES. 3. SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROL NOTES. 4. CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS, AND COMPLIANCE WITH NPDES PERMIT. CITY OF STILLWATER EROSION CONTROL NOTES: 1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES. ALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, AND MEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUM REQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION. LEGEND: • 1137 • EX. 1' CONTOUR ELEVATION INTERVAL 1.0' CONTOUR ELEVATION INTERVAL DRAINAGE ARROW ■ SILT FENCE / BIOROLL - GRADING LIMIT INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE v- -77 -A EROSION CONTROL BLANKET GOPHER STATE ONE CALL WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 aas wilson architects co PROJECT 114 BRICK ST, STILLWATER, MN 55082 ce 0 co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SWPPP - EXISTING CONDITIONS SW1 .0 nCOPYRIGHT 2017 CIVIL SITE GROUP INC. PERIMETER EROSION CONTROL AT CONSTRUCTION LIMITS, TYP. B-16• 6 9. FOUND 1 1 1 1 1 1 11 II l ► r� 1 LJ 2" \RON PIPE ► —FOUND RLS# NOT LEGIBLE • ♦ .." .mil. • .wall 111 Nlr M■' 2%lAa1 PER1NtETER EROSION s TROL `PST CONSTRUC L1 T1'F� TYP. • �...� �■■■■■r .■r,-. M. AEU '/EIPMIEMIEMEEME' _■■. /Fmk ■l j:l ■11 ..,1 4.9 COIF yCTION '. LIMIT •. r-o■r r■r,■1111111rIa •■v-� ■rr■■awr■■ _ $S `gym■■p H' , AMP dl 111•1��� i=r■EME=1 '1 MIw■■■■■aa. 1 S. • 'I• v viiiii Mir■■\■■a■■■■r w■■■►EIMIEntlisio IM■■■■■ . .11 ME ad �R. �■■. ■■■■■EM, -`M■r■■■. r■■_riarar/ MEEMEIMEMEIfit Vt .r■■al "!!�::G :EZ: r MEIN fib IV, v■■ 111Mi■■ �• TIO 0 •s WETLAND AREA D 57,074.67 SF ►.■i■■■■i■■ ■ ■e� iCi■■■■■■■ii■.■■ u�Ir1 �� ����SIM • AMV 0, --x— I I do CONTRACTOR TO PROVIDE INLET PROTECTION AT ALL DOWNSTREAM CATCH BASINS. 510.43 - So. Line of MM. IMM OM an FOUN PERIMETER EROSION CONTROL AT CONSTRUCTION LIMITS, TYP. A I / A/ 864 865 866 r� / WETLA 859.9' �aM w WOE. _ '■'ems TRATION BASIN 2 BOTTOM OE=872.50 EOF=875.00 100-YR HWL=873.31 FIL. VOL=(871.00-872.50)=8,107CF 878 —} GVIDE SILT F OUND FILTRATION B 0 PROTECT UNTIL SITE FULLY ESTABLISHED, TYP. TRUCTION ENTRANCE SIN S — INLET PROTECTION AT CATCH BASINS, TYP. ohw ohw MMMMM ► ► — 1 , CONSTRUCTIION LIMIT EXISTING BUILDING ♦ x S): RLS#1098-- —_ Oh W LC) PROVIDE SILT FENCE AROUND FILTRATION BASIN TO PROTECT UNTIL SITE IS FULLY ESTABLISHED, TYP. -L Jz� • PERIMETER EROSION CONTROL AT CONSTRUCTION LIMITS, TYP. 869 861.4 SMH INV-12 x 60 ■I 50.9 - -- 60 FILTER'," C N BASIN 1 BOTT L.=864.00 0E=865,54 EOF=B1 0 100-YK,17/L=867.36 FIL. VOD364.00-865.00)=6,417CF 5 1j) GV ��. a k%ti1RUC I G1_TRAN\CE 1 50 ohw SWPPP NOTES: 1. THIS PROJECT IS GREATER THAN ONE ACRE AND WILL REQUIRE AN MPCA NPDES PERMIT. AN EROSION CONTROL PERMIT IS ALSO REQUIRED FROM THE CITY OF STILLWATER. 2. SEE SHEETS SW1.0 - SW1.5 FOR ALL EROSION CONTROL NOTES, DESCRIPTIONS, AND PRACTICES. 3. SEE GRADING PLAN FOR ADDITIONAL GRADING AND EROSION CONTROL NOTES. 4. CONTRACTOR IS RESPONSIBLE FOR SWPPP IMPLEMENTATION, INSPECTIONS, AND COMPLIANCE WITH NPDES PERMIT. CITY OF STILLWATER EROSION CONTROL NOTES: 1. RESERVED FOR CITY SPECIFIC EROSION CONTROL NOTES. ALL SPECIFIED EROSION AND SEDIMENT CONTROL PRACTICES, AND MEASURES CONTAINED IN THIS SWPPP ARE THE MINIMUM REQUIREMENTS. ADDITIONAL PRACTICES MAY BE REQUIRED DURING THE COURSE OF CONSTRUCTION. RAI �'--RIM=864.4E INV.=855.4: LEGEND: So. line of N1/ ■ 137 EX. 1' CONTOUR ELEVATION INTERVAL 1.0' CONTOUR ELEVATION INTERVAL DRAINAGE ARROW ■ SILT FENCE / BIOROLL - GRADING LIMIT INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE (/ / 17/77/ EROSION CONTROL BLANKET lir, GOPHER STATE ONE CALL • WWW.GOPHERSTATEONECALL.ORG (800) 252-1166 TOLL FREE (651) 454-0002 LOCAL 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 r A vi aas wilson architects 0 0 LLI 114 BRICK ST, STILLWATER, MN 55082 1- (.) f:e 0 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SWPPP - PROPOSED CONDITIONS W 1 . 1 nCOPYRIGHT 2017 CIVIL SITE GROUP INC. OVERFLOW ISY2 OF THE CURB BOX HEIGHT OVERFLOW AT TOP OF FILTER ASSEMBLY EXISTING CURB, PLATE, BOX, AND GRATE FILTER ASSEMBLY DIAMETER, 6" ON -GRADE 10" AT LOW POINT HIGH -FLOW FABRIC NOTES: 1. REPLACE INLET GRATE UPON COMPLETE INSTALLATION OF INLET PROTECTION FABRIC. 2. CONTRACTOR SHALL REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROM THE SURFACE OF THE SYSTEM AFTER EACH STORM EVENT AND AT THE COMPLETION OF THE CONTRACT. 3. REFERENCE APPLE VALLEY STANDARD PLATE ERO-4C. CURB INLET FILTER N TS TO CONSTRUCTION AREA TO CONSTRUCTION AREA FINISHED GRADE NJ 2 PLAN 30' FROM EDGE OF ROAD TO FRONT OF SPEED BUMP 6" MIN CRUSHED STONE 75' MINIMUM GEOTEXTILE FILTER FABRIC 106.1•.1.2012.fto Ills-ls-1�1.1,�G PROFILE EXISTING UNDISTURBED ROADWAY EXISTING UNDISTURBED ROADWAY NOTES: 1. PROVIDE APPROPRIATE TRANSITION BETWEEN STABILIZED CONSTRUCTION ENTRANCE AND UNDISTURBED ROADWAY. 2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO UNDISTURBED ROADWAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR ADDING STONE TO THE LENGTH OF THE ENTRANCE. 3. REPAIR AND CLEANOUT MEASURES USED TO TRAP SEDIMENT. 4. ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO UNDISTURBED ROADWAY SHALL BE REMOVED AS DIRECTED BY THE ENGINEER. 5. FINAL LOCATION AND INSTALLATION SHALL BE COORDINATED WITH THE CITY PRIOR TO CONSTRUCTION ACTIVITIES. 6. CRUSHED STONE SHALL BE 1-1/2" DIA. CLOSE GRADED, AND IN ACCORDANCE TO MNDOT SECTION 2118. STABILIZED CONSTRUCTION ACCESS N TS 'B' TAMP THE TRENCH FULL OF SOIL. SECURE WITH ROW OF STAPLES, 10" SPACING, 4" DOWN FROM TRENCH Ir 'C' OVERLAP: BURY UPPER END OF LOWER STRIP AS IN 'A' AND 'B'. OVERLAP END OF TOP STRIP 4" AND STAPLE. 0 =111111V-11111111 IIIII 'A' BURY THE TOP END OF THE MATTING IN A TRENCH 4" OR MORE IN DEPTH 000c=—moinidl-z-s1= IIIIIII .=1m pi ill== == r 'E' OVERFALL 11111 1110--aIII! IIIr=III-n1 'D' EROSION STOP: FOLD OF MATTING BURIED IN SILT TRENCH AND TAMPED. DOUBLEROW OF STAPLES. PLACE STAPLES 2 FEET APART TO KEEP MATTING FIRMLY PRESSED TO SOIL. EROSION BLANKET NOTE: 1. PLACE STAPLES 2 FEET APART TO KEEP MATTING FIRMLY PRESSED TO SOIL. TYPICAL STAPLE #8 GAUGE WIRE N TS EXISTING GROUND SURFACE FILTER FABRIC AS SPECIFIED FILLER AS SPECIFIED FILL UPSTREAM BASE EDGE WITH 2" OF DIRT OR COMPOST TO EMBED ROLL. DIRECTION OF FLOW WOODEN STAKES 1/2"X2"X16" MIN. PLACED 10' 0.C. WHEN INSTALLED ON GROUND. IF INSTALLED ON PVMT. PROVIDE SANDBAGS BEHIND AND ON TOP AT MIN. 10' 0.C. NOTE: 1. COMPOST FILTER LOGS (BIO ROLLS) SHALL BE FILTREXX EROSION CONTROL SOXX OR APPROVED EQUAL. 2. COMPOST FILLER TO BE MADE FROM A COMPOST BLEND 30%-40% GRADE 2 (SPEC 3890) AND 60%-70% PARTIALLY DECOMPOSED WOOD CHIPS, PER MNDOT SPEC 3897. 3. FILTER FABRIC SHALL BE GEOTEXTILE KNITTED MATERIAL WITH MAX. OPENINGS OF 3/8". 4. IF MULTIPLE ROLLS NEEDED, OVERLAP BY MIN. 12" AT ENDS AND STAKE. 5. SILT SHALL BE REMOVED ONCE IT REACHES 80% OF THE HEIGHT OF THE ROLL OR AS DEEMED NECESSARY BY SITE CONTRACTOR TO MAINTAIN PROPER FUNCTION. SEDIMENT BIO-ROLL / COMPOST FILTER LOG NTS !i �iiii mmmmmmmmm MMMMMMMM WNW MMMMM • 01•iiiii�••�WOO sal woo- lipar l SUPPORT NET: 12 GAUGE 4" x 4" WIRE HOOKED ONTO PREFORMED CHANNELS ON POSTS AS SPECIFIED. • EXISTING GROUND SURFACE FILTER FABRIC WITH WIRE SUPPORT NET AS SPECIFIED. METAL POST AS SPECIFIED. FILTER FABRIC AS SPECIFIED SECURE TO WIRE SUPPORT NET WITH METAL CLIPS 12"0.C. ANCHOR FABRIC WITH SOIL, TAMP BACKFILL DIRECTION OF FLOW CARRY WIRE SUPPORT NET DOWN INTO TRENCH SEDIMENT FENCE METAL POSTS 8'-0" 0.C. MAX. NTS G3 O 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 PROJECT 114 BRICK ST, STILLWATER, MN 55082 1- V W Z V ce Z 0 J co 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma thew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SWPPP - DETAILS SW1.2 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. GENERAL SWPPP REQUIREMENTS AND NOTES: TRAINING (PART III.A.2) OWNER INFORMATION THE CONTRACTOR AND ALL SUBCONTRACTORS INVOLVED WITH A CONSTRUCTION ACTIVITY THAT DISTURBS SITE SOIL OR WHO IMPLEMENT A POLLUTANT CONTROL MEASURE IDENTIFIED IN THE STORM WATER POLLUTION PREVENTION PLAN (SWPPP) MUST COMPLY WITH THE REQUIREMENTS OF THE NATIONAL POLLUTION DISCHARGE ELIMINATION SYSTEM (NPDES) GENERAL PERMIT (DATED AUGUST 1, 2013 # MNR100001 PAGES 1-35) AND ANY LOCAL GOVERNING AGENCY HAVING JURISDICTION CONCERNING EROSION AND SEDIMENTATION CONTROL. PART III STORMWATER DISCHARGE DESIGN REQUIREMENTS SWPPP (PART III.A) THE NATURE OF THIS PROJECT WILL BE CONSISTENT WITH WHAT IS REPRESENTED IN THIS SET OF CONSTRUCTION PLANS AND SPECIFICATIONS. SEE THE SWPPP PLAN SHEETS AND SWPPP NARRATIVE (ATTACHMENT A: CONSTRUCTION SWPPP TEMPLATE) FOR ADDITIONAL SITE SPECIFIC SWPPP INFORMATION. THE PLANS SHOW LOCATIONS AND TYPES OF ALL TEMPORARY AND PERMANENT EROSION PREVENTION AND SEDIMENT CONTROL BMP'S. STANDARD DETAILS ARE ATTACHED TO THIS SWPPP DOCUMENT. THE INTENDED SEQUENCING OF MAJOR CONSTRUCTION ACTIVITIES IS AS FOLLOWS: 1. INSTALL STABILIZED ROCK CONSTRUCTION ENTRANCE 2. INSTALLATION OF SILT FENCE AROUND SITE 3. INSTALL ORANGE CONSTRUCTION FENCING AROUND INFILTRATION AREAS. 4. CLEAR AND GRUB FOR TEMPORARY SEDIMENT BASIN / POND INSTALL 5. CONSTRUCT TEMPORARY SEDIMENT BASIN / POND (PART III.B) 6. CLEAR AND GRUB REMAINDER OF SITE 7. STRIP AND STOCKPILE TOPSOIL 8. ROUGH GRADING OF SITE 9. STABILIZE DENUDED AREAS AND STOCKPILES 10. INSTALL SANITARY SEWER, WATER MAIN STORM SEWER AND SERVICES 11. INSTALL SILT FENCE / INLET PROTECTION AROUND CB'S 12. INSTALL STREET SECTION 13. INSTALL CURB AND GUTTER 14. BITUMINOUS ON STREETS 15. FINAL GRADE BOULEVARD, INSTALL SEED AND MULCH 16. REMOVE ACCUMULATED SEDIMENT FROM BASIN / POND 17. FINAL GRADE POND / INFILTRATION BASINS (DO NOT COMPACT SOILS IN INFILTRATION AREAS.) (PART III.C) 18. WHEN ALL CONSTRUCTION ACTIVITY IS COMPLETE AND THE SITE IS STABILIZED BY EITHER SEED OR SOD/LANDSCAPING, REMOVE SILT FENCE AND RESEED ANY AREAS DISTURBED BY THE REMOVAL. RECORDS RETENTION (PART III.E): THE SWPPP (ORIGINAL OR COPIES) INCLUDING, ALL CHANGES TO IT, AND INSPECTIONS AND MAINTENANCE RECORDS MUST BE KEPT AT THE SITE DURING CONSTRUCTION BY THE PERMITTEE WHO HAS OPERATIONAL CONTROL OF THAT PORTION OF THE SITE. THE SWPPP CAN BE KEPT IN EITHER THE FIELD OFFICE OR IN AN ON SITE VEHICLE DURING NORMAL WORKING HOURS. ALL OWNER(S) MUST KEEP THE SWPPP, ALONG WITH THE FOLLOWING ADDITIONAL RECORDS, ON FILE FOR THREE (3) YEARS AFTER SUBMITTAL OF THE NOT AS OUTLINED IN PART II.C. THIS DOES NOT INCLUDE ANY RECORDS AFTER SUBMITTAL OF THE NOT. 1. THE FINAL SWPPP; 2. ANY OTHER STORMWATER RELATED PERMITS REQUIRED FOR THE PROJECT; 3. RECORDS OF ALL INSPECTION AND MAINTENANCE CONDUCTED DURING CONSTRUCTION (SEE PART IV.E. INSPECTIONS AND MAINTENANCE); 4. ALL PERMANENT OPERATION AND MAINTENANCE AGREEMENTS THAT HAVE BEEN IMPLEMENTED, INCLUDING ALL RIGHT OF WAY, CONTRACTS, COVENANTS AND OTHER BINDING REQUIREMENTS REGARDING PERPETUAL MAINTENANCE; AND 5. ALL REQUIRED CALCULATIONS FOR DESIGN OF THE TEMPORARY AND PERMANENT STORMWATER MANAGEMENT SYSTEMS. SWPPP IMPLEMENTATION RESPONSIBILITIES: 1. THE OWNER AND CONTRACTOR ARE PERMITTEE(S) AS IDENTIFIED BY THE NPDES PERMIT. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ON -SITE IMPLEMENTATION OF THE SWPPP, INCLUDING THE ACTIVITIES OF ALL OF THE CONTRACTOR'S SUBCONTRACTORS. 3. CONTRACTOR SHALL PROVIDE A PERSON(S) KNOWLEDGEABLE AND EXPERIENCED IN THE APPLICATION OF EROSION PREVENTION AND SEDIMENT CONTROL BMPS TO OVERSEE ALL INSTALLATION AND MAINTENANCE OF BMPS AND IMPLEMENTATION OF THE SWPPP. 4. CONTRACTOR SHALL PROVIDE PERSON(S) MEETING THE TRAINING REQUIREMENTS OF THE NPDES PERMIT TO CONDUCT INSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMIT. ONE OF THESE INDIVIDUAL(S) MUST BE AVAILABLE FOR AN ONSITE INSPECTION WITHIN 72 HOURS UPON REQUEST BY MPCA. CONTRACTOR SHALL PROVIDE TRAINING DOCUMENTATION FOR THESE INDIVIDUAL(S) AS REQUIRED BY THE NPDES PERMIT. THIS TRAINING DOCUMENTATION SHALL BE RECORDED IN OR WITH THE SWPPP BEFORE THE START OF CONSTRUCTION OR AS SOON AS THE PERSONNEL FOR THE PROJECT HAVE BEEN DETERMINED. DOCUMENTATION SHALL INCLUDE: 4.1. NAMES OF THE PERSONNEL ASSOCIATED WITH THE PROJECT THAT ARE REQUIRED TO BE TRAINED PER PART III.F.1 OF THE PERMIT. 4.2. DATES OF TRAINING AND NAME OF INSTRUCTOR AND ENTITY PROVIDING TRAINING. 4.3. CONTENT OF TRAINING COURSE OR WORKSHOP INCLUDING THE NUMBER OF HOURS OF TRAINING. 5. FOLLOWING FINAL STABILIZATION AND THE TERMINATION OF COVERAGE FOR THE NPDES PERMIT, THE OWNER IS EXPECTED TO FURNISH LONG TERM OPERATION AND MAINTENANCE (0 & M) OF THE PERMANENT STORM WATER MANAGEMENT SYSTEM. PART IV. CONSTRUCTION ACTIVITY REQUIREMENTS CONSTRUCTION ACTIVITY FIELD REQUIREMENTS: 1. ALL FIELD REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF THE NPDES PERMIT AND STORMWATER POLLUTION PREVENTION PLAN (SWPPP). 2. THE CONTRACTOR MUST IMPLEMENT THE SWPPP AND PROVIDE BMPS IDENTIFIED IN THE SWPPP IN AN APPROPRIATE AND FUNCTION MANNER. 3. THE CONTRACTOR SHALL RESPOND TO CHANGING SITE CONDITIONS AND IMPLEMENT/SUPPLEMENT EROSION PREVENTION AND SEDIMENT CONTROL MEASURES UTILIZED TO PROVIDE ADEQUATE PROTECTION OF DISTURBED SOILS AND ADEQUATE PREVENTION OF SEDIMENT TRANSPORT OFF -SITE. AT A MINIMUM, THE FOLLOWING STORMWATER POLLUTION PREVENTION CONSTRUCTION ACTIVITY FIELD REQUIREMENTS SHALL BE FURNISHED BY THE CONTRACTOR. EROSION PREVENTION (PART IV.B): THE CONTRACTOR IS RESPONSIBLE FOR PLANING FOR AND IMPLEMENTING APPROPRIATE CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, AND OTHER CONSTRUCTION PRACTICES THAT MINIMIZE EROSION, SO THAT THE INSPECTION AND MAINTENANCE REQUIREMENTS OF PART IV.E. ARE COMPLIED WITH. THE LOCATION OF AREAS NOT TO BE DISTURBED MUST BE DELINEATED (E.G. WITH FLAGS, STAKES, SIGNS, SILT FENCE ETC.) ON THE DEVELOPMENT SITE BEFORE WORK BEGINS. ALL EXPOSED SOIL AREAS MUST BE STABILIZED AS SOON AS POSSIBLE TO LIMIT SOIL EROSION BUT NO LATER THAN THE END OF THE NEXT WORK DAY WHEN EARTH -DISTURBING ACTIVITIES WILL CEASE FOR AT LEAST 14 DAYS. TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) AND THE CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES ARE EXEMPT FROM THIS REQUIREMENT BUT MUST COMPLY WITH PART IV.C.5. SOILS WITHIN 200 FEET OF A PUBLIC WATER (AS DESIGNATED BY THE MINNESOTA DNR) MUST BE STABILIZED WITHIN 24 HOURS DURING FISH SPAWNING TIMES. THE NORMAL WETTED PERIMETER OF ANY TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE THAT DRAINS WATER FROM ANY PORTION OF THE CONSTRUCTION SITE, OR DIVERTS WATER AROUND THE SITE, MUST BE STABILIZED WITHIN 200 LINEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE INTO ANY SURFACE WATER. STABILIZATION OF THE LAST 200 LINEAL FEET MUST BE COMPLETED WITHIN 24 HOURS AFTER CONNECTING TO A SURFACE WATER. STABILIZATION OF THE REMAINING PORTIONS OF ANY TEMPORARY OR PERMANENT DITCHES OR SWALES MUST BE COMPLETE WITHIN 14 DAYS AFTER CONNECTING TO A SURFACE WATER AND CONSTRUCTION IN THAT PORTION OF THE DITCH HAS TEMPORARILY OR PERMANENTLY CEASED. TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE BEING USED AS A SEDIMENT CONTAINMENT SYSTEM (WITH PROPERLY DESIGNED ROCK DITCH CHECKS, BIO ROLLS, SILT DIKES ETC.) DO NOT NEED TO BE STABILIZED. THESE AREAS MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A SEDIMENT CONTAINMENT SYSTEM. PIPE OUTLETS MUST BE PROVIDED WITH TEMPORARY OR PERMANENT ENERGY DISSIPATION WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. SEED NOTES (PART III.A.4.A): ALL SEED MIXES AND APPLICATION SHALL BE IN ACCORDANCE WITH THE MNDOT SEEDING MANUAL. GENERAL RECOMMENDATIONS: IMMEDIATELY BEFORE SEEDING THE SOIL SHALL BE TILLED TO A MINIMUM DEPTH OF 3 INCHES. TEMPORARY EROSION CONTROL SEEDING, MULCHING & BLANKET. SEED • TEMPORARY SEED SHALL BE MNDOT SEED MIX 21-112 (WINTER WHEAT COVER CROP) FOR WINTER AND 21-111 (OATS COVER CROP) FOR SPRING/SUMMER APPLICATIONS. BOTH SEED MIXES SHALL BE APPLIED AT A SEEDING RATE OF 100 LBS/ACRE. MULCH • IMMEDIATELY AFTER SEEDING, WITHIN 24 HOURS, MNDOT TYPE 1 MULCH SHOULD BE APPLIED TO PROTECT AND ENHANCE SEED GERMINATION. MULCH SHALL BE APPLIED AT 90% COVERAGE (2 TONS PER ACRE OF STRAW MULCH) SLOPES • 3:1 (HORIZ/VERT.) OR FLATTER MUCH SHALL BE COVERED WITH MULCH • SLOPES STEEPER THAN 3:1 OR DITCH BOTTOMS SHALL BE COVERED WITH EROSION CONTROL BLANKET. • SEE PLAN FOR MORE DETAILED DITCH AND STEEP SLOPE EROSION CONTROL TREATMENTS. SEDIMENT CONTROL (PART IV.C): SEDIMENT CONTROL PRACTICES MUST MINIMIZE SEDIMENT FROM ENTERING SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS. a. TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS THAT ARE DESIGNED AS PART OF A SEDIMENT CONTAINMENT SYSTEM (E.G., DITCHES WITH ROCK CHECK DAMS) REQUIRE SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CONDITIONS. b. IF THE DOWN GRADIENT TREATMENT SYSTEM IS OVERLOADED, ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICES OR REDUNDANT BMPS MUST BE INSTALLED TO ELIMINATE THE OVERLOADING, AND THE SWPPP MUST BE AMENDED TO IDENTIFY THESE ADDITIONAL PRACTICES AS REQUIRED IN PART III.A.4, A. THROUGH C. c. IN ORDER TO MAINTAIN SHEET FLOW AND MINIMIZE RILLS AND/OR GULLIES, THERE SHALL BE NO UNBROKEN SLOPE LENGTH OF GREATER THAN 75 FEET FOR SLOPES WITH A GRADE OF 3:1 OR STEEPER. SEDIMENT CONTROL PRACTICES MUST BE ESTABLISHED ON ALL DOWN GRADIENT PERIMETERS BEFORE ANY UPGRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ESTABLISHED IN ACCORDANCE WITH PART IV.G. THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAY BE ADJUSTED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES. ANY SHORT-TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS COMPLETED. HOWEVER, SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE. ALL STORM DRAIN INLETS MUST BE PROTECTED BY APPROPRIATE BMPS DURING CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN STABILIZED. INLET PROTECTION MAY BE REMOVED FOR A PARTICULAR INLET IF A SPECIFIC SAFETY CONCERN (STREET FLOODING/FREEZING) HAS BEEN IDENTIFIED AND THE PERMITTEE(S) HAVE RECEIVED WRITTEN CORRESPONDENCE FROM THE JURISDICTIONAL AUTHORITY (E.G. CITY/COUNTY/TOWNSHIP/MNDOT ENGINEER) VERIFYING THE NEED FOR REMOVAL. THE WRITTEN CORRESPONDENCE MUST BE DOCUMENTED IN THE SWPPP OR AVAILABLE WITHIN 72 HOURS UPON REQUEST. WHEN WRITTEN CORRESPONDENCE CAN NOT BE OBTAINED IN A TIMELY MANNER, THE SPECIFIC INLET PROTECTION CAN BE REMOVED TO ALLEVIATE THE IMMEDIATE SAFETY CONCERN. HOWEVER, EFFORTS TO OBTAIN WRITTEN CORRESPONDENCE MUST BE DOCUMENTED IN THE SWPPP AND AVAILABLE WITHIN 72 HOURS UPON REQUEST. PERMISSION TO REMOVE INLET PROTECTION BASED ON A SPECIFIC SAFETY CONCERN MUST STILL BE OBTAINED FROM THE JURISDICTIONAL AUTHORITY WITHIN 30 DAYS OF REMOVAL. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORMWATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES UNLESS THERE IS A BYPASS IN PLACE FOR THE STORMWATER. VEHICLE TRACKING OF SEDIMENT FROM THE CONSTRUCTION SITE (OR ONTO STREETS WITHIN THE SITE) MUST BE MINIMIZED BY BMPS SUCH AS STONE PADS, CONCRETE OR STEEL WASH RACKS, OR EQUIVALENT SYSTEMS. STREET SWEEPING MUST BE USED IF SUCH BMPS ARE NOT ADEQUATE TO PREVENT SEDIMENT FROM BEING TRACKED ONTO THE STREET (SEE PART IV.E.4.D.). THE PERMITEE MUST MINIMIZE SOIL COMPACTION AND, UNLESS INFEASIBLE, PRESERVE TOPSOIL. MINIMIZING SOIL COMPACTION IS NOT REQUIRED WHERE THE FUNCTION OF THE SPECIFIC AREA OF THE SITE DICTATES THAT IT BE COMPACTED. METHODS FOR MINIMIZING COMPACTION INCLUDE THE USE OF TRACKED EQUIPMENT, AND STAYING OFF OF AREAS TO BE LEFT UN -COMPACTED. METHODS TO PRESERVE TOPSOIL INCLUDE STRIPPING AND STOCKPILING TOPSOIL PRIOR TO GRADING OR EXCAVATION OPERATIONS. THE PERMITTEE MUST INSTALL TEMPORARY SEDIMENTATION BASINS AS REQUIRED IN PART III.B. OF THIS PERMIT. DEWATERING AND BASIN DRAINING (PART IV.D): DEWATERING OR BASIN DRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) RELATED TO THE CONSTRUCTION ACTIVITY THAT MAY HAVE TURBID OR SEDIMENT LADEN DISCHARGE WATER MUST BE DISCHARGED TO A TEMPORARY OR PERMANENT SEDIMENTATION BASIN ON THE PROJECT SITE WHENEVER POSSIBLE. IF THE WATER CANNOT BE DISCHARGED TO A SEDIMENTATION BASIN PRIOR TO ENTERING THE SURFACE WATER, IT MUST BE TREATED WITH THE APPROPRIATE BMP'S SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECT THE RECEIVING WATER, DOWNSTREAM LANDOWNERS OR WETLANDS. THE CONTRACTOR MUST ENSURE THAT DISCHARGE POINTS ARE ADEQUATELY PROTECTED FROM EROSION AND SCOUR. THE DISCHARGE MUST BE DISPERSED OVER NATURAL ROCK RIPRAP, SAND BAGS, PLASTIC SHEATHING OR OTHER ACCEPTED ENERGY DISSIPATION MEASURES. ADEQUATE SEDIMENTATION CONTROL MEASURES ARE REQUIRED FOR DISCHARGE WATER THAT CONTAINS SUSPENDED SOLIDS. FILTER BACKWASH WATERS MUST BE HAULED AWAY FOR DISPOSAL, RETURNED TO THE BEGINNING OF THE TREATMENT PROCESS, OR INCORPORATE INTO THE SITE IN A MANNER THAT DOES NOT CAUSE EROSION. DISCHARGE OF THE BACKWASH WATER TO SANITARY SEWER IS ALLOWED WITH PERMISSION OF THE SANITARY SEWER AUTHORITY. INSPECTIONS AND MAINTENANCE (PART IV.E): THE CONTRACTOR IS RESPONSIBLE AT ALL TIMES FOR THE MAINTENANCE AND PROPER OPERATION OF EROSION AND SEDIMENT CONTROL FACILITIES. THE CONTRACTOR SHALL AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS FOLLOWING A RAINFALL OF 0.5 INCHES OR GREATER AND WITHIN 7 DAYS AFTER THAT. CONTINUE INSPECTION ACTIVITIES UNTIL LAND -DISTURBING ACTIVITY HAS CEASED. THEREAFTER THE CONTRACTOR SHALL PERFORM THESE RESPONSIBILITIES AT LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. INSPECTIONS MUST INCLUDE STABILIZED AREAS, EROSION PREVENTION AND SEDIMENT CONTROL BMP'S AND INFILTRATION AREAS. BASED ON INSPECTION RESULTS THE CONTRACTOR MAY MODIFY THE SWPPP IN ORDER TO PREVENT POLLUTANTS FROM LEAVING THE SITE VIA STORM WATER RUNOFF. THIS MODIFICATION MUST BE MADE WITHIN 7 CALENDAR DAYS OF THE INSPECTION UNLESS OTHERWISE REQUIRED BY THE TERMS OF THE PERMIT, LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. INSPECTION REPORTS MUST BE RECORDED WITHIN 24 HOURS IN WRITING AND KEPT ON FILE BY THE CONTRACTOR AS AN INTEGRAL PART OF THE SWPPP ON SITE AND THEN FOR AT LEAST 3 YEARS FROM THE DATE OF COMPLETION OF THIS PROJECT. ALL PERIMETER CONTROL DEVICES MUST BE REPAIRED, REPLACED OR SUPPLEMENTED WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/2 OF THE HEIGHT OF THE DEVICE. THESE REPAIRS MUST BE MADE BY THE END OF THE NEXT BUSINESS DAY AFTER DISCOVERY, OR THEREAFTER AS SOON AS FIELD CONDITIONS ALLOW ACCESS. REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS, AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED TOPSOIL. THIS REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN 7 DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. SEE (ATTACHMENT A: CONSTRUCTION SWPPP TEMPLATE) FOR SITE SPECIFIC INSPECTIONS AND MAINTENANCE REQUIREMENTS. POLLUTION PREVENTION MANAGEMENT (PART IV.F): THE CONTRACTOR SHALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEMENT MEASURES ON THE SITE; SOLID WASTE: COLLECTED SEDIMENT, ASPHALT AND CONCRETE MILLINGS, FLOATING DEBRIS, PAPER, PLASTIC, FABRIC, CONSTRUCTION AND DEMOLITION DEBRIS AND OTHER WASTES MUST BE DISPOSED OF PROPERLY AND MUST COMPLY WITH MINNESOTA POLLUTION CONTROL AGENCY (MPCA) DISPOSAL REQUIREMENTS. HAZARDOUS MATERIALS: OIL, GASOLINE, PAINT AND ANY HAZARDOUS SUBSTANCES MUST BE PROPERLY STORED, INCLUDING SECONDARY CONTAINMENT, TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS TO STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE AND DISPOSAL OF HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. EXTERNAL WASHING OF TRUCKS AND OTHER CONSTRUCTION VEHICLES MUST BE LIMITED TO A DEFINED AREA OF THE SITE. RUNOFF MUST BE CONTAINED AND WASTEWATER PROPERLY DISPOSED OF. NO ENGINE DEGREASING IS ALLOWED ON SITE. CONCRETE WASHOUT: ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK PROOF CONTAINMENT FACILITY OR IMPERMEABLE LINER. A COMPACTED CLAY LINER THAT DOES NOT ALLOW WASHOUT LIQUIDS TO ENTER THE GROUND IS CONSIDERED AN IMPERMEABLE LINER. THE LIQUID AND SOLID WASTES MUST NOT CONTACT THE GROUND, AND THERE MUST NOT BE RUNOFF FROM THE CONCRETE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTES MUST BE DISPOSED OF PROPERLY AND IN COMPLIANCE WITH MPCA REGULATIONS. A SIGN MUST BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY TO INFORM CONCRETE EQUIPMENT OPERATORS TO UTILIZE THE PROPER FACILITIES. CONCRETE WASHOUT MAY ALSO OCCUR OFF SITE ACCORDING TO THE APPROPRIATE REGULATIONS. FUELING OPERATION PLAN: ALL FUELING SHALL TAKE PLACE AT THE DESIGNATED FUELING LOCATION AND ACCORDING TO BEST PRACTICES FOR SITE FUELING OPERATIONS AS TO MINIMIZE THE POTENTIAL FOR SPILLS. SPILL PREVENTION PLAN: ALL SPILLS SHALL BE IMMEDIATELY CLEANED UP AFTER DISCOVERY. THE SITE SUPERINTENDENT, WHO IS RESPONSIBLE FOR DAY-TO-DAY ONSITE CONSTRUCTION OPERATIONS WILL BE THE SPILL PREVENTION COORDINATOR AND WILL BE RESPONSIBLE FOR IMPLEMENTING CLEAN UP PROCEDURES, POSTING CLEAN UP RECOMMENDATIONS, AND ENSURING PROPER CLEAN UP TRAINING OF APPROPRIATE PERSONNEL. SANITARY AND SEPTIC WASTE: SANITARY/SEPTIC FACILITIES SHALL BE PROVIDED AND MAINTAINED IN A NEAT AND SANITARY CONDITION, FOR THE USE OF THE CONTRACTOR'S EMPLOYEES. A LICENSED SANITARY WASTE MANAGEMENT CONTRACTOR AS REQUIRED BY STATE REGULATIONS WILL COLLECT SANITARY WASTE FROM PORTABLE UNITS. FINAL STABILIZATION (PART IV.G): THE CONTRACTOR MUST ENSURE FINAL STABILIZATION OF THE SITE ACCORDING THE DEFINITIONS IN THE NPDES GENERAL PERMIT PART IV SECTION G. THE CONTRACTOR MUST SUBMIT A NOTICE OF TERMINATION (N.O.T.) WITHIN 30 DAYS AFTER FINAL STABILIZATION IS COMPLETE OR WITHIN 7 DAYS AFTER SELLING THE SITE OR PORTION OF THE SITE (THAT HAS NOT UNDERGONE FINAL STABILIZATION ) TO ANOTHER PARTY. A COPY OF THIS NOTICE OF TERMINATION / PERMIT MODIFICATION FORM MUST GO TO THE NEW OWNER. THE ORIGINAL CURRENT OWNER MUST PROVIDE A SWPPP TO THE NEW OWNER THAT SPECIFICALLY ADDRESSES THE REMAINING CONSTRUCTION ACTIVITY. SEE THE SWPPP PLAN SHEETS AND SWPPP NARRATIVE (ATTACHMENT A: CONSTRUCTION SWPPP TEMPLATE) AND SWPPP PLAN SHEETS FOR FINAL STABILIZATION MEASURES DESIGN ENGINEER: MATTHEW R. PAVEK P.E. TRAINING COURSE: DESIGN OF SWPPP TRAINING ENTITY: UNIVERSITY OF MINNESOTA INSTRUCTOR: JOHN CHAPMAN DATES OF TRAINING COURSE: 5/15/2011 - 5/16/2011 TOTAL TRAINING HOURS: 12 RE -CERTIFICATION: 1/13/14-1/13/14 (8 HOURS), EXP. 5/31/2017 AREAS AND QUANTITIES (PART III.A.4.B&C): OWNER: ECUMEN 3530 LEXINGTON AVE N SHOREVIEW, MN 55126 CONTACT: 651-766-4300 SITE AREA CALCULATIONS BUILDING COVERAGE ALL PAVEMENTS ALL NON -PAVEMENTS EXISTING PROPOSED NORTH LOT (SENIOR CENTER) 32,320 SF 4.9% 57,848 SF 107,937 SF 16.4% 64,497 SF 516,689 SF 78.7% 349,711 SF TOTAL SITE AREA 656,946 SF 100.0% IMPERVIOUS SURFACE EXISTING CONDITION 140,257 SF PROPOSED CONDITION NORTH LOT 122,345 SF PROPOSED CONDITION SOUTH LOT 106,290 SF DIFFERENCE (EX. VS PROP.) 88,378 SF IMPERVIOUS TOTAL 228,635 SF 5.2487 21.3% 18.6% 16.2% 13.5% 34.8% 472,056 SF 122,345 SF 106,290 SF 12.3% 13.7% 74.1% 100.0% PROPOSED SOUTH LOT (CHURCH) 31,908 SF 17.3% 74,382 SF 40.2% 78,600 SF 42.5% 184,890 SF 100.0% EROSION CONTROL QUANTITIES DISTURBED AREA 293,192 SF SILT FENCE/BIO-ROLL 3,000 LF EROSION CONTROL BLANKET 0 SF INLET PROTECTION DEVICES ±18 EA NOTE: QUANTITIES ARE FOR INFORMATIONAL PURPOSES ONLY. CONTRACTOR SHALL DETERMINE FOR THEMSELVES THE EXACT QUANTITIES FOR BIDDING AND CONSTRUCTION. SWPPP CONTACT PERSON CONTRACTOR: SWPPP INSPECTOR TRAINING: ALL SWPPP INSPECTIONS MUST BE PERFORMED BY A PERSON THAT MEETS THE TRAINING REQUIREMENTS OF THE NPDES CONSTRUCTION SITE PERMIT. TRAINING CREDENTIALS SHALL BE PROVIDED BY THE CONTRACTOR AND KEPT ON SITE WITH THE SWPPP PARTY RESPONSIBLE FOR LONG TERM OPERATION AND MAINTENANCE OF PERMANENT STORM WATER MANAGEMENT SYSTEM PERMANENT STORMWATER MANAGEMENT IS NOT REQUIRED AS PART OF THIS PROJECT TO MEET NPDES PERMIT REQUIREMENTS. THE PROPERTY OWNER IS RESPONSIBLE FOR THE LONG TERM OPERATION AND MAINTENANCE OF THE PROPOSED STORMWATER SYSTEM. SWPPP ATTACHMENTS (ONLY APPLICABLE IF SITE IS 1 ACRE OR GREATER): CONTRACTOR SHALL OBTAIN A COPY OF THE FOLLOWING SWPPP ATTACHMENTS WHICH ARE A PART OF THE OVERALL SWPPP PACKAGE: ATTACHMENT A. CONSTRUCTION SWPPP TEMPLATE - SITE SPECIFIC SWPPP DOCUMENT ATTACHMENT B. CONSTRUCTION STORMWATER INSPECTION CHECKLIST ATTACHMENT C. MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEMS ATTACHMENT D: STORMWATER MANAGEMENT REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST. ATTACHMENT E: GEOTECHNICAL EVALUATION REPORT - ON FILE AT THE OFFICE OF PROJECT ENGINEER. AVAILABLE UPON REQUEST. SUPPLEMENTARY SITE SPECIFIC EROSION CONTROL NOTES: THESE NOTES SUPERCEDE ANY GENERAL SWPPP NOTES. THIS PROJECT IS GREATER THAN 1.0 ACRES SO AN NPDES PERMIT IS REQUIRED AND NEEDS TO BE SUBMITTED TO THE MPCA. THE CONTRACTOR IS REQUIRED TO FOLLOW THE GUIDELINES IN THE NPDES PERMIT THROUGHOUT CONSTRUCTION. PROJECT NARRATIVE: THIS PROJECT INVOLVES CONSTRUCTION OF A NEW SENIOR LIVING COMMUNITY ON A CURRENTLY VACANT LOT WITH PARKING. SITE, GRADING, UTILITIES, AND LANDSCAPING IMPROVEMENTS WILL OCCUR. SPECIAL TMDL BMP REQUIREMENTS SITE SPECIFIC (IF REQUIRED): THIS PROJECT IS WITHIN ONE MILE AND DISCHARGES TO BOTH LILLY LAKE AND LONG LAKE LAKE - LILLY LAKE AND LONG LAKE ARE IDENTIFIED AS IMPAIRED WATER BODIES PER THE MPCA'S 303(D) IMPAIRED WATERS LIST. LONG LAKE AND LONG LAKE ARE IMPAIRED FOR NUTRIENT EUTROPHICATION BIOLOGICAL INDICATORS. BECAUSE THESE WATERS ARE LOCATED WITHIN ONE MILE OF THE SITE, BMPS AS DEFINED IN THE NPDES PERMIT C.1 AND C.2 IN APPENDIX A APPLY. THESE ARE AS FOLLOWS: 1. DURING CONSTRUCTION: A. STABILIZATION OF ALL EXPOSED SOIL AREAS MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION BUT IN NO CASE COMPLETED LATER THAN SEVEN (7) DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. B. TEMPORARY SEDIMENT BASIN REQUIREMENTS DESCRIBED IN PART III.C. MUST BE USED FOR COMMON DRAINAGE LOCATIONS THAT SERVE AN AREA WITH FIVE (5) OR MORE ACRES DISTURBED AT ONE TIME. 2. POST CONSTRUCTION:THE WATER QUALITY VOLUME THAT MUST BE RETAINED ON SITE BY THE PROJECT'S PERMANENT STORMWATER MANAGEMENT SYSTEM DESCRIBED IN PART III.D. SHALL BE ONE (1) INCH OF RUNOFF FROM THE NEW IMPERVIOUS SURFACES CREATED BY THE PROJECT. SEE PART III.D.1. FOR MORE INFORMATION ON INFILTRATION DESIGN, PROHIBITIONS AND APPROPRIATE SITE CONDITIONS. PERMANENT STABILIZATION NOTES SITE SPECIFIC: PERMANENT SEED MIX • FOR THIS PROJECT ALL AREAS THAT ARE NOT TO BE SODDED OR LANDSCAPED SHALL RECEIVE A NATIVE PERMANENT SEED MIX. •• AREAS IN BUFFERS AND ADJACENT TO OR IN WET AREAS MNDOT SEED MIX 33-261 (STORMWATER SOUTH AND WEST) AT 35 LBS PER ACRE. •• DRY AREAS MNDOT SEED MIX 35-221 (DRY PRAIRIE GENERAL) AT 40 LBS PER ACRE. • MAINTENANCE SHALL BE IN ACCORDANCE TO THE MNDOT SEEDING MANUAL. Q 0 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 k vi aas wilson architects 1- 0 W O d 114 BRICK ST, STILLWATER, MN 55082 1- V W 0 re z 0 cn 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SWPPP - NARRATIVE SW1.3 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. ATTACHMENT A: SITE SPECIFIC SWPPP DOCUMENT cl 4931 ST. Matt Pavek 763-213-3944 0 Go W. 35TH LOUIS PARK, CivilSiteGroup.com o 0 u ST. SUITE 200 MN 55416 952-250-2003 r Pat Sarver ite (i iiiiSite €iyijSlte_ 1yi iSlte_ t iyi Slte r‘ y k Tarchitectswilsonaas GR O U P G R O U F. G Ft O U P General Site Information (III.A) GROUP N/A Dates of construction (Briefly describe where construction activity occurs. Include address if available.) Construction start date: 11/17 Estimated completion date: 11/18 1. Minnesota Pollution Attachment A: General Construction Project Information Describe the location and type of all temporary and permanent erosion prevention and sediment control Best Management Practices (BMPs). Include the timing for installation and procedures used to establish additional temporary BMPs as necessary. (III.A.4.a) 9. Identify adjacent public waters where the Minnesota Department of Natural Resources (DNR) has declared "work in water restrictions" during fish spawning timeframes N/A Control Agency THE PROJECT WILL BE PROTECTED BY TWO (2) MAIN BMP'S, SILT FENCE AND INLET PROTECTION DEVICES. SWPPP Site Specific Document Describe the construction activity (what will be built, general timeline, etc): THE PROJECT WILL BE THE CONSTRUCTION 520 Lafayette Road North THE SILT FENCE WILL BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE AND MONITORED AS Selection Permanent Stormwater Management System St. Paul, MN 55155-4194 OF A SENIOR LIVING FACILTIY ON A VACANT SITE. of a (III.D.) Stormwater Pollution Prevention Plan (SWPPP) NECESSARY. INLET PROTECTION DEVICES WILL BE INSTALLED IN ALL CATCH BASINS ON THE SITE AND ANY To comply with the General Stormwater Permit for Construction Activity Describe soil types found at the project: THE EXISTING SOILS AT THE SITE ARE PRIMARILY CLAYEY SAND. 1. Will the project create a new cumulative impervious surface greater than or equal to one acre? ® Yes ❑ No OFF SITE THAT WILL RECEIVE STORMWATER RUNOFF FROM THIS SITE. AS THE PROJECT PROGRESSES Doc Type: Stormwater Pollution Prevention Plan ADDITIONAL BMP'S SUCH AS EROSION CONTROL BLANKET MAY BE UTILIZED. If yes, a water quality volume of one inch of runoff from the cumulative new impervious surfaces must be retained on site (see Part III.D of the permit) through infiltration unless prohibited due to one of the reasons in Part III.D.1.j. If infiltration is prohibited Construction ActivityInformation2. Project name: ECUMEN STILLWATER SENIOR LIVING Site Location map - Attach maps (U.S. Geologic Survey 7.5 minute quadrangle, National Wetland Inventory maps or equivalent) showing the location and type of all receiving waters, including wetlands, drainage ditches, stormwater ponds or basins, etc. that will receive runoff from the project. Use arrows showing the direction of flow and distance to the water body Attach to this SWPPP a table with the anticipated quantities for the life of the project for all erosion prevention and sediment control BMPs (III. A. 4.b) SEE PAGE SW1.3 identify other method of other volume reduction (e.g., filtration system, wet sedimentation basin, regional ponding or equivalent method Project location (Briefly describe where construction activity occurs. Include address if available.) 3. Attach to this SWPPP a site map that includes the following features (III.A.3.b - f): Existing final including dividing lines direction flow for 2. Describe which method will be used to treat runoff from the new impervious surfaces created by the project (III.D): • Wet sedirentation basin Address or describe area: 114 BRICK ST. = ' c1 tr _ a_4 , , -� - • and grades, and of all pre and post -construction stormwater • Infiltration/Filtration City or Township: STILLWATER State: MN Zip code: 55082 Tait r • a �)-�" j - - , J� .' i. -,:' 1 ti \- f le t 1 �- -• o 't om•', - xI I runoff drainage areas located within the project limits. • of impervious surfaces and soil types. Regional ponds •Locations Latitude/longitude of approximate centroid of project: 45.054265,-92.828262 •r o r L,�• i+r_, ► -:' t;� 1 j�h j)..:._"•,' • Locations of areas not to be disturbed. Combination of practices Method of collection of latitude/longitude: ❑ GPS ® Online tool ❑USGS Topographic map All cities where construction will occur: STILLWATER '•2 r�) O --:� '•, / lz)�' =:j0• • ,` �_• ,�> t _.- "'- .11 ��' t � �W `1 r r t1; r,. a --- ;r• �}}Ps� �� r I i f t , • Location of areas of phased construction • All surface waters and existing wetlands within one mile from the project boundaries that will receive stormwater runoff from the site (identifiable on maps such as USGS 7.5 minute quadrangle mapsequivalent). Where P q g PINFILTRATION/FILTRATION surface waters receiving runoff associated with construction activity will not fit on the plan sheet, they must be identified with an arrow, indicating both direction and distance to the surface water. Include all calculations and design information for the method selected. See Part III.D of the permit for specific requirements associated with each method. Calculations are within the Site Storm Water management Report and part of this SWPPP as Attachment D. All counties where construction will occur: WASHINGTON ♦ •' I` ,j , -T�, Z .1 tT' -,--.,,,,,.-- : r • >t�, �'" Methods to be used for final stabilization of all exposed soil areas. p 3. If it is not feasible to meet the treatment requirement for the water qualityvolume, describe why.This can include proximityto q All townships where construction will occur: �� • � • !! ' = a ," `t; ' ,r ; ' Q,N -: R j 4. Were stormwater mitigation measures required as the result of an environmental, archaeological, or other required local, bedrock or road projects where the lack of right of way precludes the installation of any permanent stormwater management Describe what other treatment such asgrasses swales,smallerponds,orgrit chambers,will be implemented to Project size (number of acres to be disturbed): 6.7 • 1-:..' a • . "Ir �' '' dr --..-'1:::' - - D + ' 7G� r T., : ;� a " - ` rt r state, or federal review of the project? ❑ Yes ® No If yes, describe how these measures were addressed in the SWPPP. (III.A.6.) practices. P treat runoff prior to discharge to surface waters. (III.C) 0 " �' N/A IT IS FEASIBLE TO MEET REQUIREMENT FOR WATER QUALITY VOLUME. Project type: • Residential • Commercial/Industrial • Road I ' -, - �t .,1 5. Is the project located in a karst area such that additional measures would be necessary to protect drinking water supply 4. For projects that discharge to trout streams, including tributaries to trout streams, identify method of incorporating temperature construction ❑ Residential and road construction ® Other (describe): SENIOR LIVING FACILITY r I I ^ r� i a ._ # l management areas as described in Minn. R. chapters 7050 and 7060? ❑ Yes ® No controls into the permanent stormwater management system. l If yes, describe the additional measures to be used. (III.A.7.) N/A Cumulative impervious surface: N/A Existing area of impervious surface: 3.2 (to the nearest tenth acre) O 1-` ;, m 6. Does the site discharge to a calcareous fen listed in Minn. R. 7050.0180, subp. 6.b.? • Yes ® No Erosion Prevention Practices (IV. B) LI Post construction area of impervious surface: 5.2 (to the nearest tenth acre) If yes, a letter of approval from the Minnesota Department of Natural Resources must be obtained prior to application for Describe the types of temporary erosion prevention BMPs expected to be implemented on this site during construction: Total new area of impervious surface: 2.0 (to the nearest tenth acre) s • "��� this permit. (Part I B.6 and Part III.A.8) 1. Describe construction phasing, vegetative buffer strips, horizontal slope grading, and other construction practices to minimize Receiving waters F.) o I ~ 7- Does the site discharge to a water that is listed as impaired for the following pollutant(s) or stressor(s): phosphorus, turbidity, dissolved oxygen or biotic impairment? Use the Special and Impaired Waters Search Tool at: www.pca.state.mn.us/water/stormwater/stormwater-c.html. ElYes ® No erosion. Delineate areas not to be disturbed (e.g., with flags, stakes, signs, silt fence, etc.) before work begins. SILT FENCE WILL. BE INSTALLED AT THE DOWNHILL LOCATIONS OF THE SITE. N CO f� CD Water body ID* Name of water body Type (ditch, pond, wetland, lake, stream, river) Special water? (See Stormwater Permit Appendix A) Impaired Water?** (See Stormwater Permit Appendix A 9� y ' I` '% , v -.:,_- F r' 3 ,- - !I' - If no, skip to Training. Does the impaired water have an approved Total Maximum Daily Loads (TMDL) with an Approved Waste Load Allocation 2. Describe Methods of temporarily stabilizingsoils and soil stockpiles (e.g.,mulches, hydraulic tackifiers, erosion blankets, etc.): P Y P Y TEMPORARY EROSION PROTECTION WILL BE SEED AND MULCH AND EROSION BLANKETS WHERE REQUIRED, r� KAAS WILSON ARCHI 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMI Ci 82-0021-00 LONG LAKE ❑ Yes ®No ® Yes ❑ No i/ iiii//// \ - �w -, , 12 for construction activity? ❑Yes // No WITH PERMANENT COVER BEING EITHER SOD OR LANDSCAPE FEATURES. 82-0023-00 LILY LAKE ❑ Yes ®No ® Yes ❑ No Tr\ lr r' If yes: 3. Describe Methods of dissipating velocity along stormwater conveyance channels and at channel outlets (e.g., check dams, WI ❑ Yes ❑ No El Yes ❑ No • a. List the receiving water, the areas of the site discharging to it, and the pollutant(s) identified in the TMDL. sediment traps, rip rap, etc.): F- Q '�` ajfe - z• b. List the BMPs and any other specific construction stormwater related implementation activities identified in the SOD WILL BE UTILIZED ALONG CHANNELS AND RIP RAP AT CHANNEL OUTLETS. ❑ Yes ❑ No El Yes ❑ No ° . * Water Body identification (ID) might not be available for all water bodies. Use the Special and Impaired Waters Search Tool at:g www.pca.state.mn.us/water/stormwater/stormwater-c.html. 7, �"� �. r ` !' � „ > 4,111re:,. .i lllf ?t.. ; TMDL. If the site has a discharge point within one mile of the impaired water and the water flows to the impaired water but no 4. Describe Methods to be used for stabilization of ditch and Swale wetted perimeters (Note that mulch, hydraulic soil tackifiers, hydromulches, etc. are not acceptable soil stabilization methods for any part of a drainage ditch or swale) CO ' J (- U) ** o Impaired water for the following pollutant(s) orstressor(s): phosphorus, turbidity, dissolved oxygen, or biotic impairment. - specific BMPs for construction are identified in the TMDL, the additional BMPs in Appendix A (C.1, C.2, C.3 & (C.4-trout be to the SWPPP implemented. The BMPs to those the FINAL STABILIZATION OF SWALES WILL BE SOD. stream)) must added and (III.A.7). additional only apply portions of project that drain to one of the identified discharge points. 5. Describe Methods to be used for energy dissipation at pipe outlets (e.g., rip rap, splash pads, gabions, etc. Z CO Y www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 1 of 7 www.pca.state.mn.us • 651-296-6300 • 800-657.3864 • TTY 651.282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 2 of 7 www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 Et 8/16/13 Page 3 of 7 www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 4 of 7III 0 w 1 111l•te C yiiSlte 1yijlte 2 CD M Ill V GROUP _ G Ft O U P _ GROUP 1. Describe practices for storage of building products with a potential to leach pollutants to minimize exposure to stormwater: RIP RAP WILL BE UTILIZED AT PIPE OUTLETS. permit. N/A ALL BUILDING PRODUCTS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZE EXPOSURE. 6. Describe Methods to be used to promote infiltration and sediment removal on the site prior to offsite discharge, unless 2. Describe practices for storage of pesticides, herbicides, insecticides, fertilizers, treatment chemical, and landscape materials: infeasible (e.g., direct stormwater flow to vegetated areas): DISCONNECTED IMPERVIOUS AREA AND INFILTRATION AREAS WILL BE UTILZED. ~ UJ LU 0 D' C- ALL LANDSCAPE TREATMENT CHEMICALS WILL BE SEALED AND STORED IN A MANNER TO MINIMIZE EXPOSURE. 3. Describe practices for storage and disposal of hazardous materials or toxic waste (e.g., oil, fuel, hydraulic fluids, paint( solvents, petroleurn-based products, wood preservative, additives, curing compounds, and acids) according to Minn. R. ch. 7045, including restricted access and secondary containment: ALL HAZARDOUS WASTE WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE 7. For drainage or diversion ditches, describe practices to stabilize the normal wetted perimeter within 200 lineal feet of the property edge or point of discharge to surface water. The last 200 lineal feet must be stabilized within 24 hours after connecting to surface waters and construction in that portion of the ditch has temporarily or permanently ceased for all discharges to Special, Impaired or "work in water restrictions". All other remaining portions of the temporary or permanent ditches or swales within 14 calendar days after connecting to a surface water, property edge and construction in that area has Dewateringand Basin DrainingIV. D ) 1. Will the project incllude dewatering or basin draining? ❑ Yes ® No If yes, describe measures to be used to treat/dispose of turbid or sediment -laden water and method to prevent erosion or discharge Part IV. D the LAW S. temporarily or permanently ceased. scour of points (see of permit): I HEREBY SPECIFICATION, PREPARED SUPERVISION LICENSED UNDER THE CERTIFY THAT THIS PLAN, OR REPORT WAS BY ME OR UNDER MY DIRECT AND THAT I AM A DULY PROFESSIONAL ENGINEER LAWS OF THE STATE OF MINNESOTA. N/A - NO DITCHES ON SITE 4. Describe collection, storage and disposal of solid waste in compliance with Minn. R. ch. 7035: ALL CONSTRUCTION DEBRIS AND SOLID WASTE WILL BE APPROPRIATELY DISPOSED OF OFF SITE ACCORDING TO LOCAL AND STATE LAWS. 8. Describe additional erosion prevention measures that will be implemented at the site during construction (e.g., construction phasing, minimizing soil disturbance, vegetative buffers, horizontal slope grading, slope draining/terracing, etc.): 2. Will the project incllude use of filters for backwash water? ❑ Yes ®No OTHER EROSION CONTROL PRACTICES INCLUDE BUT NOT LIMITED TO; MINIMIZE SITE EXPOSURE WHEN If yes, describe how filter backwash water will be managed on the site or properly disposed (see Part III.D.3. of the permit): 5. Describe managernent of portable toilets to prevent tipping and disposal of sanitary wastes in accordance with Minn. R. ch. 7040: POSSIBLE. SANITARY AND SEPTIC SERVICES WILL BE PROVIDED TO WORKERS WITH PORTABLE FACILITIES MAINTAINED AS 9. If applicable, include additional requirements in Appendix A Part C.3 regarding maintaining a 100-foot buffer zone or installing NEEDED BY THE PROVIDER. redundant BMPs for portions of the site that drain to special waters). Additional BMPs for Special Waters and Discharges to Wetlands (Appendix A, Parts C and D) N/A 6. Describe spill prevention and response for fueling and equipment or vehicle maintenance: EMPLOYEES WILL BE TRAINED IN TECHNIQUES DESIGNED TO MINIMIZE SPILLS. VEHICLES AND EQUIPMENT 10. If applicable, describe additional erosion prevention BMPs to be implemented at the site to protect planned infiltration areas 1. Special Waters. Does your project discharge to special waters? ❑ Yes ® No 2. If proximity to bedrock or road projects where the lack of right of way precludes the installation of any of the permanent Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 MINIMIZE SITE EXPOSURE IN AREAS ADJACENT TO INFILTRATION AREA. stormwater management practices, then other treatment such as grassed swales, smaller ponds, or grit chambers is required SHALL BE CHECKED FOR LEAKS. prior to discharge to surface waters. Describe what other treatment will be provided. 7. Describe containment and disposal of vehicle and equipment wash water and prohibiting engine degreasing on the site: Sediment Control Practices N/A ISSUE/SUBMITTAL SUMMARY ALL CONSTRUCTION VEHICLES SHALL BE WASHED OFF SITE. (IV.C) 3. Describe erosion and sediment controls for exposed soil areas with a continuous positive slope to a special waters, and DATE DESCRIPTION 8. Describe storage and disposal of concrete and other washout wastes so that wastes do not contact the ground: ALL CONCRETE WASHOUT SHALL OCCUR OFF SITE. Describe the methods of sediment control BMPs to be implemented at this site during construction to minimize sediment impacts to surface waters, including curb and gutter systems temporary sediment basins for areas that drain five or more acres disturbed at one time. N/A 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL 1. Describe Methods to be used for down gradient perimeter control: SILT FENCE WILL BE INSTALLED AROUND THE ENTIRE PERIMETER OF THE SITE. 4. Describe the undisturbed buffer zone to be used (not less than 100 linear feet from the special water). Final Stabilization (IV.G) N/A 1. Describe method of final stabilization (permanent cover) of all disturbed areas: 2. Describe Methods to be used to contain soil stockpiles: SEED AND MULCH AS WELL AS EROSION CONTROL BLANKETS WILL BE UTILIZED AS NECESSARY. 5. Describe how the permanent stormwater management system will ensure that the pre and post project runoff rate and volume from the 1, and 2-year 24-hour events remains the same. • • FINAL STABILIZATION WILL BE ACOMPLISHED WITH PAVEMENT, SOD AND LANDSCAPE MATERIALS. 3. Describe Methods to be used for storm drain inlet precipitation • • protection: N/A • • 2. Describe procedures for completing final stabilization and terminating permit coverage (see Part IV.G.1-5): SEE INLET PROTECTION DETAILS. 6. Describe how the stormwater management system will minimize any increase in the temperature of trout stream UPON FINAL STABILIZATION DESCRIBED ABOVE, THE CONTRACTOR AND OWNER SHALL MUTUALLY TRANSFER 4. Describe Methods to minimize vehicle tracking construction exits street sweeping permanent receiving waters resulting in the 1, and 2-year 24-hour precipitation events. THE NPDES PERMIT TO THE NEXT OWNER WITH DOCUMENTS DESCRIBING THE NATURE OF TERMINATION at and activities: THE PROJECT WILL UTILIZE A ROCK CONSTRUCTION ENTRANCE. N/A PROCEDURE. 5. Describe Methods, If applicable, additional sediment controls (e.g., diversion berms) to be installed to keep runoff away from 7. Wetlands. Does your project discharge stormwater with the potential for significant adverse impacts to a wetland (e.g., • • • • Documentation of infeasibility: (If Applicable) planned infiltration areas when excavated prior to final stabilization of the contributing drainage area: SILT FENCE TO BE INSTALLED IMMEDIATELY AFTER GRADING TO PROTECT INFILTRATION AREAS. conversion of a natural wetland to a stormwater pond)? ❑ Yes ® No If Yes, describe the wetland mitigation sequence that will be followed in accordance with Part D of Appendix A. REVISION SUMMARY 6. Describe methods to be used to minimize soil compaction and preserve top soil (unless infeasible) at this site: N/A DATE DESCRIPTION LIGHT TRACKED EQUIPMENT WILL BE USED, TOPSOIL WILL BE STRIPPED AND STOCKPILED. - - 7. Describe plans to preserve a 50-foot natural buffer between the project's soil disturbance and a surface water or plans for redundant sediment controls if a buffer is infeasible: DOUBLE ROW OF SILT FENCE WILL BE INSTALLED ALONG WETLAND. PROJECT WILL NOT DISTURB WITHIN 200 Inspections and Maintenance (IV•E) Describe procedures to routinely inspect the construction site: • Once every seven (7) days during active construction and, • • FEET OF WETLAND. • Within 24 hours after a rainfall event greater than 0.5 inches in 24 hours, and within seven (7) days after that. PROJECT NO.: 17055 8. Describeplans for use of sedimentation treatment chemicals (e.g.,polymers,etc.)permit:Inspections flocculants, see Part IV.C.10 of the N/A P must include stabilized areas, erosion prevention and sediment control BMPs, and infiltration areas. INSPECTOR WILL FOLLOW REQUIREMENTS SPECIFIED ABOVE AND FILL OUT "ATTACHMENT B - CONSTRUCTION SWPPP ATTACHMENTS S I ©COPYRIGHT 2017 CIVIL ■ 4 SITE GROUP - INC. STORMWATER INSPECTION CHECKLIST." 9. Is the project required to install a temporary sediment basin due to 10 or more acres draining to a common location or 5 acres or more if the site is within 1 mile of a special or impaired water? El Yes El No If yes, describe (or attach plans ) showing how the basin will be designed and constructed in accordance with Part III.0 of the Pollution Prevention Management Measures (IV. F) www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 7 of 7 www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 5 of 7 www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2-12 • 4/13/09 8 8/16/13 Page 6 of 7 ATTACHMENT B: SWPPP INSPECTION FORM ATTACHMENT C: MAINTENANCE PLAN FOR PERMANENT STORM WATER TREATMENT SYSTEM ivilSite G R O U P Minnesota Pollution Control Agency 520 LarayrLLe Road North 5L Paul,MN 55155-4194 ATTACHMENT B: Construction Stormwater Inspection Checklist Construction Stormwater Program Doc Type. Permitting Checklist Note: This inspection report does not address all aspects of the National Pollutant Discharge Elimination System/State Disposal System (NPDES/SDS) Construction Stormwater permit (Permit) issued on August 1, 2013. The completion of this checklist does not guarantee that all permit requirements are in compliance; it is the responsibility of the Permittee(s) to read and understand the permit requirements. Facility Information Site name: Facility address: City: Inspection Information State: Permit number: Zip code: Inspector name: Date (mmlddlyyyy): Time: ❑ am 0 pm Phone number: Is the inspector certified in sediment and erosion control and it is documented in the Stormwater Pollution Prevention Plan (SWPPP)? ❑ Yes 0 No Is this inspection routine or in response to a storm event: Rainfall amount (if applicable): Is site within one aerial mile of special or impaired water? ❑ Yes ❑ No If yes, follow Appendix A and other applicable permit requirements. Note: If NA is selected at any time, specify why in the com ment area for that section. Erosion Control Requirement (Part IV.B) Yes No NA 1. Soil stabilization where no construction activity for 14 days? (7 days were applicable) ■ ❑ ■ 2. Has the need to disturb steep slopes been minimized? 0 ■ ■ 3. All ditches stabilized 200' back from point of discharge within 24 hours? (Not mulch) ❑ ■ ■ 4. Are there erosion BM P's for onsite stockpiles? 0 ■ ■ 5. Are appropriate BMP's installed protecting inlets/outlets? 0 ■ ■ www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-stom2-36 • 314114 Page 1 of 4 2. Has access been restricted to onsite hazardous materials? ■ ■ ■ 3. Does on -site fueling only occur in a contained area? ■ ■ ■ 4. Are all solid wastes being properly disposed of? ■ ■ ■ 5. Is the concrete washout area completely contained? ■ ■ ■ 6. Is the concrete washout area marked with a sign? ■ ■ ■ Comments: 7. Were any discharges seen during this inspection, sediment, water, or otherwise? ❑ Yes ❑ No If yes, state the exact location of all points of discharge. Photograph the discharge and describe the discharge (color, odor, foam, oil sheen, etc). How will it be removed? How did the discharge happen? How much was discharged? How will it be stopped, and how long will it take to stop? Is the discharge going into an adjacent site? Was the discharge a sediment delta? If yes, will the delta be recovered within 7 days? 8. Will a permanent stormwater management system be utilized in this project as required and in accordance with Part III.D of the permit? Describe: 9. Is any dewatering occurring on site? ❑ Yes ❑ No If yes, where? What BMP is being used? How much water is being dewatered? Is the water clear? Where is the water being discharged to? 10. Is a copy of the SWPPP located on the construction site? ❑ Yes ❑ No 11. Has the SWPPP been followed and implemented on site? ❑ Yes ❑ No 12. Is a sedimentation basin required for this project as specified in the permit? ❑ Yes ❑ No If yes, are they maintained as specified in the permit? ❑ Yes 0 No 13. Is the topsoil on this project being preserved? ❑ Yes ❑ No If yes, explain how the topsoil is being preserved. If not, explain why it was infeasible. 14. Are all infiltration systems marked to avoid compaction? ❑ Yes ❑ No Do all infiltration areas have pretreatment devices? ❑ Yes 0 No www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY651-282-5332 or 800-657-3864 • Available in alternative formats wq-stnn2-36 • 314114 Page 3 of 4 ciyiiSite G R O U P 6. Do pipe outlets have energy dissipation? Comments: Sediment Control Requirement (Part IV.C.) Yes No NA 1. Perimeter control installed on all down gradient perimeters? ■ ■ ■ 2. Perimeter control trenched in where appropriate? ■ ■ ■ 3. 50 Foot -natural buffer maintained around all surface waters? ■ ■ ■ If No, have redundant sediment controls been installed? ■ ■ ■ 4. Inlet protection on all catch basins and culvert inlets? ■ ■ ■ 5. Vehicle tracking Best Management Practices (BMPs) at all site exits? ■ ■ ■ 6. All tracked sediment removed within 24 hours? ■ ■ ■ 7. Are all infiltration systems staked and marked to avoid compaction? ■ ■ ■ 8. Are all infiltration areas protected with a pretreatment device? ■ ■ ■ 9. Do all stockpiles have perimeter control? ■ ■ ■ Comments: Maintenance -Erosion and Sediment Control BMPs (Part IV.E.) Yes No NA 1. Are all previously stabilized areas maintaining 90% ground cover? ■ ■ ■ 2. Any ditch erosion observed? ■ ■ ■ 3. Perimeter Control -Has sediment reached one half the height of the device? ■ ■ ■ 4. Are inlet protection devices maintained and functioning properly? ■ ■ ■ Comments: Other 1. Are all materials that can leach pollutants under cover? Yes No ❑ ❑ NA www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2.36 • 314114 Page 2 of 4 v G R O U P 15. Description of areas of non-compliance noted during the inspection, required corrective actions, and recommended date of completion of corrective actions: 16. Proposed amendments to the SWPPP: 17. Potential areas of future concern: 18. Additional comments: Disclosures: • After discovery, the permit requires many of the deficiencies that may be found in this checklist be corrected within a specified period of time. See permit for more details. • This inspection checklist is an option for small construction sites. Large construction sites and linear projects require more extensive/more location specific inspection requirements. • The Permittee(s) isfare responsible for the inspection and maintenance of temporary and permanent water quality management BMP's as well as erosion prevention and sediment control BMPs until another Permittee has obtained coverage under this Permit according to Part II.B.5., or the project has undergone Final Stabilization and a Notice of Termination has been submitted to the MPCA. www.pca.state.mn.us • 651-296-6300 • 800-657-3864 • TTY 651-282-5332 or 800-657-3864 • Available in alternative formats wq-strm2.36 • 314114 Page 4 of 4 ATTACHMENT C STORMWATER MANAGEMENT FACILITY MAINTENANCE SCHEDULE CiltaiSite G R O U P 1. All stormwater retention, detention and treatment basins must be inspected at least once a year to determine that basin retention and treatment characteristics are adequate. A storage treatment basin will be considered inadequate if sediment has decreased the wet storage volume by 50 percent or dry storage volume by 25 percent of its original design volume. Based on this inspection, if a stormwater basin requires sediment cleanout, the basin will be restored to its original design contours and vegetated state within one year of the inspection date. 2. All outlet structures, culverts, outfall structures and other stormwater facilities for which maintenance requirements are not otherwise specified herein must be inspected in the spring, summer and fall of each year. Within 30 days of the inspection date, all accumulated sediment and debris must be removed such that each stormwater facility operates as designed and permitted. Contributing drainage areas must be kept clear of litter and vegetative debris, inflow pipes and overflow spillways kept clear, inlet areas kept clean, and undesirable vegetation removed. Erosion impairing the function or integrity of the facilities, if any, will be corrected, and any structural damage impairing or threatening to impair the function of the facilities must be repaired. 3. Volume control facilities and contributing drainage areas must be inspected every three months during the operational period (between spring snowmelt and first substantial snowfall) and monitored after rainfall events of 1 inch or more to ensure that the contributing drainage area is clear of litter and debris, inflow pipes and overflow spillways are clear, inlet areas are clean, undesirable vegetation is removed and there is no erosion impairing or threatening to impair the function of a facility. If sediment has accumulated in a infiltration feature, within 30 days of inspection deposited sediments must be removed, the infiltration capacity of the underlying soils must be restored, and any surface disturbance must be stabilized. Inspection must ensure that sediment traps and forebays are trapping sediment and that more than 50 percent of the storage volume remains, the contributing drainage area is stable 1 ci iiSlte R O U P (i.e., no erosion is observed), and inlets and outlet/overflow spillways are in good conditions with no erosion. Maintenance techniques used must protect the infiltration capacity of the practice by limiting soil compaction to the greatest extent possible (e.g., by using low -impact earth -moving equipment). 2 o 4931 W. 35TH ST. SUITE 200 ST. LOUIS PARK, MN 55416 CivilSiteGroup.com Matt Pavek 763-213-3944 Pat Sarver 952-250-2003 k vi aas wilson architects 114 BRICK ST, STILLWATER, MN 55082 1- (.) w Z 0 re z 0 ri 1301 AMERICAN BLVD EAST, SUITE 100, BLOOMINGTON, MN 55425 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. Ma hew R. Pavek DATE 09/15/17 LICENSE NO. 44263 ISSUE/SUBMITTAL SUMMARY DATE DESCRIPTION 06/16/17 CONCEPT PUD SUBMITTAL 09/15/17 CITY SUBMITTAL REVISION SUMMARY DATE DESCRIPTION PROJECT NO.: 17055 SWPPP - ATTACHMENTS SW1.5 ©COPYRIGHT 2017 CIVIL SITE GROUP INC. 176'-10" CO COO V 109'-4" 54'-8" CO CO CO \ \ Level -1 `--2 1" = 20'-0" 122'-2" U N EXCAVATED / Co 548'-11 5/8" 232'-911/16" 139'-315/16" UNEXCAVATED 00 N Elay. 005 II. Tras 004 Elev. Lobby 002 Storage 003 Stair 091 EX 0 83 82 81 80 75 78 73 76 71 74 69 72 67 I!I 70 65 68 63 66 61 64 59 62 57 60 55 58 53 56 51 49 Garage 001 iu I•1 I!! 212'-91 /2" u IJ al 54 52 50 45 48 46 El�oBapiip. J0®07 ,ds1, 44 008 32 Key Common 1/ Stair 090 6 4 2 10 9 8 7 5 3 1 70'-2' MUA M CO O Stillwater, MN M N N Level 1 Unit 0-2 MC Unit 0-3 Unit 0-3 Unit 0-2 MC Unit 0-1 Unit 0-1 Unit 0-1 175'-6" Unit 0-1 146 145 Unit 0-1 Unit 0-6 109'-8 3/8" SD_502 155 156 157 Unit 0-7 Unit 0-7 Unit 0-1 Unit 0-1 SD_503 Unit 0-2 MC Unit 0-3 Unit 0-3 Unit 0-2 MC Unit 0-1 Unit 0-1 MC Dayroom Unit 0-1 Unit 0-1 138 139 Unit 0-1 Unit 0-1 MC Activities 120'-10" MC Support Unit 0-1 Unit 0-5 Unit 0-1 Unit 0-1 Unit 0-1 Unit 0-1 Unit 0-1 Unit 0-6 Unit 0-6 Unit 0-1 Unit 0-1 Unit 0-4 Fitness Kitchen 1,169 ft2 .wing 0 ii-, : i s ea: i. a/Mtt e RS6 19 Effilli 19 B 19SC ., 11 SD_500 547'-7 5/8" Sunroom Bistro Lobby 213'-51 /2" 233'-511/16" PATIO Community Room Unit 1-5 IL SD_500 Unit 3-2 IL Unit 3-2 IL Unit 1-1 IL Unit 3-7 IL Unit 3-2 IL Key Unit 2-2 IL Unit 3-2 IL Common ' SD_501�' "? IL MC MC Commons 138'-715/16" 7cP Unit 2-6 IL 114 Unit 4-1 Unit 3-3 IL Unit 3-5 IL 113 Unit 4-1 71'-6" 1" = 20'-0" VA V M co First Floor & Site Plan Ecumen - Stil wa er Stillwater, MN N GO CO OLevel 2 1" = 20'-0" VA V 250 Unit 2-2 AL 248 Unit 3-1 AL Unit 2-3 AL 246 Unit 3-8 AL SD 502 175'-9 7/8" Unit 2-9 AL 244 Unit 2-3 AL 109'-4" Unit 2-8 AL SD_50 SD_502 SD_503 2 54'-8" Unit 2-2 AL Unit 2-2 AL Unit 2-4 AL 240 Unit 3-2 AL 238 Unit 2-4 AL Unit 2-3 AL Stair Unit 1-2 AL A A J 120'-10" /11131 SD_503 233 Unit 1-2 AL Unit 3-6 AL 260 Unit 1-2 AL Nursing L 394 v1. Med 87 Clinica Director 296 226 Unit 1-2 AL 228 Unit 1-2 AL 230 Unit 1-2 AL 232 Unit 3-4 AL Multipurpose Stair 297 0 FA = 325 Unit 1-5 IL SD_500 316 Unit 1-2 IL 229 Unit 1-5 IL 202 Unit 2-5 IL 224 Unit 1-6 IL .1 547'-7 5/8" Unit 1-2 IL OPEN TO BELOW 213'-51 /2" 233'-1 13/16" 318 Unit 1-2 IL IJ 382 Unit 3-2 IL SD_500 Unit 3-2 IL 222 Unit 3-2 IL 273 Unit 1-1 IL 253 Unit 3-7 IL Unit 3-1 IL Unit 3-2 IL Unit 2-2 IL Key Unit 3-2 IL (SD 501 AL Common IL t0 138'-715/16" Unit 2-6 IL Unit 4-1 Unit 3-5 IL Unit 4-1 SD 501 Second Floor Ecumen - Stil wa er Stillwater, MN 32'-0" Level 3 1 " = 20'-0" 36 Unit 1-2 AL 354 Unit 2-3 IL 356 Unit 2-3 IL 352 Unit 2-7 IL SD 502 143'-9 7/8" 38 Unit 1-2 AL Unit 2-3 AL SD 502 SD 503, 2 32'-1 " 337 Unit 2-3 AL Unit 1-2 AL 32'-4 5/8" 342 Unit 2-4 AL Unit 3-2 AL 338 Unit 2-4 AL Unit 1-2 AL 88'-91 /4" 358 Unit 3-6 IL 360 Unit 1-2 AL 326 Unit 1-2 AL Unit 1-2 AL Unit 1-2 AL 332 Unit 3-4 AL S D_502 307 Unit 1-2 IL 310 Unit 1-5 IL SD 500 278 Unit 1-2 IL 309 Unit 1-5 IL 200 Unit 2-5 IL 384 Unit 1-6 IL 1I 547'-7 5/8" 201 Unit 1-2 IL 308 Unit 2-1 IL 213'-8 7/8" 233'-1 13/16" 30 Unit 1-2 IL Unit 3-2 IL SD_500 303 Unit 3-2 IL Unit 3-2 IL SD 502 Unit 1-1 IL Unit 3-7 IL Key AL Common IL 136-715/16" LO Unit 2-6 IL Unit 4-1 Unit 3-5 IL Unit 4-1 SD501 Third Floo Stillwater, MN LAP SIDING PANEL SIDING BRICK VENEER LAP SIDING PANEL SIDING Elevation 1 - a 1/8" = 1'-0" BRICK VENEER 21 Elevation 17 - a 1/8" = 1'-0" LAP SIDING Elevation 3 - a LAP SIDING BRICK VENEER 1/8" = 1'-0" BRICK VENEER uAIDE • PANEL SIDING BRICK VENEER r r 1-71 BRICK VENEER PANEL SIDING 4 L 1 1 6i 4 4 bid,Y.d, PANEL SIDING BRICK VENEER BRICK VENEER LAP SIDING BRICK VENEER BRICK VENEER PANEL SIDING Truss Brg. O 131'-5 5/8" PANEL SIDING Level 3 AL 122'-3 3/4" Level 2 111'-1 7/8" Level 1 AL 100'-0" BRICK VENEER PANEL SIDING LAP SIDING Level 122'-3 3/4" Level 2 LAP SIDING PANEL SIDING 111 1 7/8" , Level 1 L 100'-0" BRICK VENEER PANEL SIDING Truss Br 131'-5 5/8" Level 3 AL 122'-3 3/4" Level 2 AL 111'-1 7/8" Level 1 100'-0" Exterior Elevations rt Ecumen - Stil wa er Stillwater, MN LAP SIDING PANEL SIDING LAP SIDING PANEL SIDING BRICK VENEER COLORED ARCHITECTURAL CMU Elevation 4 - a 1/8" = 1'-0" Elevation 6 - a 1/8" = 1'-0" PANEL SIDING BRICK VENEER COLORED ARCHITECTURAL CMU rr` Elevation 7 - a LAP SIDING PANEL SIDING I I - 1- - - - LAP SIDING - - - - - - LAP SIDING PANEL SIDING - - PANEL SIDING Level 3 AL 122'-3 3/4" Level 2 AL 111'-1 7/8" BRICK VENEER Level 1 100'-0" COLORED - - ARCHITECTURAL CMU PANEL SIDING PANEL SIDING BRICK VENEER COLORED ARCHITECTURAL CMU • -1- 1 1 - - - 1 1 - Elevation 5 - a 1/8" = 1'-0" LAP SIDING LAP SIDING Truss Brg. 131'-5 5/8" Level 3 AL 122'-3 3/4" Level 2 Aik 111'-1 7/8" BRICK VENEER Level -1 89'-4" Level 1 AL 100'-0" LAP SIDING 1/8" = 1'-0" PANEL SIDING PANEL SIDING - - 1 1 - - - - PANEL SIDING PANEL SIDING 1 1 -1- 1 - 1 -1- 1 1 - -1 - BRICK VENEER L /- LAP SIDING PANEL SIDING BRICK VENEER PANEL SIDING Truss Br 131'-5 5/8" Level 3 122'-3 3/4" IF Level 2 AL 111'-1 7/8" Level 1 Akk 100'-0" Level -1 89'-4" BRICK VENEER LAP SIDING Truss Br 131'-5 5/8" PANEL SIDING Level 3 j 122'-3 3/4" Level 2 111'-1 7/8" Level -1 89'-4" Level 1 100'-0" Exterior Elevations Stillwater, MN LAP SIDING PANEL SIDING PANEL SIDING PANEL SIDING LAP SIDING PANEL SIDING Elevation 8 - a LAP SIDING BRICK VENEER BRICK VENEER PANEL SIDING — BRICK VENEER LAP SIDING LAP SIDING BRICK VENEER Iud i,..,„i ,., ,1,11.1.411111111 — BRICK VENEER LAP SIDING aaaaaaet.:eaa "niiflhII' II' ,III I Truss Br 131'-5 5/8" Level3 122'-3 3/4" Level 2 AIL 111'-1 7/8" �I Level 1 AL 100'-0" 1/8" = 1'-0" BRICK VENEER Elevation 9 - a 1/8" = 1 '-0" BRICK VENEER Elevation 11 - a BRICK VENEER PANEL SIDING BRICK VENEER LAP SIDING Truss Br 131'-5 5/8" PANEL SIDING Level 3 AiL 122'-3 3/4" 111 Level 2 '-1 7/8" Level 1 AIL 100'-0" BRICK VENEER PANEL SIDING Elevation 10 - a BRICK VENEER PANEL SIDING 1 1 BRICK VENEER 1 1 BRICK VENEER PANEL SIDING LAP SIDING BRICK VENEER Truss Brg. AIL 131'-5 5/8" PANEL SIDING Level4" 122'-3 3/4" 1/8" = 1'-0" Truss Brg. 131'-5 5/8" Level3 122'-3 3/4" Level 2 111'-1 7/8" `--r- MC FENCE Level 100'-0" 1/8" = 1'-0" PANEL SIDING — BRICK VENEER Elevation 14 - a 1/8" = 1'-O" LAP SIDING BRICK VENEER PANEL SIDING MC FENCE BRICK VENEER LAP SIDING PANEL SIDING BRICK VENEER LAP SIDING Truss Br . 131'-5 5/8" PANEL SIDING 111 Level 2 '-1 7/8" Level 1 100'-0" Exterior Elevations rt Ecumen - Stil wa er Stillwater, MN PANEL SIDING 1 Elevation 2 - a 1/8" = 1'-0" PANEL SIDING OElevation 16 - a 1/8" = 1'-0" BRICK VENEER LAP SIDING LAP SIDING BRICK VENEER LAP SIDING BRICK VENEER PANEL SIDING LAP SIDING PANEL SIDING BRICK VENEER BRICK VENEER LAP SIDING BRICK VENEER PANEL SIDING BRICK VENEER LAP SIDING BRICK VENEER LAP SIDING Truss Brq. 131'-5 5/8" PANEL SIDING Level 3 122'-3 3/4" Level 2 111'-1 7/8" Level 1 AL 100'-0" LAP SIDING LAP SIDING Truss Br 131'-5 5/8" PANEL SIDING Level 3 122'-3 3/4" BRICK VENEER Elevation 12 - a 1/8" = 1'-0" Level 2 111'-1 7/8" Level 1 100'-0" PANEL SIDING BRICK VENEER MC FENCE ®1-a 1/8" = 1'-0" PANEL SIDING LAP SIDING BRICK VENEER BRICK VENEER PANEL SIDING Truss Brq. 131'-5 5/8" lir Level 3 122'-3 3/4" Level 2 111'-1 7/8" Level 1 100'-0" PANEL SIDING LAP SIDING - BRICK VENEER BRICK VENEER PANEL SIDING Truss Br 131'-5 5/8" Level 3 122'-3 3/4" PANEL SIDING Level 2 111'-1 7/8" Level 1 100'-0" Exterior Elevations rt Ecumen - Stil wa er Stillwater, MN r A 7 aas wilson architects 181 DEER PATH - 3-STORY )(ECUMEN® ri 7k \ 'A aas wilson architects 211 DEER PATH - 3-STORY (ECUMEN® r A 7 aas wilson architects 181 DEER PATH - 3-STORY )(ECUMEN® ri 7k \ 'A aas wilson architects 211 DEER PATH - 3-STORY (ECUMEN® aas wilson architects 181 DEER PATH - 2-STORY ENDS (ECUMEN® rYi aas wilson architects 211 DEER PATH - 2-STORY ENDS (ECUMEN® FA 7k \ Yi aas wilson architects CORNER OF W MYRTLE ST + BRICK ST S (ECUMEN® FA 7k \ Yi aas wilson architects 11�111 I MI L tag ENTRY (ECUMEN® Heating & Air Conditioning Wise Decision. 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Heating & Air Conditioning www.amana-ptac.com ana LASTS AND LASTS AND LASTS: The Amana brand PTAC advantages: O Designed and assembled in the U.S.A. for over 35 years • DigiSmart® control board for energy savings* O Indoor tangential fan for quiet operation and optimal air distribution • EER Up To 12.0 and up to 3.4 COP with AHRI Certified Performance meeting ASHRAI 90.1 2010 standards O Reliable design with R-410A refrigerant filter drier and high-pressure switch Is Two fan motors for quiet operation O Compatible with the DigiSmart° Wireless Energy Management System - Providing up to 35% more energy savings as compared to energy consumption of a standard Amana brand PTAC without the DigSmart system (when installed with DTO1G, DDO1E and Amana brand PTAC*) UP TO 12.0 EER DigiSmart. :;:a:rresent r time as compared to the same PTAC model withoutthe DigiSmart EMS System installed and were generated using general assumptions including energy loads, local weather averages and use of occupancy controls. Actual savings will vary according to actual use habits, room square footage, and how the unit is installed. A legacy of comfort The impeccable reputation of an American original Amana brand heating and cooling systems are a part of the enduring legacy of one of America's most recognized and respected brands. Originating eight decades ago in Amana, Iowa, the brand is synonymous with long-lasting, premium quality products — from home appliances to heating and air conditioning equipment. Chances are, you and generations before you have enjoyed the dependable performance and longevity the Amana brand continues to deliver. *.1AmPRI E Proudly Assembled in Texas and Tennessee www.amana-ptac.com Heating & Air Conditioning enter LASTS AND LASTS AND LASTS: Amana" brand products are built to last. Comfort and Efficiency This air conditioner can provide significantsavings on your electric bill compared to lower -rated EER units. Model PTC PTC PTC 073G**AXXX 093G**AXXX 123G**AXXX PTC 153G**AXXX PTC PTC 173G**AXXX 074G**AXXX PTC 094G**AXXX PTC 124G**AXXX PTC 154G**AXXX Voltage 230/208 230/208 230/208 230/208 230/208 265 265 265 265 Capacity (BTU/h) 7,700/7,700 9,000/9,000 12,000 / 11,700 15,000 / 14,700 16,400 / 16,200 7,700 9,000 12,000 14,800 EER 11.7/11.7 11.3/11.5 10.4/10.5 10.0/10.0 9.4 11.7 11.3 10.4 10.0 Model PTH 073G**AXXX PTH 093G**AXXX PTH 123G**AXXX PTH 153G**AXXX PTH 074G**AXXX PTH 094G**AXXX PTH 124G**AXXX PTH 154G**AXXX Voltage 230 / 208 230 / 208 230 / 208 230 / 208 265 265 265 265 Capacity (BTU/h) Cooling 7,600/7,600 9,000/9,000 12,000/12,000 14,700/14,700 7,600 9,100 12,000 14,600 Heating 6,800 / 6,800 8,300 / 8,100 11,500 / 11,300 13,800 / 13,600 6,800 8,300 11,400 13,700 EER 11.7/12.0 12.0/12.0 11.0/11.0 9.7/9.7 11.7 12.0 11.0 9.7 COP 3.4/3.4 3.4/3.4 31/3.2 3.0/3.0 3.4 3.4 3.1 3.0 Call us at 800-647-2982 for complete details. www.amana-ptac.com Additional information Before purchasing this appliance, read important information about its estimated annual energy consumption, yearly operating cost, or energy efficiency rating that is available from your retailer. Our continuing commitment to quality products may mean a change in specifications without notice. © 2015 Goodman Company, L.P. Amana is a registered trademark of Maytag Corporation or its related companies and is used under license to Goodman Company, L.P., Houston, TX. USA. All rights reserved. CB-DPTAC4 08-15 \g :ear, 'Z I\cam 1 0 ,m3gic-pak GAS HEATING / ELECTRIC COOLING PACKAGED UNITS MGE4 FEATURES • Up to 10.0 EER cooling efficiency • Less than 2% cabinet air leakage • Completely self-contained heating and cooling package • No outside condensing unit • No external refrigerant lines • No remote cooling coil • No separate venting system • Pre -wired and pre -charged • Individual unit control by thermostat • Unit utilities individually metered • Easy service access • Louver color options to match building facade • Internal vent system (direct vent) REFRIGERANT SYSTEM • R410A Refrigerant • High efficiency compressor • Copper tubing with enhanced fin coils HEAT EXCHANGER • Standard aluminized steel heat exchanger • Optional 409 stainless steel heat exchanger CABINET • Fully insulated cabinet for quiet operation BLOWER • Four -speed PSC motor for wide airflow range Permanently lubricated motor for low maintenance and maximum efficiency • Dynamically balanced blower with resilient motor mounts for smooth and quiet operation • Internal washable air filter CONTROLS • Color coded wiring for easy service • Fuse protection on 24V circuit INSTALLATION • Easy to install and service • Louver mounts flush to outside wall FORM NO. MGE4-100 (07/2017) WARRANTY 5 year limited warranty on all parts, 10 year warranty on aluminized heat exchanger 20 year warranty on stainless steel heat exchanger. Page 1 Luminaire Schedule Symbol Qty Label Arrangement LLF Description Arr. Watts Lum. Lumens 8 1 BB SINGLE 1.000 MCGRAW GLEON-AF-03-LED-E1-SL2-HSS 166 15052 1 CC SINGLE 0.900 LUMARK XTOR2B WALL MOUNT AT APPROX 10FT 18.2 2135 Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min EAST PROPERTY LINE Illuminance Fc 0.00 0.0 0.0 N.A. N.A. SITE GROUND Illuminance Fc 1.25 9.2 0.0 N.A. N.A. SOUTH PROPERTY LINE Illuminance Fc 0.00 0.0 0.0 N.A. N.A. WEST PROPERTY LINE Illuminance Fc 0.00 0.0 0.0 N.A. N.A. Luminaire Location Summary LumNo Label X Y Z Orient Tilt 24 AA 501197.6 212338.2 22.5 90 0 25 AA 501296.2 212338 22.5 90 0 26 AA 501367.6 212354.2 22.5 90 0 27 AA 501040.8 212432.3 22.5 0 0 28 AA 501093.8 212549.6 22.5 270 0 29 AA 501209.2 212548.5 22.5 270 0 30 AA 501314.3 212456.7 22.5 200.361 0 31 AA 501117.6 212354.3 22.5 90 0 32 BB 501464.3 212339.9 22.5 76.32 0 33 CC 501379.1 212411.1 10 270 0 GENERAL NOTES: A. PULSE PRODUCTS DOES NOT ASSUME RESPONSIBILITY FOR THE INTERPRETATION OF THIS CALCULATION OR COMPLAINCE TO THE LOCAL, STATE, OR FEDERAL LIGHTNG CODES OR ORDINANCES. B. LIGHTING LAYOUT IS NOT INTENDED FOR CONSTRUCTION DOCUMENTS BUT ONLY TO ILLUSTRATE THE PERFORMANCE OF THE PRODUCT. C. ALL READINGS/CALCULATIONS SHOWN ARE SHOWN ON OBJECTS/SURFACES. Plan View Scale: 1 inch= 45 Ft. PARK,, (0. PARKI 1.3 1.3 1.3 1.2 Y.1 0.8 0.6 08 -1.1 1.2 A 1.2 1.3 13 1.3 1.3 11. .0 1.1 1.1 1.0 0 d ; / 08 0.6 0.5 OB O. 0.8 0.3 8 0.8 09 10 1.0 03 1 1.3 1.3 1.2 1.1 09 a1 8 1.5 1.2 3 28 22 1.7 1.2 0.8 .4 03' 0.3 03 Qk25 le 0.2 �..- : : ,,� 4 0.. 1.0 1.3 1.8 24 3.2 0.0 0.1� 1.1 9 3.1 24 1.7 1.2 09 0. 0.4 03 0.3--5.2 02 0.2 0.2 02 0.2 02 i.„\ 04 S`v08 1.6 2.4 4.0 38 .3 0.1 0. 0:1 ■■ 1. 3[ 3.4 28 1.B� 1.3 09 0. \ 0.4 .8 0.3 0.3 03"'.0.2 0.2 02 0.2 0.2 0.3 05 '1l 1.0 2.1 2.9 3.3 3.4 .8 0.1 0 ■ \\ 0.1 1. 1.1 4 3.9 3.0 2.0 1.4 1.0 0 Q5 0.4 OA 0.3 0.3 0.2 02 0.2 0.2 0.3 0. 0.6 0 J 1.8 2.4 3.1 3.8 1.9 0.4 .W1fc 3[ 3.3 2.7 2.1 1.6 13 " OJ Gt-.v.�0.] 0.3 03 1.4 /0.5 0.] 09. 13 1.7 2.2 2.6 28 ..0 0.8 1.3 ._. 1 4fi 9.2 •.3 0.4 0.3 O. 11111111 [-2-E 2.7 26 2.6 2.3 2.0 5 ^� 6 ^ • 08 0.9 78 1.1 1.3 15 1.6 1.8 t] .8 9 3.t •.3 1.6 06 03 0.2 0.0 0.0 0$ 14 1.9 '..2 2.5 2.8 224 2.4 2.3 2.1 2.3 22 2.0 1.5 12 1.1 '.1 1.1 1.1 12 '1.1 1.= 1.4 1.5 1.5 \\\ 1.5 17 2.4 2.5 2.3 2.4 2.5 2A 20 1.6 0.7- 9 00 0.0 02 0.6 t.t :] 2.3 2.9 3.0 3.3 3.3 2.= 2.9 2.8 25 2.0 1.6 16 1.6 1.5 1.6 t.5 1:11= 15 1.6 1.] 1:7 1.7 1.8 2.0 2.6 3.1 3.3 3.1 3.2 3.3 2.8 2.8 25 .- 2.0 1.6 1.2 1.0 9 o o 0.0 0.0 O2A1 2 lc 3 2.3 3.3 33 38 3.9 -33� 3.7 3.3 29 2.5 2.3 2.4 2.5 2.2 22 1.9 1.�'F� 1.7 1.9 2.2 22 2.5 2.5 25 3.2 3.7 4.2 3.6 38 39 3.3 3.5 29 2.8 3.2 3.] 3.: '3' =.] 2.4 0 '�•5�1, t3 :. ,03 loo �... 4.6 \ 0.5 fc 0.6 0.2 0.6 ®-- 5 - 0\ 1.3 OB O. 0. 1.1 0.5 0:4 0.3 :. 0.3 0.3 0.3 0.3 0.3 0.4 4 0.6 f.8 1.1 1.5 1.9 26 3.2 0.0 00 0.0 0.2 .] 1.6 29 3.3 ' =,_ 1` 2.9 2.7 2.9. 2.9 34 3.5 2.9 28 2.2 0.0 00 0.0 0.0 .1 0.1 0.1 02 -'0.3 0.3 .-' ]p. L4 .1 2.1 3.3 3.3 3:7 3.9 3.2 35 2.3 0.0 0.0 0.0 00 .0 0.0 00 0.1 0.1 0.1 ].1 00 .0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 IIIII I111 . _ 0.2 0.1 0., 00 0.0 0.0 0.0 0.0 tr.25 °' 0.0 0.0 00 0.0 0.0 0.1 00 0.0 0.0 00 0.0 0.0 OA 0.1 0.0 0.0 00 0.0 0.0 00 0.0 0.2 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.0 0.2 O. 0.0 0.0 0.0 0.0 LIPUL SE nenrw andincRy # Date Comments Drawn By: SANDY Checked By: ROSS T q T 7/�� ^c W co Scale: AS NOTED CC IJJ V J z W D C.) W PAGE 1 OF 1 DESCRIPTION McGraw -Edison The GalleonTM LED luminaire delivers exceptional performance in a highly scalable, low -profile design. Patented, high -efficiency AccuLED OpticsTM system provides uniform and energy conscious illumination to walkways, parking lots, roadways, building areas and security lighting applications. IP66 rated and UUcUL Listed for wet locations. SPECIFICATION FEATURES Construction Extruded aluminum driver enclosure thermally isolated from Light Squares for optimal thermal performance. Heavy -wall, die- cast aluminum end caps enclose housing and die-cast aluminum heat sinks. A unique, patent pending interlocking housing and heat sink provides scalability with superior structural rigidity. 3G vibration tested and rated. Optional tool -less hardware available for ease of entry into electrical chamber. Housing is IP66 rated. Optics Patented, high -efficiency injection -molded AccuLED Optics technology. Optics are precisely designed to shape the distribution maximizing efficiency and application spacing. AccuLED Optics create consistent distributions with the scalability to meet customized application requirements. Offered standard in 4000K (+/- 275K) CCT 70 CRI. Optional 3000K, 5000K and 6000K CCT. DIMENSIONS A' DIMENSION DATA Electrical LED drivers are mounted to removable tray assembly for ease of maintenance. 120-277V 50/60Hz, 347V 60Hz or 480V 60Hz operation. 480V is compatible for use with 480V Wye systems only. Standard with 0-10V dimming. Shipped standard with Eaton proprietary circuit module designed to withstand 10kV of transient line surge. The Galleon LED luminaire is suitable for operation in -40°C to 40°C ambient environments. For applications with ambient temperatures exceeding 40°C, specify the HA (High Ambient) option. Light Squares are IP66 rated. Greater than 90% lumen maintenance expected at 60,000 hours. Available in standard 1A drive current and optional 600mA, 800mA and 1200mA drive currents (nominal). Mounting STANDARD ARM MOUNT: Extruded aluminum arm includes internal bolt guides allowing for easy positioning of fixture during mounting. When mounting two or more luminaires at 90° and 120° apart, the EA extended arm may be required. Refer to the Number of Light Squares "A" Width Standard Arm Length Optional Arm Length' Weight with Arm (Ibs.) EPA with Arm 3 (Sq. Ft.) 1-4 15-1/2" (394mm) 7" (178mm) 10" (254mm) 33 (15.0 kgs.) 0.96 5-6 21-5/8" (549mm) 7" (178mm) 10" (254mm) 44 (20.0 kgs.) 1.00 7-8 27-5/8" (702mm) 7" (178mm) 13" (330mm) 54 (24.5 kgs.) 1.07 9-10 33-3/4" (857mm) 7" (178mm) 16" (406mm) 63 (28.6 kgs.) 1.12 NOTES: 1. Optional arm length to be used when mounting two fixtures at 90° on a single pole. 2. EPA calculated with optional arm length. Catalog # Project Comments Prepared by arm mounting requirement table. Round pole adapter included. For wall mounting, specify wall mount bracket option. QUICK MOUNT ARM: Adapter is bolted directly to the pole. Quick mount arm slide into place on the adapter and is secured via two screws, facilitating quick and easy installation. The versatile, patent pending, quick mount arm accommodates multiple drill patterns ranging from 1-1/2" to 4-7/8". Removal of the door on the quick mount arm enables wiring of the fixture without having to access the driver compartment. A knock -out enables round pole mounting. Finish Housing finished in super durable TGIC polyester powder coat paint, 2.5 mil nominal thickness for superior protection against fade and wear. Heat sink is powder coated black. Standard housing colors include black, bronze, grey, white, dark platinum and graphite metallic. RAL and custom color matches available. Warranty Five-year warranty. DRILLING PATTERN TYPE "N" 3/4 [19mm] Diameter Hole [51 mm] 7/8" [22mm] 1-3/4" [44mm] (2) 9/16" [14mm] Diameter Holes GLEON GALLEON LED 1-10 Light Squares Solid State LED AREA/SITE LUMINAIRE CERTIFICATION DATA UUcUL Wet Location Listed ISO 9001 LM79 / LM80 Compliant 3G Vibration Rated IP66 Rated DesignLights Consortium>'' Qualified* ENERGY DATA Electronic LED Driver >0.9 Power Factor <20% Total Harmonic Distortion 120V-277V 50/60Hz 347V & 480V 60Hz -40°C Min. Temperature 40°C Max. Temperature 50°C Max. Temperature (HA Option) E_T•N Powering Business Worldwide *www.designlights.org rtif11 TD500020EN 2016-09-28 15:31:55 GLEON GALLEON LED ARM MOUNTING REQUIREMENTS Configuration 90° Apart 120° Apart GLEON-AF-01 7" Arm (Standard) 7" Arm (Standard) GLEON-AF-02 7" Arm (Standard) 7" Arm (Standard) GLEON-AF-03 7" Arm (Standard) 7" Arm (Standard) GLEON-AF-04 7" Arm (Standard) 7" Arm (Standard) GLEON-AF-05 10" Extended Arm (Required) 7" Arm (Standard) GLEON-AF-06 10" Extended Arm (Required) 7" Arm (Standard) GLEON-AF-07 13" Extended Arm (Required) 13" Extended Arm (Required) GLEON-AF-08 13" Extended Arm (Required) 13" Extended Arm (Required) GLEON-AF-09 16" Extended Arm (Required) 16" Extended Arm (Required) GLEON-AF-10 16" Extended Arm (Required) 16" Extended Arm (Required) STANDARD WALL MOUNT 2 @ 180° 2@90° Triple' In I Triple' ��aa.r IIL;[III PI WC NOTES: 1 Round poles are 3 ® 120°. Square poles are 3 @ 90°. 2 Round poles are 3 CP 90°. 10-5 32" I 21-3/4" [256mm] [553mm] QUICK MOUNT ARM (INCLUDES FIXTURE ADAPTER) 3-15/16" [100mm] QUICK MOUNT ARM DATA [178mm]- 2-7/16' [61 mm] 6-15/16" [177mm] MAST ARM MOUNT 1-1/4" [32mm] 4-7/8" [124mm] [102mm] 4-15/16" —[125mm]— QM Quick Mount Arm (Standard) 21 3/4" [553mm 3-3/4" [96mm] 9/16" [15mm] Dia. Hole 8-7/16" J [215mm] 8-1/8" [206mm] QMEA Quick Mount Arm (Extended) [3-13/64" [82mm] 4 @ 90° IIitr M11 CI II 1mnl 2 @ 120° 1-13/16" [47mm] (2) 27/64" [11mm] Dia. Hole Number of Light Squares '.2 "A" Width Weight with QM Arm (Ibs.) Weight with QMEA Arm (lbs.) EPA (Sq. Ft.) 1-4 15-1/2" (394mm) 35 (15.91 kgs.) 38 (17.27 kgs.) 1.11 5-6' 21-5/8" (549mm) 46 (20.91 kgs.) 49 (22.27 kgs.) 7-8 27-5/8" (702mm) 56 (25.45 kgs.) 59 (26.82 kgs.) NOTES: 1 QM option available with 1-8 light square configurations. 2 QMEA option available with 1-6 light square configurations. 3 QMEA arm to be used when mounting two fixtures at 90° on a single pole. E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 OPTIC ORIENTATION GLEON GALLEON LED Standard OPTICAL DISTRIBUTIONS Optics Rotated Left @ 90° [L90] T2 (Type II) SL2 (Type II with Spill Control) T3 (Type III) Optics Rotated Right @ 90° [R90] Asymmetric Area Distributions SL3 T4FT (Type III with Spill Control) (Type IV ForwardThrow) T4W (Type IV Wide) Asymmetric Roadway Distributions Symmertric Distributions RW T2R (Rectangular WideType I) (Type II Roadway) LUMEN MAINTENANCE T3R (Type III Roadway) AFL (Automotive Frontline) SL4 (Type IV with Spill Control) 5NQ 5MQ 5WQ (Type V Square Narrow) (TypeV Square Medium) (Type V Square Wide) Specialized Distributions SLL SLR (90° Spill Light Eliminator Left) (90° Spill Light Eliminator Right) Drive Current Ambient Temperature TM-21 Lumen Maintenance (60,000 Hours) Projected L70 (Hours) Up to 1A Up to 50°C > 95% 416,000 1.2A Up to 40°C > 90% 205,000 Lumen Maintenance (Percent) 100 95 90 85 80 75 70 65 60 55 50 45 0 Calculated per IESNATM-21 Data Projected 10 20 Hours (Thousands) 30 40 50 60 70 80 90 100 Up to 1A, up to 50°C — 1.2A, up to 40°C — LUMEN MULTIPLIER Ambient Temperature Lumen Multiplier 0°C 1.02 10°C 1.01 25°C 1.00 40°C 0.99 50°C 0.97 E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 GLEON GALLEON LED NOMINAL POWER LUMENS (1.2A) Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power (Watts) 67 129 191 258 320 382 448 511 575 640 Input Current @ 120V (A) 0.58 1.16 1.78 2.31 2.94 3.56 4.09 4.71 5.34 5.87 Input Current @ 208V (A) 0.33 0.63 0.93 1.27 1.57 1.87 2.22 2.52 2.8 3.14 Input Current @ 240V (A) 0.29 0.55 0.80 1.10 1.35 1.61 1.93 2.18 2.41 2.71 Input Current @ 277V (A) 0.25 0.48 0.70 0.96 1.18 1.39 1.69 1.90 2.09 2.36 Input Current @ 347V (A) 0.20 0.39 0.57 0.78 0.96 1.15 1.36 1.54 1.72 1.92 Input Current @ 480V (A) 0.15 0.30 0.43 0.60 0.73 0.85 1.03 1.16 1.28 1.45 Optics T2 4000K/5000K Lumens 6,709 13,111 19,562 25,848 32,026 38,325 45,324 51,355 57,286 63,424 3000K Lumens 5,939 11,606 17,316 22,881 28,349 33,925 40,121 45,459 50,710 56,143 BUG Rating B1-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-U0-G5 B4-U0-G5 B4-UO-G5 B4-UO-G5 T2R 4000K/5000K Lumens 7,122 13,919 20,769 27,442 34,000 40,687 48,117 54,519 60,816 67,333 3000K Lumens 5,939 11,606 17,316 22,881 28,349 33,925 40,121 45,459 50,710 56,143 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 T3 4000K/5000K Lumens 6,838 13,363 19,939 26,346 32,642 39,062 46,196 52,343 58,388 64,646 3000K Lumens 6,053 11,829 17,650 23,321 28,895 34,578 40,893 46,334 51,685 57,225 BUG Rating B1-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-U0-G5 B4-UO-G5 B4-UO-G5 T3R 4000K/5000K Lumens 6,990 13,660 20,382 26,931 33,368 39,930 47,223 53,506 59,686 66,081 3000K Lumens 6,188 12,092 18,042 23,839 29,537 35,346 41,802 47,364 52,834 58,495 BUG Rating B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 T4FT 4000K/5000K Lumens 6,878 13,440 20,055 26,499 32,832 39,289 46,464 52,646 58,726 65,020 3000K Lumens 6,088 11,897 17,753 23,457 29,063 34,779 41,130 46,602 51,984 57,556 BUG Rating B1-UO-G2 B2-U0-G3 B2-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-U0-G5 B4-UO-G5 B4-UO-G5 T4W 4000K/5000K Lumens 6,789 13,267 19,795 26,156 32,408 38,781 45,864 51,967 57,968 64,180 3000K Lumens 6,010 11,744 17,523 23,153 28,688 34,329 40,599 46,001 51,313 56,812 BUG Rating B1-UO-G2 B2-UO-G3 B3-UO-G4 B3-U0-G4 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 SL2 4000K/5000K Lumens 6,697 13,088 19,529 25,804 31,970 38,259 45,245 51,267 57,186 63,315 3000K Lumens 5,928 11,585 17,287 22,842 28,300 33,867 40,051 45,382 50,621 56,046 BUG Rating B1-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 SL3 4000K/5000K Lumens 6,837 13,361 19,936 26,342 32,639 39,057 46,189 52,336 58,380 64,636 3000K Lumens 6,052 11,827 17,647 23,318 28,892 34,573 40,887 46,328 51,678 57,216 BUG Rating B1-UO-G2 B2-UO-G3 B2-U0-G4 B3-UO-G4 B3-U0-G5 B3-U0-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 SL4 4000K/5000K Lumens 6,496 12,695 18,943 25,029 31,011 37,110 43,886 49,727 55,470 61,414 3000K Lumens 5,750 11,238 16,768 22,156 27,451 32,850 38,848 44,018 49,102 54,364 BUG Rating B1-UO-G2 B1-UO-G3 B2-UO-G4 B2-UO-G4 B2-UO-G5 B3-UO-G5 63-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 5NQ 4000K/5000K Lumens 7,052 13,781 20,564 27,171 33,664 40,285 47,641 53,981 60,215 66,669 3000K Lumens 6,242 12,199 18,203 24,052 29,799 35,660 42,172 47,784 53,302 59,015 BUG Rating B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 5MO 4000K/5000K Lumens 7,182 14,034 20,942 27,671 34,284 41,027 48,518 54,975 61,323 67,896 3000K Lumens 6,358 12,423 18,538 24,494 30,348 36,317 42,948 48,664 54,283 60,102 BUG Rating B3-UO-G1 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 B5-UO-G5 5WQ 4000K/5000K Lumens 7,201 14,073 20,998 27,744 34,375 41,136 48,648 55,121 61,487 68,077 3000K Lumens 6,374 12,457 18,587 24,559 30,429 36,414 43,063 48,793 54,428 60,262 BUG Rating B3-UO-G2 B4-UO-G2 B5-U0-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-U0-G5 B5-UO-G5 B5-UO-G5 B5-UO-G5 SLL/SLR 4000K/5000K Lumens 6,009 11,741 17,519 23,148 28,681 34,321 40,589 45,990 51,301 56,798 3000K Lumens 5,319 10,393 15,508 20,491 25,388 30,381 35,929 40,710 45,412 50,278 BUG Rating B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 RW 4000K/5000K Lumens 6,989 13,657 20,378 26,925 33,360 39,921 47,211 53,494 59,672 66,066 3000K Lumens 6,187 12,089 18,039 23,834 29,530 35,338 41,791 47,353 52,822 58,482 BUG Rating B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 AFL 4000K/5000K Lumens 7,014 13,706 20,452 27,023 33,481 40,066 47,383 53,688 59,888 66,306 3000K Lumens 6,209 12,133 18,104 23,921 29,637 35,466 41,943 47,525 53,013 58,694 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G4 B4-UO-G4 B4-UO-G4 Nominal da a for 70 CRI. E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 NOMINAL POWER LUMENS (1A) GLEON GALLEON LED Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power (Watts) 59 113 166 225 279 333 391 445 501 558 Input Current @ 120V (A) 0.51 1.02 1.53 2.03 2.55 3.06 3.56 4.08 4.6 5.07 Input Current @ 208V (A) 0.29 0.56 0.82 1.11 1.37 1.64 1.93 2.19 2.46 2.75 Input Current @ 240V (A) 0.26 0.48 0.71 0.96 1.19 1.41 1.67 1.89 2.12 2.39 Input Current @ 277V (A) 0.23 0.42 0.61 0.83 1.03 1.23 1.45 1.65 1.84 2.09 Input Current @ 347V (A) 0.17 0.32 0.50 0.64 0.82 1.00 1.14 1.32 1.50 1.68 Input Current @ 480V (A) 0.14 0.24 0.37 0.48 0.61 0.75 0.91 0.99 1.12 1.28 Optics T2 4000K/5000K Lumens 6,116 11,951 17,833 23,563 29,195 34,937 41,317 46,814 52,221 57,817 3000K Lumens 5,414 10,579 15,786 20,858 25,843 30,926 36,574 41,440 46,226 51,180 BUG Rating B1-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 T2R 4000K/5000K Lumens 6,493 12,688 18,932 25,015 30,994 37,090 43,863 49,699 55,439 61,380 3000K Lumens 5,748 11,231 16,759 22,143 27,436 32,832 38,828 43,994 49,075 54,334 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 T3 4000K/5000K Lumens 6,234 12,181 18,176 24,017 29,756 35,609 42,111 47,715 53,225 58,930 3000K Lumens 5,518 10,783 16,089 21,260 26,340 31,521 37,277 42,237 47,115 52,165 BUG Rating B1-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-GS B4-UO-GS B4-UO-GS B4-UO-G5 B4-UO-G5 T3R 4000K/5000K Lumens 6,372 12,453 18,580 24,550 30,418 36,400 43,048 48,776 54,409 60,239 3000K Lumens 5,640 11,023 16,447 21,732 26,926 32,221 38,106 43,177 48,163 53,324 BUG Rating B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 T4FT 4000K/5000K Lumens 6,270 12,252 18,282 24,156 29,929 35,815 42,356 47,992 53,534 59,271 3000K Lumens 5,550 10,845 16,183 21,383 26,493 31,703 37,494 42,483 47,388 52,467 BUG Rating B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 B4-UO-G5 B4-UO-G5 T4W 4000K/5000K Lumens 6,189 12,094 18,045 23,844 29,543 35,352 41,809 47,372 52,843 58,506 3000K Lumens 5,479 10,706 15,973 21,107 26,151 31,294 37,009 41,934 46,777 51,790 BUG Rating B1-UO-G2 B2-U0-G2 B3-UO-G3 B3-UO-G4 B3-UO-G5 B3-UO-GS B4-UO-GS B4-UO-GS B4-UO-G5 B4-UO-G5 SL2 4000K/5000K Lumens 6,105 11,931 17,803 23,522 29,144 34,877 41,245 46,734 52,130 57,717 3000K Lumens 5,404 10,561 15,759 20,822 25,798 30,873 36,510 41,369 46,145 51,091 BUG Rating B1-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 B4-UO-G5 SL3 4000K/5000K Lumens 6,233 12,180 18,174 24,013 29,753 35,604 42,106 47,708 53,218 58,921 3000K Lumens 5,517 10,782 16,088 21,256 26,337 31,517 37,272 42,231 47,109 52,157 BUG Rating B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 83-UO-G5 B3-UO-GS B3-UO-G5 B4-UO-G5 B4-UO-G5 SL4 4000K/5000K Lumens 5,922 11,572 17,268 22,816 28,269 33,829 40,006 45,330 50,566 55,984 3000K Lumens 5,242 10,244 15,286 20,197 25,024 29,945 35,413 40,126 44,761 49,557 BUG Rating B1-UO-G2 B1-UO-G3 B2-UO-G3 B2-UO-G4 B2-UO-G5 B3-UO-G5 B3-UO-GS B3-UO-G5 B3-UO-G5 B3-UO-G5 5NQ 4000K/5000K Lumens 6,429 12,563 18,746 24,768 30,688 36,723 43,429 49,208 54,891 60,775 3000K Lumens 5,691 11,121 16,594 21,925 27,165 32,507 38,443 43,559 48,590 53,798 BUG Rating B2-UO-G1 B3-UO-G2 64-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 85-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 5MQ 4000K/5000K Lumens 6,547 12,794 19,090 25,224 31,253 37,400 44,228 50,114 55,902 61,893 3000K Lumens 5,795 11,325 16,898 22,328 27,665 33,106 39,151 44,361 49,484 54,788 BUG Rating B3-UO-G1 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 BS-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 5WQ 4000K/5000K Lumens 6,564 12,828 19,141 25,291 31,336 37,499 44,347 50,248 56,051 62,058 3000K Lumens 5,810 11,355 16,944 22,388 27,739 33,194 39,256 44,480 49,616 54,934 BUG Rating B3-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 B5-UO-G5 B5-UO-G5 SLL/SLR 4000K/5000K Lumens 5,478 10,703 15,970 21,102 26,145 31,286 37,001 41,924 46,765 51,777 3000K Lumens 4,849 9,474 14,137 18,679 23,144 27,694 32,753 37,111 41,396 45,833 BUG Rating B1-UO-G2 B1-UO-G3 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-GS B3-UO-GS B3-UO-G5 B3-UO-G5 B3-UO-G5 RW 4000K/5000K Lumens 6,371 12,449 18,576 24,544 30,411 36,392 43,037 48,764 54,396 60,225 3000K Lumens 5,640 11,020 16,443 21,726 26,920 32,214 38,096 43,166 48,151 53,311 BUG Rating B3-UO-G1 83-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 85-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 AFL 4000K/5000K Lumens 6,394 12,494 18,644 24,634 30,521 36,524 43,194 48,942 54,593 60,444 3000K Lumens 5,660 11,060 16,504 21,806 27,017 32,331 38,235 43,323 48,326 53,505 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G2 B3-UO-G3 B3-UO-G3 B3-U0-G3 B3-UO-G3 B4-UO-G4 B4-UO-G4 Nominal da a for 70 CRI. E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P. 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 NOMINAL POWER LUMENS (800MA) GLEON GALLEON LED Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power (Watts) 44 85 124 171 210 249 295 334 374 419 Input Current @ 120V (A) 0.39 0.77 1.13 1.54 1.90 2.26 2.67 3.03 3.39 3.80 Input Current @ 208V (A) 0.22 0.44 0.62 0.88 1.06 1.24 1.50 1.68 1.87 2.12 Input Current @ 240V (A) 0.19 0.38 0.54 0.76 0.92 1.08 1.30 1.46 1.62 1.84 Input Current @ 277V (A) 0.17 0.36 0.47 0.72 0.83 0.95 1.19 1.31 1.42 1.67 Input Current @ 347V (A) 0.15 0.24 0.38 0.49 0.63 0.77 0.87 1.01 1.15 1.52 Input Current @ 480V (A) 0.11 0.18 0.29 0.37 0.48 0.59 0.66 0.77 0.88 0.96 Optics T2 4000K/5000K Lumens 4,941 9,656 14,408 19,038 23,588 28,227 33,382 37,823 42,191 46,713 3000K Lumens 4,374 8,547 12,754 16,852 20,880 24,987 29,550 33,481 37,347 41,350 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-U0-G4 B3-UO-G4 B4-UO-GS B4-UO-G5 T2R 4000K/5000K Lumens 5,246 10,251 15,296 20,211 25,041 29,966 35,439 40,154 44,791 49,592 3000K Lumens 4,644 9,074 13,540 17,891 22,166 26,526 31,371 35,544 39,649 43,899 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 T3 4000K/5000K Lumens 5,037 9,842 14,685 19,404 24,041 28,770 34,024 38,551 43,003 47,612 3000K Lumens 4,459 8,712 12,999 17,176 21,281 25,467 30,118 34,125 38,066 42,146 BUG Rating B1-UO-G1 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 T3R 4000K/5000K Lumens 5,148 10,061 15,011 19,835 24,576 29,409 34,780 39,408 43,959 48,669 3000K Lumens 4,557 8,906 13,288 17,558 21,755 26,033 30,787 34,884 38,913 43,082 BUG Rating B1-UO-G2 B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 T4FT 4000K/5000K Lumens 5,066 9,899 14,770 19,516 24,181 28,936 34,221 38,774 43,252 47,888 3000K Lumens 4,484 8,763 13,074 17,276 21,405 25,614 30,292 34,323 38,287 42,390 BUG Rating BI-UO-G2 B1-UO-G2 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 63-UO-G5 B3-UO-G5 B3-UO-G5 T4W 4000K/5000K Lumens 5,000 9,771 14,579 19,264 23,869 28,562 33,779 38,274 42,694 47,269 3000K Lumens 4,426 8,649 12,905 17,052 21,129 25,283 29,901 33,880 37,793 41,843 BUG Rating B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 83-UO-G4 B3-UO-G5 B3-U0-G5 B4-UO-G5 B4-UO-G5 SL2 4000K/5000K Lumens 4,933 9,639 14,383 19,005 23,547 28,178 33,324 37,758 42,118 46,632 3000K Lumens 4,367 8,532 12,732 16,823 20,844 24,943 29,498 33,423 37,283 41,279 BUG Rating B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B4-UO-G5 B4-UO-G5 SL3 4000K/5000K Lumens 5,036 9,841 14,683 19,401 24,039 28,766 34,019 38,546 42,997 47,605 3000K Lumens 4,458 8,711 12,997 17,174 21,279 25,464 30,114 34,121 38,061 42,140 BUG Rating B1-U0-G2 B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-U0-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 B3-UO-G5 SL4 4000K/5000K Lumens 4,784 9,350 13,951 18,434 22,840 27,332 32,323 36,624 40,854 45,232 3000K Lumens 4,235 8,277 12,349 16,318 20,218 24,194 28,612 32,420 36,164 40,039 BUG Rating B1-UO-G2 B1-UO-G3 B1-UO-G3 B2-U0-G4 B2-UO-G4 B2-UO-G5 B2-UO-G5 B3-U0-G5 B3-UO-G5 B3-UO-G5 5NQ 4000K/5000K Lumens 5,194 10,150 15,145 20,011 24,794 29,670 35,088 39,757 44,349 49,102 3000K Lumens 4,598 8,985 13,406 17,714 21,948 26,264 31,060 35,193 39,258 43,465 BUG Rating B2-UO-G1 B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 B5-UO-G3 5MQ 4000K/5000K Lumens 5,290 10,337 15,424 20,380 25,250 30,217 35,734 40,489 45,165 50,006 3000K Lumens 4,683 9,150 13,653 18,040 22,351 26,748 31,632 35,841 39,980 44,265 BUG Rating B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 5WQ 4000K/5000K Lumens 5,304 10,365 15,465 20,434 25,318 30,297 35,830 40,597 45,286 50,139 3000K Lumens 4,695 9,175 13,690 18,088 22,411 26,819 31,717 35,936 40,087 44,383 BUG Rating B3-UO-G1 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G4 B5-UO-G4 B5-UO-G4 B5-UO-G5 B5-UO-G5 SLL/SLR 4000K/5000K Lumens 4,426 8,648 12,903 17,049 21,124 25,278 29,894 33,872 37,784 41,832 3000K Lumens 3,918 7,655 11,422 15,092 18,699 22,376 26,462 29,983 33,446 37,030 BUG Rating B1-UO-G2 B1-UO-G2 B2-U0-G3 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-GS B3-UO-G5 B3-UO-G5 B3-UO-G5 RW 4000K/5000K Lumens 5,147 10,058 15,009 19,830 24,570 29,402 34,771 39,399 43,949 48,658 3000K Lumens 4,556 8,903 13,286 17,554 21,749 26,027 30,779 34,876 38,904 43,072 BUG Rating B2-UO-G1 B3-UO-G1 63-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 B5-UO-G4 AFL 4000K/5000K Lumens 5,166 10,095 15,063 19,903 24,659 29,509 34,898 39,542 44,108 48,835 3000K Lumens 4,573 8,936 13,334 17,618 21,828 26,121 30,892 35,003 39,044 43,229 BUG Rating B1-UO-G1 B1-UO-G1 B2-UO-G2 B2-UO-G2 B3-U0-G2 B3-UO-G3 B3-UO-G3 B3-U0-G3 B3-UO-G3 B3-UO-G3 Nominal da a for 70 CRI. E_7•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 NOMINAL POWER LUMENS (600MA) GLEON GALLEON LED Number of Light Squares 1 2 3 4 5 6 7 8 9 10 Nominal Power (Watts) 34 66 96 129 162 193 226 257 290 323 Input Current @ 120V (A) 0.30 0.58 0.86 1.16 1.44 1.73 2.03 2.33 2.59 2.89 Input Current @ 208V (A) 0.17 0.34 0.49 0.65 0.84 0.99 1.14 1.30 1.48 1.63 Input Current @ 240V (A) 0.15 0.30 0.43 0.56 0.74 0.87 1.00 1.13 1.30 1.43 Input Current @ 277V (A) 0.14 0.28 0.41 0.52 0.69 0.81 0.93 1.04 1.22 1.33 Input Current @ 347V (A) 0.11 0.19 0.30 0.39 0.49 0.60 0.69 0.77 0.90 0.99 Input Current @ 480V (A) 0.08 0.15 0.24 0.30 0.38 0.48 0.53 0.59 0.71 0.77 Optics T2 4000K/5000KLumens 4,029 7,874 11,749 15,525 19,235 23,019 27,222 30,844 34,406 38,093 3000K Lumens 3,566 6,970 10,400 13,743 17,027 20,376 24,097 27,303 30,456 33,720 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G4 T2R 4000K/5000K Lumens 4,278 8,360 12,474 16,482 20,421 24,437 28,900 32,745 36,527 40,441 3000K Lumens 3,787 7,400 11,042 14,590 18,077 21,632 25,582 28,986 32,334 35,798 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 T3 4000K/5000K Lumens 4,107 8,026 11,976 15,824 19,605 23,461 27,746 31,438 35,068 38,827 3000K Lumens 3,636 7,105 10,601 14,007 17,354 20,768 24,561 27,829 31,042 34,370 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 T3R 4000K/5000K Lumens 4,198 8,205 12,242 16,175 20,041 23,982 28,363 32,137 35,848 39,689 3000K Lumens 3,716 7,263 10,837 14,318 17,740 21,229 25,107 28,448 31,733 35,133 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 T4FT 4000K/5000K Lumens 4,131 8,072 12,045 15,915 19,719 23,597 27,907 31,620 35,272 39,052 3000K Lumens 3,657 7,145 10,662 14,088 17,455 20,888 24,703 27,990 31,223 34,569 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G3 B2-U0-G4 B3-UO-G4 B3-U0-G4 B3-U0-G5 B3-UO-G5 B3-UO-G5 T4W 4000K/5000K Lumens 4,077 7,968 11,889 15,710 19,465 23,292 27,546 31,212 34,816 38,547 3000K Lumens 3,609 7,053 10,524 13,906 17,230 20,618 24,384 27,629 30,819 34,122 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G2 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 B3-UO-G5 SL2 4000K/5000K Lumens 4,022 7,861 11,729 15,498 19,202 22,979 27,175 30,791 34,347 38,028 3000K Lumens 3,560 6,959 10,383 13,719 16,998 20,341 24,055 27,256 30,404 33,662 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G3 B2-UO-G3 B3-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 SL3 4000K/5000K Lumens 4,106 8,025 11,974 15,821 19,603 23,458 27,742 31,433 35,064 38,821 3000K Lumens 3,635 7,104 10,599 14,005 17,353 20,765 24,557 27,824 31,039 34,364 BUG Rating B1-UO-G1 B1-UO-G2 B2-UO-G3 B2-UO-G3 B2-UO-G3 B3-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 SL4 4000K/5000K Lumens 3,902 7,624 11,377 15,033 18,626 22,289 26,359 29,867 33,316 36,886 3000K Lumens 3,454 6,749 10,071 13,307 16,488 19,730 23,333 26,438 29,491 32,651 BUG Rating B1-UO-G2 B1-UO-G2 B1-UO-G3 B1-UO-G3 B2-UO-G4 B2-UO-G4 B2-UO-G4 B2-UO-G5 B3-U0-G5 B3-UO-G5 5NQ 4000K/5000K Lumens 4,236 8,277 12,351 16,319 20,219 24,196 28,614 32,422 36,166 40,042 3000K Lumens 3,750 7,327 10,933 14,446 17,898 21,418 25,329 28,700 32,014 35,445 BUG Rating B2-UO-G1 B3-UO-G1 B3-UO-G2 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G2 B5-U0-G3 B5-UO-G3 5MQ 4000K/5000K Lumens 4,314 8,429 12,578 16,619 20,591 24,641 29,141 33,019 36,832 40,779 3000K Lumens 3,819 7,461 11,134 14,711 18,227 21,812 25,796 29,228 32,604 36,098 BUG Rating B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 BS-UO-G4 B5-UO-G4 B5-UO-G4 5WQ 4000K/5000K Lumens 4,325 8,452 12,611 16,664 20,646 24,707 29,219 33,106 36,930 40,888 3000K Lumens 3,828 7,482 11,163 14,751 18,276 21,871 25,865 29,305 32,690 36,194 BUG Rating B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-U0-G2 B5-UO-G3 B5-UO-G3 B5-U0-G4 B5-UO-G4 B5-UO-G4 B5-UO-G4 SLL/SLR 4000K/5000K Lumens 3,609 7,052 10,522 13,903 17,226 20,613 24,378 27,622 30,812 34,114 3000K Lumens 3,195 6,242 9,314 12,307 15,248 18,247 21,579 24,451 27,275 30,198 BUG Rating B1-UO-G1 B1-UO-G2 B1-UO-G3 B2-UO-G3 B2-UO-G3 B2-UO-G4 B3-UO-G4 B3-UO-G4 B3-UO-G5 B3-UO-G5 RW 4000K/5000K Lumens 4,197 8,202 12,239 16,171 20,036 23,977 28,356 32,129 35,839 39,680 3000K Lumens 3,715 7,260 10,834 14,315 17,736 21,224 25,101 28,441 31,725 35,125 BUG Rating B2-UO-G1 B3-UO-G1 B3-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B4-UO-G2 B5-UO-G3 B5-UO-G3 B5-UO-G3 AFL 4000K/5000K Lumens 4,213 8,232 12,284 16,230 20,109 24,064 28,459 32,246 35,969 39,824 3000K Lumens 3,729 7,287 10,874 14,367 17,800 21,301 25,192 28,544 31,840 35,252 BUG Rating B1-UO-G1 B1-U0-G1 B2-UO-G2 B2-UO-G2 B2-U0-G2 B3-UO-G2 B3-UO-G3 B3-UO-G3 B3-UO-G3 B3-UO-G3 Nominal data for 70 CRI. E_7•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 CONTROL OPTIONS GLEON GALLEON LED 0-10V (DIM) This fixture is offered standard with 0-10V dimming driver(s). The DIM option provides 0-10V dimming wire leads for use with a lighting control panel or other control method. Photocontrol (P, R and PER7) Optional button -type photocontrol (P) and photocontrol receptacles (R and PER7) provide a flexible solution to enable "dusk -to -dawn" lighting by sensing light levels. Advanced control systems compatible with NEMA 7-pin standards can be utilized with the PER7 receptacle. After Hours Dim (AHD) This feature allows photocontrol-enabled luminaires to achieve additional energy savings by dimming during scheduled portions of the night. The dimming profile will automatically take effect after a "dusk -to -dawn" period has been calculated from the photocontrol input. Specify the desired dimming profile for a simple, factory -shipped dimming solution requiring no external control wiring. Reference the After Hours Dim supplemental guide for additional information. Dimming Occupancy Sensor (MS/DIM-LXX, MS/X-LXX and MS-LXX) These sensors are factory installed in the luminaire housing. When the MS/DIM-LXX sensor option is selected, the occupancy sensor is connected to a dimming driver and the entire luminaire dims when there is no activity detected. When activity is detected, the luminaire returns to full light output. The MS/DIM sensor is factory preset to dim down to approximately 50 percent power with a time delay of five minutes. The MS-LXX sensor is factory preset to turn the luminaire off after five minutes of no activity. The MS/X-LXX is also preset for five minutes and only controls the specified number of light engines to maintain steady output from the remaining light engines. These occupancy sensors includes an integral photocell that can be activated with the FSIR-100 accessory for "dusk -to -dawn" control or daylight harvesting - the factory preset is OFF. The FSIR-100 is a wireless tool utilized for changing the dimming level, time delay, sensitivity and other parameters. A variety of sensor lens are available to optimize the coverage pattern for mounting heights from 8'-40'. 0 8 12 0 10 20 30 40 For mounting heights up to 8' (-L08 - Cutoff 8' to 24') 36 24 18 7 5 0 5 For mounting heights up to 40' (-L40) 30 20 12 6 7 18 24 36 Coverage Side Area (Feet) 6 12 20 30 Coverage Side Area (Feet) For mounting heights up to 20' (-L20) 0 5 10 15 20 20 18 15 12 9 6 3 0 3 6 9 12 15 18 20 Coverage Side Area (Feet) For mounting heights up to 40' (-L40W) 0 15 27 40 50 40 30 20 10 0 10 20 30 40 50 Coverage Side Area (Feet) LumaWatt Wireless Control and Monitoring System (LWR-LW and LWR-LN) The LumaWatt system is a peer -to -peer wireless network of luminaire-integral sensors for any sized project. Each sensor is capable of motion and photo sensing, metering power consumption and wireless communication. The end -user can securely create and manage sensor profiles with browser -based management software. The software will automatically broadcast to the sensors via wireless gateways for zone -based and individual luminaire control. The LumaWatt software provides smart building solutions by utilizing the sensor to provide easy -to -use dashboard and analytic capabilities such as improved energy savings, traffic flow analysis, building management software integration and more. For additional details, refer to the LumaWatt product guides. 0 16 24 For mounting heights from 8' to 16' (LWR-LW) 8 18 0 8 18 24 Coverage Side Area (Feet) For mounting heights from 16' to 40' (LWR-LN) 40 30 20 10 0 10 20 30 40 Coverage Side Area (Feet( E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 ORDERING INFORMATION Sample Number: GLEON-AF-04-LED-E1-T3-GM-QM GLEON GALLEON LED Product Family"Light Engine 9 9 Number of Light Squares Lam T e P YP Voltage 9 Distribution Color Mounting 9 GLEON=Galleon AF=1A Drive 01=1 LED=Solid State E1=120-277V T2=Type II AP=Grey IBlankI=Arm for Round or Current 02=2 Light Emitting 347=347V ° T2R=Type II Roadway BZ=Bronze Square Pole 03=3 Diodes 480=480V °•' T3=Type III BK=Black EA=Extended Arm a 04=4 T3R=Type III Roadway DP=Dark Platinum MA=Mast Arm Adapter ° 05=5 T4FT=Type IV ForwardThrow GM=Graphite Metallic WM=Wall Mount 06=6 T4W=Type IV Wide WH=White QM=Quick Mount Arm 07=7" 5NQ=TypeV Narrow (Standard Length)t0 08=8" 5MQ=TypeV Square Medium QMEA=Quick Mount 09=9 s 5WQ=TypeV Square Wide Arm (Extended 10=10 a SL2=Type II w/Spill Control SL3=Type III w/Spill Control SL4=Type IV w/Spill Control Length) " SLL=90° Spill Light Eliminator Left SLR=90° Spill Light Eliminator Right RW=RectangularWideType I AFL=Automotive Frontline Options (Add as Suffix) Accessories (Order Sepa ately) 7030=70 CRI 3000K" OA/RA1016=NEMA Photocontrol Multi -Tap - 105-285V 8030=80 CRI 3000K. OA/RA1027=NEMA Photocontrol - 480V 7050=70 CRI 5000Kt2 OA/RA1201=NEMA Photocontrol - 347V 7060=70 CRI 6000K. OA/RA1013=Photocontrol Shorting Cap 600=Drive Current Factory Set to Nominal 600mA. OA/RA1014=120V Photocontrol 800=Drive Current Factory Set to Nominal 800mA'" MA1252=10kV Surge Module Replacement 1200=Drive Current Factory Set to Nominal 1200mA10•. MA1036-XX=Single Tenon Adapter for 2-3/8" O.D. Tenon F=Single Fuse (120, 277 or 347V. Must SpecifyVoltage) MA1037-XX=2@180° Tenon Adapter for 2-3/8" O.D. Tenon FF=Double Fuse (208, 240 or 480V. Must Specify Voltage) MA1197-XX=3@120° Tenon Adapter for 2-3/8" O.D. Tenon 2L=Two Circuits16•" MA1188-XX=4@90° Tenon Adapter for 2-3/8" O.D. Tenon DIM=External 0-10V Dimming Leads MA1189-XX=2@90° Tenon Adapter for 2-3/8" O.D. Tenon P=Button Type Photocontrol (120, 208, 240 or 277V. Must Specify Volatage) MA1190-XX=3@90° Tenon Adapter for 2-3/8" O.D. Tenon PER7=NEMA 7-PIN Twistlock Photocontrol Receptacle MA1191-XX=2@ 120° Tenon Adapter for 2-3/8" O.D. Tenon R=NEMA Twistlock Photocontrol Receptacle MA1038-XX=Single Tenon Adapter for 3-1/2" O.D. Tenon AHD145=After Hours Dim, 5 Hours " MA1039-XX=2@180° Tenon Adapter for 3-1/2" O.D. Tenon AHD245=After Hours Dim, 6 Hours " MA1192-XX=3@ 120° Tenon Adapter for 3-1/2" O.D. Tenon AHD255=After Hours Dim, 7 Hours 12 MA1193-XX=4@90° Tenon Adapter for 3-1/2" O.D. Tenon AHD355=After Hours Dim, 8 Hours's MA1194-XX=2@90° Tenon Adapter for 3-1/2" O.D. Tenon HA=50°C High Ambient" MA1195-XX=3@90° Tenon Adapter for 3-1/2" O.D. Tenon MS/DIM-L08=Motion Sensor for Dimming Operation, Maximum 8' Mounting Height 20•" FSIR-100=Wireless Configuration Tool for Occupancy Sensor 2° MS/DIM-L20=Motion Sensor for Dimming Operation, 9' - 20' Mounting Height..22 GLEON-MT1=Field Installed Mesh Top for 1-4 Light Squares MS/DIM-L40=Motion Sensor for Dimming Operation, 21' - 40' Mounting Height 2°.. GLEON-MT2=Field Installed Mesh Top for 5-6 Light Squares MS/DIM-L4OW=Motion Sensor for Dimming Operation, 21' - 40' Mounting Height (Wide Range) 30•38 GLEON-MT3=Field Installed Mesh Top for 7-8 Light Squares MS/X-L08=Bi-Level Motion Sensor, Maximum 8' Mounting Height ... GLEON-MT4=Field Installed Mesh Top for 9-10 Light Squares MS/X-L20=Bi-Level Motion Sensor, 9' - 20' Mounting Height .... GLEON-QM=Quick Mount Arm Kit MS/X-L40=Bi-Level Motion Sensor, 21' - 40' Mounting Height 20..'. GLEON-QMEA=Quick Mount Extended Arm Kit MS/X-L4OW=Bi-Level Motion Sensor, 21' -40' Mounting Height (Wide Range) 2"... LS/HSS=Field Installed House Side Shield.. MS-L08=Motion Sensor for ON/OFF Operation, Maximum 8' Mounting Height a°.2t MS-L20=Motion Sensor for ON/OFF Operation, 9' - 20' Mounting Height 2°.22 MS-L40=Motion Sensor for ON/OFF Operation, 21' - 40' Mounting Height 2°.2a MS-L4OW=Motion Sensor for ON/OFF Operation, 21' - 40' Mounting Height (Wide Range)2°.2" LWR-LW=LumaWatt Wireless Sensor, Wide Lens for 8' - 16' Mounting Height 2. LWR-LN=LumaWatt Wireless Sensor, Narrow Lens for 16' - 40' Mounting Height 2s L90=Optics Rotated 90° Left R90=Optics Rotated 90° Right MT=Factory Installed Mesh Top TH=Tool-less Door Hardware LCF=Light Square Trim Plate Painted to Match Housing. HSS=Factory Installed House Side Shield• CE=CE Marking• NOTES: 1. Customer is responsible for engineering analysis to confirm pole and fixture compatibility for all applications. Refer to our white paper WP513001EN for additional support information. 2. DesignLights Consortium*. Qualified. Refer to www.designlights.org Qualified Products List under Family Models for details. 3. Standard 4000K CCT and minimum 70 CRI. 4. Not compatible with extended quick mount arm (QMEA). 5. Not compatible with standard quick mount arm (QM) or extended quick mount arm (QMEA)• 6. Requires the use of an internal step down transformer when combined with sensor options. Not available with sensor at 1200mA. Not available in combination with the HA high ambient and sensor options at 1A. 7. Only for use with 480V Wye systems. Per NEC, not for use with ungrounded systems, impedance grounded systems or corner grounded systems (commonly known as Three Phase Three Wire Delta, Three Phase High Leg Delta and Three Phase Corner Grounded Delta systems). 8. May be required when two or more luminaires are oriented on a 90° or 120° drilling pattern. Refer to arm mounting requirement table. 9. Factory installed. 10. Maximum 8 light squares. 11. Maximum 6 light squares. 12. Extended lead times apply. Use dedicated IES files for 3000K, 5000K and 6000K when performing layouts. These files are published on the Galleon luminaire product page on the website. 13. Extended lead times apply. Use dedicated IES files for 3000K, 5000K and 6000K when performing layouts. These files are published on the Galleon luminaire product page on the website. 14. 1 Amp standard. Use dedicated IES files for 600mA, 800mA and 1200mA when performing layouts. These files are published on the Galleon luminaire product page on the website. 15. Not available with HA option. 16. 2L is not available with MS, MS/X or MS/DIM at 347V or 480V. 2L in AF-02 through AF-04 requires a larger housing, normally used for AF-05 or AF-06. Extended arm option may be required when mounting two or more fixtures per pole at 90° or 120°. Refer to arm mounting requirement table. 17. Not available with LumaWatt wireless sensors. 18. Requires the use of P photocontrol or the PER7 or R photocontrol receptacle with photocontrol accessory. See After Hours Dim supplemental guide for additional information. 19. 50°C lumen maintenance data applies to 600mA, 800mA and 1A drive currents. 20. The FSIR-100 configuration tool is required to adjust parameters including high and low modes, sensitivity, time delay, cutoff and more. Consult your lighting representative at Eaton for more information. 21. Approximately 22' detection diameter at 8' mounting height. 22. Approximately 40' detection diameter at 20' mounting. height. 23. Approximately 60' detection diameter at 40' mounting height. 24. Approximately 100' detection diameter at 40' mounting height. 25. Replace X with number of Light Squares operating in low output mode. 26. LumaWatt wireless sensors are factory installed only requiring network components RF-EM-1, RF-GW-1 and RF-ROUT-1 in appropriate quantities. See www.eaton.com/lighting for LumaWatt application information. 27. Not available with house side shield (HSS). 28. Only for use with SL2, SL3, SL4 and AFL distributions. The Light Square trim plate is painted black when the HSS option is selected. 29. CE is not available with the LWR, MS, MS/X, MS/DIM, P, R or PER7 options. Available in 120-277V only. 30. One required for each Light Square. E_T•N Powering Business Worldwide Eaton 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.eaton.com/lighting Specifications and dimensions subject to change without notice. TD500020EN 2016-09-28 15:31:55 ciyijSuitp Storm Water Management Report Project: Stillwater Senior Residential Development 114 Brick St. Stillwater, MN 55082 Developer: Ecumen 3530 Lexington Avenue North Shoreview, MN 55126 All plans and supporting Documentation contained in this report have been reviewed and approved by the Registered Engineer listed below and it is hereby certified that the plans comply with the requirements of the ordinance. I hereby certify that this report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. /164. Matthew R. Pavek P.E. Registration Number: 44263 Date: 09/15/2017 www.CivilSiteGroup.com 4931 West 35th Street • Suite 200 • St. Louis Park • Minnesota • 55416 (612) 615-0060 iyijSite Table of Contents: Cover Sheet Summary Narrative Stormwater Calculations Drainage Area Maps Existing Drainage Area Map Proposed Drainage Area Map HydroCAD Calculations Existing HydroCAD Calculations Proposed HydroCAD Calculations iyijSite Summary Narrative: This Storm Water Management Report accompanies the Civil Plans prepared for the Ecumen Stillwater Senior Living project dated 09/15/2017 and attached to this report. Existing Site Conditions: The existing site for this project is an existing vacant site. This project will be a construction of a new senior living building on a vacant area and an add on to the existing parking lot associated with the existing church building located to the south of the site. The disturbed area for this project is approximately 6.7 acres. The existing amount of impervious surface area within the disturbed limits is 0.8 acres. Soils: Soil borings have been completed by Professional Service Industries, Inc. (Intertek-PSI) dated March 3, 2017 with an Addendum added May 11, 2017. Soils on site typically consist of fill soils over clayey sands. The soils at the surface have been classified to have a Hydrologic Soil Group "C" designation. The soils in the vicinity of the infiltration basin have been classified to have a Hydrologic Soil Group "C" designation which is not conducive to infiltration. Filtration is proposed as an alternate to infiltration for the project. Groundwater: Groundwater has been identified in the soil borings ranging from an elevation of 853 to 878. Proposed Site: This project will be a construction of a new senior living building on a vacant area and an add on to the existing parking lot associated with the existing church building located to the south of the site. The existing parking lot in the location of the new building will be removed to facilitate the construction of the building addition. An additional parking lot will be constructed for the new building addition. The proposed amount of impervious surface area within the disturbed limits is 2.7 acres. iyijSiie Requirements: Per City of Stillwater Since this project disturbs more than one acre, a Middle St. Croix Watershed Management Organization will be required. The City of Stillwater defers to the requirements of the watershed district when they are involved. Requirements: Per Middle St. Croix Watershed Management Organization Rate Control (MSCWMO): Runoff rate may not exceed existing conditions for the 2-, 10- and 100-YR 24-hour storms with respective to 2.8, 4.2 and 7.3-inch rainfall depths. Utilize Atlas-14 rainfall data. Volume Reduction (MSCWMO): For new, nonlinear developments that create new impervious surfaces on sites without restrictions, stormwater runoff volumes will be controlled and the post -construction runoff volume shall be retained on site for 1.1 inches of runoff from impervious surfaces. Water Quality (MSCWMO): Stormwater BMPs shall remove at least 0.55 inches of runoff from the proposed impervious surfaces and remove 75% of the annual total phosphorus load leaving all points on site. Proposed Storm Water Facilities: The project is proposing to utilize 2 above ground filtration basins to meet the requirements of the City of Stillwater and MSCWMO. The filtration basins have been designed to meet rate and volume requirements for the site. Rate Control practices proposed: Rate control for the project is provided by the proposed infiltration basin. The runoff rates for the 2-YR, 10-YR and 100-YR rainfall events will be less than the existing rates (utilizing Atlas-14). See the table below for the existing and proposed runoff rates for this project. iyijSite Rate Control Summary Table: Stormwater Rate Summary Drainage Area Existing Rate (cfs) 2-YR [2.801 10-YR [4.21 100-YR [7.301 EX1A 0.42 1.80 6.08 EX1B 2.13 5.09 12.75 EX2A 0.46 1.79 5.83 EX2B 0.47 2.25 7.89 EX2C 0.42 1.80 6.09 EX3A 1.01 4.80 16.85 TOTAL 4.84 17.51 55.47 Drainage Area Proposed Conditions Rate (cfs) 2-YR [2.801 10-YR [4.21 100-YR [7.301 1P (PR1) 0.47 7.96 16.26 2P (PR2) 0.10 0.40 6.92 PR3 1.46 6.96 24.44 PR4 0.15 0.25 0.49 TOTAL 1.77 14.00 43.78 Overall Stormwater Rate Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) 2-Year Event 4.84 1.77 10-Year Event 17.51 14.00 100-Year Event 55.47 43.78 iyijSite Volume/Water Quality Control Summary: Water volume and water quality control requirements are met by providing filtration onsite in the amount equal to 1.1 inches of runoff from the new or reconstructed impervious surfaces. The proposed filtration basins will be utilized to meet these requirements. Due to existing soil conditions, it is not feasible to provide for the abstraction of 0.55" of runoff over the new impervious surfaces. Filtration of the 1.1" event is proposed in lieu of infiltrating stormwater runoff. The calculations are shown below: Stormwater Water Quality and Volume Summary Drainage Area Required Infiltration Vol. Summary New Impv. Area (sf) Required Volume (cf) PR1 74833 6860 PR2 39585 3629 PR3 2542 233 PR4 1879 172 TOTAL 118839 10894 Storm Water Quality Control Provided: Proposed BMP Area Provided Vol (cf) Filtration Basin 1 6417 Filtration Basin 2 8107 TOTAL 14524 14524 CF > 10894 CF REQUIREMENT SATISFIED Infiltration Volume = 1.1"*Dist. Impv. Area Conclusions: This project is proposing to utilize two aboveground filtration basins to meet the requirements of the City of Stillwater and the MSCWMO. The aboveground filtration basins will be designed to provide rate control to match existing discharge rates from the site and the required volume reduction and water quality control. ECUMEN STILLWATER SENIOR Civil Site Group - Stormwater Calculations Existing Conditions Drainage Area Impervious Area Pervious Area Total Area Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value EX1A 2162 98 54850 61 57012 62 EX1B 28760 98 57626 61 86386 73 EX2A 2468 98 50300 61 52768 63 EX2B 291 98 76331 61 76622 61 EX2C 1944 98 55120 61 57064 62 EX3A 459 98 163252 61 163711 61 Proposed Conditions Drainage Area Impervious Area Pervious Area Total Area Area [SF] CN Value Area [SF] CN Value Area [SF] CN Value PR1 74833 98 81109 61 155942 79 PR2 39585 98 58028 61 97613 76 PR3 2542 98 234936 61 237478 61 PR4 1879 98 651 61 2530 88 Site Area Summary Impervious [SF] Impervious [AC] Pervious [SF] Pervious [AC] Total [SF] Total [AC] Existing Site 36084 0.83 457479 10.50 493563 11.33 Proposed Site 118839 2.73 374724 8.60 493563 11.33 Stormwater Rate Summary Drainage Area Existing Rate (cfs) 2-YR [2.80"] 10-YR [4.2' 100-YR [7.30"] EX1A 0.42 1.80 6.08 EX1B 2.13 5.09 12.75 EX2A 0.46 1.79 5.83 EX2B 0.47 2.25 7.89 EX2C 0.42 1.80 6.09 EX3A 1.01 4.80 16.85 TOTAL 4.84 17.51 55.47 Drainage Area Proposed Conditions Rate cfs) 2-YR [2.80"] 10-YR [4.2"] 100-YR [7.30"] 1P(PR1) 0.47 7.96 16.26 2P (PR2) 0.10 0.40 6.92 PR3 1.46 6.96 24.44 PR4 0.15 0.25 0.49 TOTAL 1.77 14.00 43.78 Overall Stormwater Rate Summary Existing Conditions Rate (cfs) Proposed Conditions Rate (cfs) 2-Year Event 4.84 1.77 10-Year Event 17.51 14.00 100-Year Event 55.47 43.78 Stormwater Water Quality and Volume Summary Drainage Area Required Infiltration Vol. Summary New Impv. Area (sf) Required Volume (cf) PR1 74833 6860 PR2 39585 3629 PR3 2542 233 PR4 1879 172 TOTAL 118839 10894 Proposed BMP Area Provided Vol (cf) Filtration Basin 1 6417 Filtration Basin 2 8107 TOTAL 14524 Infiltration Volume = 1.1 "*Dist. Impv. Area 5 05 .2 036 5t11AIO 58619 OUTLOT A 5 4 5 3 854.0 / / / D1/ etet Ii / II 11 en;,1 I 1 // 9x1. 1r 2 ENNO /2 IRON 7/ /r, ego e so \ ,+ .1 % `YC iTC _ \ Daea9°*1% %00'0. '�11e b \ \ / eba \ \ 1\ %°4'A so. 002A EXISTING POND/ l\ . NWL=856.2 / / \\ .14 HWL-860.5 /-'- l''c tr. seb y ��6 Ill l/II/� ��� yEr4 EX1A` EX IMPV = 2162 SF EX PERV = 54850 SF TOTAL = 57012 SF PTA iI �l /Pt h,e/l 1/1 \ 000 soy sO O am.11C / t1 NM \ a .e a \\\ \\ 0M - GG)c tdi N. \\ - ss9a�'' gyp,\\\ \\\ EX2B--"^,-b // i t\\\\\ \\ EX IMPV = 291 SF li I 1 I j°°, — EX PERV = 76331 SF �� I 1 / i I\ TOTAL = 76622 SF y �� 1 v v/ A V A V p `� \\ \ll A \ .` \ \\ \\ \\ \ \ \ \ ��. \ \ \ \ ' 4 \\ %eaA I 4'1ibl pp , \\ \\ \\ \ \1 \\ \\ \ \ \ s. \~\ \\ \\\ / %De2z s ' \ \ N3+d" 30.57 W ' ' \tom F 3.4 } EX2A a \ .Y D\ \ \ \ \'I \ \ r ,u \ EX IMPV = 2468 SF b.9b X \ \\' I i \1 \ \\ \\ '\\ J� EX PERV = 50300 SF xl \\• \ \\\ �/// ��� / 1 1 t' TOTAL = 52768SF X \\ \\ \\ / , I I I I I \ \ \�\'�4 •♦ � / I I I \ \ f. \•�� v \ / _I / / \ V Iv \,,,,�/n 1of - \\\ \\\�' /� I / t\ \ \ \{l n� �/ ���'\\\ vvvV // \\ \\ \I VI�I-- 10A 5 \ / ' 6• • \ \ I I \ \ \ 1\ 1\ A AO I .. �� eel eD�1� -.A \_ aDb' -• 'ep" / \\ \\ \\^i. 1 as_ e� 4 - �'-�1 = � - OSP ae1.5 fib. N \ r� 41A De1+,,fw/�—' 0 FO RW NOT sr°' ECUMEN - STILLWATER, MN G R � 4931 W. 35TH ST.,#200 ST. LOUIS PARK, MN 55416 952.250.2003 / 763.213.394 www.CivilSiteGroup.com 0 too EX1B EX IMPV 28760 SF EX PERV = 57626 SF TOTAL = 86386 SF e./ 5 VA 511A L4 a• e .st 4 19 Den°/ r\ - 111 �erp 3 a1D1 6aN el4YI / / Y'e1ek 7N/kil♦ 31 aae 0 9559 T F 1.D sT Cot' ebb-. 9 1 i � 559A eD '1 - eat a \ Dl} P ' Et XA 3� A" e69eD9aIEa2ocN058S`'•.81 04" ems /' ep,, I BF,W ra EXIMPV= 459SF /9• —2'?\ 22. a Z ry,o 30 T' EASEMENT Sa SCHE t.� EX PERV = 163252 SF TOTAL\ 63711 SF , '•' \ \ \ - k4\ \ // \ I I I\_' \ \ \ \ \ \ v // 97]1 I rt % `\ \\ \\ \ Fad•° \\ 2 " D70.0 / t \ .\\\ \ \ \\\ � I: ! a D I I\\ \�'�°9� \ 0 \\ \ \ I ,� ! \ \\ \\ n�\ems / \ \ \ \ \I I / \\ \ // \ �\ I v 1 I'�\ \ _ Ttty�N#geti0 fY=Y`t1�7"YV Yp^�y \\ Yam- 9 \ be \�1O.4-1 \\ \\�, r 'R i'!R-SIP 4. e1°e \ 3 \ <l ` / ^ 13�_MFRn SURE. 4.DO-�_� 0. iF D'ikD S Y l 1 J9 9.1 4 pey4 ►1 I aT b \ leap ID A ^.pDhs db1.4 app 9191 NV- se**3.3 °R IPo11-961.36 pedDnep,.b f 51.1 50.9 - t..ta SA 1u • 55.n 1 954„5 a►. \ . RAMSEY ST_ l•—PoN-e445 9 O 0 / I M/.-855.45 14 o So. line of N1/2 of SE1/4- — ;0 1" = 100'-0" 50'-0" 0 100'-0" EXISTING DRAINAGE MAP Project Number: Issue Date: 17055 Revision Number: Revision Date: DA1 5 MO 2 aaa OUTLOT A TCN6 Y 3 _� _ PR IMPV = 1879 SF V........... PR PERV = 651 Ica** 1-15JSS F EXISTING POND/ NWL=856.2 / r HWL=860.5 /-- \n.�t#1,21 irsiftr- .00 &1 BASIN T/BERM04440 869.00 OF 875.00 137100 ECUMEN - STILLWATER, MN iyijSite 4931 W. 35TH ST., #200 ST. LOUIS PARK, MN 55416 952.250.2003 / 763.213.394 www.CivilSiteGroup.com 99 MPV = 2542 SF �R PE V _234936 SF TOTPtEOE 237 8 SF 4/0 ~-eMa�TCN ama I ' ANION /BERM 8 0 T 864.00 862.00 vietizi 1rif\� �� •�. a -- r 498: `'• ! 8° 30'Bg°07" f ea enmenp1 ligL _X,,,,�'lAe� 3 ,��e�nm ,��yN6`TE"T eB' 1 Mae f-07y.9S? n ��dha (41AINV-11 1160.5 ctn. Drre4 N-e01.Je .a.l INV.-e49.Je 6Np H a 111341 ab7 ey„D t c�j r' 1" =100'-0" ' II <—a . RAMSEY ST. 6M IPof11N/-655. 5 854 MA o So. lino of N1/2 of SE1/4/� — 50'-0" 0 100'-0" PROPOSED DRAINAGE MAP Project Number: 17055 Issue Date: Revision Number: Revision Date: DA2 PR1 PROPOSED DA 1 p R2 PROPOSED DA 2 FILTRATION BASIN 1 2P FILTRATION BASIN 1R TOTAL PR3 PROPOSED DA 3 K/Subcat;, Reach PROPOSED DA 4 Link Routing Diagram for 17055 - ECUMEN STILLWATER_PROPOSED Prepared by Microsoft, Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 8.602 61 >75% Grass cover, Good, HSG B (PR1, PR2, PR3, PR4) 2.728 98 Paved parking, HSG B (PR1, PR2, PR3, PR4) 11.331 70 TOTAL AREA ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 11.331 HSG B PR1, PR2, PR3, PR4 0.000 HSG C 0.000 HSG D 0.000 Other 11.331 TOTAL AREA ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 8.602 0.000 0.000 0.000 8.602 >75% Grass cover, Good PR1, PR2, PR3, PR4 0.000 2.728 0.000 0.000 0.000 2.728 Paved parking PR1, PR2, PR3, PR4 0.000 11.331 0.000 0.000 0.000 11.331 TOTAL AREA ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1P 861.50 859.20 124.0 0.0185 0.013 15.0 0.0 0.0 2 2P 868.50 857.70 85.0 0.1271 0.013 12.0 0.0 0.0 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 sin 02202 © 2016 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PR1: PROPOSED DA 1 Runoff Area=155,942 sf 47.99% Impervious Runoff Depth>1.04" Tc=10.0 min CN=79 Runoff=5.71 cfs 0.311 af Subcatchment PR2: PROPOSED DA 2 Runoff Area=97,613 sf 40.55% Impervious Runoff Depth>0.88" Tc=10.0 min CN=76 Runoff=2.97 cfs 0.164 of Subcatchment PR3: PROPOSED DA 3 Runoff Area=237,478 sf 1.07% Impervious Runoff Depth>0.29" Tc=10.0 min CN=61 Runoff=1.46 cfs 0.132 of Subcatchment PR4: PROPOSED DA 4 Runoff Area=2,530 sf 74.27% Impervious Runoff Depth>1.64" Tc=10.0 min CN=88 Runoff=0.15 cfs 0.008 af Reach 1 R: TOTAL Inflow=1.77 cfs 0.405 af Outflow=1.77 cfs 0.405 af Pond 1 P: FILTRATION BASIN 1 Peak Elev=865.56' Storage=6,730 cf Inflow=5.71 cfs 0.311 af Outflow=0.47 cfs 0.165 af Pond 2P: FILTRATION BASIN 2 Peak Elev=871.77' Storage=3,901 cf Inflow=2.97 cfs 0.164 af Outflow=0.10 cfs 0.101 af Total Runoff Area = 11.331 ac Runoff Volume = 0.615 af Average Runoff Depth = 0.65" 75.92% Pervious = 8.602 ac 24.08% Impervious = 2.728 ac ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 7 Runoff Summary for Subcatchment PR1: PROPOSED DA 1 = 5.71 cfs @ 12.02 hrs, Volume= 0.311 af, Depth> 1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 74,833 98 Paved parking, HSG B 81,109 61 >75% Grass cover, Good, HSG B 155,942 79 Weighted Average 81,109 52.01 % Pervious Area 74,833 47.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 5Y 4Y 0 LL Subcatchment PR1: PROPOSED DA 1 Hydrograph l�y�e 'll14-hrs 5.71 cfs �-l�R Rainfall=1.8�0 Ruhoff Arear155942 �Sf Runoff Volume=0.311' af unoff Depti>1.94" 1 c o0 min N�7� I y i 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 8 Runoff Summary for Subcatchment PR2: PROPOSED DA 2 = 2.97 cfs @ 12.03 hrs, Volume= 0.164 af, Depth> 0.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 39,585 98 Paved parking, HSG B 58,028 61 >75% Grass cover, Good, HSG B 97,613 76 Weighted Average 58,028 59.45% Pervious Area 39,585 40.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 0 LL Direct Entry, Subcatchment PR2: PROPOSED DA 2 Hydrograph z 3Y 2 lyii.)e II 244hrJ 2.97 cfs -YR Rainfall= . 0" Runoff Area 97,613 sf !tuioff Volum9. 4 of unoff Deipti>0./8" c=10.0 min GIN=76 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 9 Runoff Summary for Subcatchment PR3: PROPOSED DA 3 = 1.46 cfs @ 12.06 hrs, Volume= 0.132 af, Depth> 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 2,542 98 Paved parking, HSG B 234,936 61 >75% Grass cover, Good, HSG B 237,478 61 Weighted Average 234,936 98.93% Pervious Area 2,542 1.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL Subcatchment PR3: PROPOSED DA 3 Hydrograph 1.46 cfs 11(1;e II 244hrs 12 -YR Rainfali=1.601" i Runoff Area = 237Ai78 !tuioff VolunnE!=9.12 af unoff Deipti>0.?9" c=10.0 min a N = 61 0 1 2 3 4 5 6 7 8 9 10 11 2 13 14 15 16 17 18 19 20 Time (hours) 21 22 23 24 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 10 Runoff Summary for Subcatchment PR4: PROPOSED DA 4 = 0.15 cfs @ 12.02 hrs, Volume= 0.008 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 1,879 98 Paved parking, HSG B 651 61 >75% Grass cover, Good, HSG B 2,530 88 Weighted Average 651 25.73% Pervious Area 1,879 74.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 0 LL 0.16 0.15 Subcatchment PR4: PROPOSED DA 4 Hydrograph �y�ie�i14�hr� _I .-V_R infa4= .8e `-RU1io fAr]ea2;530 sf u . 0.1/ F oI__f y_I (iu np=Q.9O 0.09/ 0.08= 0.15 cfs 0.07/ T'c=10.0 min 0.06-/ GIN=8$ T fi 7 IT IT 1 T 0.054 1 0.04/ 0.034/ I 0.02� 0.01 0 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 11 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 24.08% Impervious, Inflow Depth > 0.43" for 2-YR event Inflow = 1.77 cfs @ 12.05 hrs, Volume= 0.405 af Outflow = 1.77 cfs @ 12.05 hrs, Volume= 0.405 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs U 0 Reach 1 R: TOTAL Hydrograph [177rf 1.77 cfs 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 12 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 1 P: FILTRATION BASIN 1 3.580 ac, 47.99% Impervious, Inflow Depth > 1.04" for 2-YR event 5.71 cfs @ 12.02 hrs, Volume= 0.311 af 0.47 cfs @ 12.84 hrs, Volume= 0.165 af, Atten= 92%, Lag= 49.3 min 0.47 cfs © 12.84 hrs, Volume= 0.165 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 865.56' @ 12.84 hrs Surf.Area= 4,902 sf Storage= 6,730 cf Plug -Flow detention time= 258.1 min calculated for 0.165 af (53% of inflow) Center -of -Mass det. time= 129.0 min (980.8 - 851.8 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 864.00 865.00 866.00 867.00 868.00 864.00' 21,161 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 3,724 4,456 5,246 6,095 7,003 Device Routing Invert #1 Primary 861.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 865.50' 861.50' 864.00' 867.00' Inc.Store (cubic -feet) 0 4,090 4,851 5,671 6,549 Outlet Devices Cum.Store (cubic -feet) 0 4,090 8,941 14,612 21,161 15.0" Round Culvert L= 124.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 861.50' / 859.20' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=0.47 cfs @ 12.84 hrs HW=865.56' (Free Discharge) - 1=Culvert (Passes 0.47 cfs of 9.67 cfs potential flow) AL2=Orifice/Grate (Weir Controls 0.38 cfs @ 0.83 fps) 3=Orifice/Grate (Passes 0.09 cfs of 1.85 cfs potential flow) 4-4=Exfiltration (Exfiltration Controls 0.09 cfs) - 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 13 6-7 Pond 1 P: FILTRATION BASIN 1 Hydrograph 5 71 /cfs 11n lo�nrlAi•ea�3.5�0' aa i°e�aI hev=865.56' $tbra e617-(i Cif 0.47 cfs 868 867- d w 0 866 m w 865- 864 0 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 1 P: FILTRATION BASIN 1 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 Custom Stage Data 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 Storage (cubic -feet) Inflow ❑ Primary t Surface 0 Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 14 Stage -Discharge for Pond 1P: FILTRATION BASIN 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 864.00 0.00 865.04 0.08 866.08 10.31 867.12 12.46 864.02 0.07 865.06 0.08 866.10 10.39 867.14 12.69 864.04 0.07 865.08 0.08 866.12 10.42 867.16 12.94 864.06 0.07 865.10 0.08 866.14 10.45 867.18 13.21 864.08 0.07 865.12 0.08 866.16 10.47 867.20 13.48 864.10 0.07 865.14 0.08 866.18 10.50 867.22 13.78 864.12 0.07 865.16 0.08 866.20 10.52 867.24 14.10 864.14 0.07 865.18 0.09 866.22 10.55 867.26 14.43 864.16 0.07 865.20 0.09 866.24 10.58 867.28 14.77 864.18 0.07 865.22 0.09 866.26 10.60 867.30 15.13 864.20 0.07 865.24 0.09 866.28 10.63 867.32 15.50 864.22 0.07 865.26 0.09 866.30 10.65 867.34 15.88 864.24 0.07 865.28 0.09 866.32 10.68 867.36 16.28 864.26 0.07 865.30 0.09 866.34 10.70 867.38 16.69 864.28 0.07 865.32 0.09 866.36 10.73 867.40 17.12 864.30 0.07 865.34 0.09 866.38 10.75 867.42 17.56 864.32 0.07 865.36 0.09 866.40 10.78 867.44 18.03 864.34 0.07 865.38 0.09 866.42 10.81 867.46 18.50 864.36 0.07 865.40 0.09 866.44 10.83 867.48 18.99 864.38 0.07 865.42 0.09 866.46 10.86 867.50 19.50 864.40 0.07 865.44 0.09 866.48 10.88 867.52 20.02 864.42 0.07 865.46 0.09 866.50 10.91 867.54 20.55 864.44 0.07 865.48 0.09 866.52 10.93 867.56 21.10 864.46 0.08 865.50 0.09 866.54 10.95 867.58 21.66 864.48 0.08 865.52 0.16 866.56 10.98 867.60 22.24 864.50 0.08 865.54 0.28 866.58 11.00 867.62 22.76 864.52 0.08 865.56 0.43 866.60 11.03 867.64 23.29 864.54 0.08 865.58 0.61 866.62 11.05 867.66 23.83 864.56 0.08 865.60 0.82 866.64 11.08 867.68 24.38 864.58 0.08 865.62 1.05 866.66 11.10 867.70 24.94 864.60 0.08 865.64 1.30 866.68 11.13 867.72 25.50 864.62 0.08 865.66 1.57 866.70 11.15 867.74 26.07 864.64 0.08 865.68 1.86 866.72 11.18 867.76 26.65 864.66 0.08 865.70 2.16 866.74 11.20 867.78 27.23 864.68 0.08 865.72 2.48 866.76 11.22 867.80 27.82 864.70 0.08 865.74 2.81 866.78 11.25 867.82 28.42 864.72 0.08 865.76 3.16 866.80 11.27 867.84 29.02 864.74 0.08 865.78 3.52 866.82 11.30 867.86 29.63 864.76 0.08 865.80 3.89 866.84 11.32 867.88 30.25 864.78 0.08 865.82 4.28 866.86 11.35 867.90 30.87 864.80 0.08 865.84 4.68 866.88 11.37 867.92 31.50 864.82 0.08 865.86 5.09 866.90 11.39 867.94 32.13 864.84 0.08 865.88 5.51 866.92 11.42 867.96 32.78 864.86 0.08 865.90 5.94 866.94 11.44 867.98 33.42 864.88 0.08 865.92 6.39 866.96 11.46 868.00 34.07 864.90 0.08 865.94 6.84 866.98 11.49 864.92 0.08 865.96 7.31 867.00 11.51 864.94 0.08 865.98 7.78 867.02 11.59 864.96 0.08 866.00 8.27 867.04 11.71 864.98 0.08 866.02 8.76 867.06 11.87 865.00 0.08 866.04 9.27 867.08 12.05 865.02 0.08 866.06 9.78 867.10 12.24 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 15 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 2P: FILTRATION BASIN 2 2.241 ac, 40.55% Impervious, Inflow Depth > 0.88" for 2-YR event 2.97 cfs @ 12.03 hrs, Volume= 0.164 af 0.10 cfs @ 15.63 hrs, Volume= 0.101 af, Atten= 97%, Lag= 216.1 min 0.10 cfs © 15.63 hrs, Volume= 0.101 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 871.77' @ 15.63 hrs Surf.Area= 5,412 sf Storage= 3,901 cf Plug -Flow detention time= 335.4 min calculated for 0.101 of (61 % of inflow) Center -of -Mass det. time= 208.6 min (1,070.8 - 862.2 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 871.00 872.00 873.00 874.00 875.00 876.00 871.00' 35,083 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 4,785 5,604 6,485 7,426 8,429 9,493 Device Routing Invert Inc.Store (cubic -feet) 0 5,195 6,045 6,956 7,928 8,961 Outlet Devices Cum.Store (cubic -feet) 0 5,195 11,239 18,195 26,122 35,083 #1 Primary 868.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 872.50' 868.50' 871.00' 875.00' 12.0" Round Culvert L= 85.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 868.50' / 857.70' S= 0.1271 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 erimary OutFlow Max=0.10 cfs @ 15.63 hrs HW=871.77' (Free Discharge) - 1=Culvert (Passes 0.10 cfs of 5.55 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) Orifice/Grate (Passes 0.10 cfs of 1.64 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.10 cfs) - 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 16 0 LL Elevation (feet) 876 875- 874-' 873 872- 871 Pond 2P: FILTRATION BASIN 2 Hydrograph 2a97 cfs I�nlo�nr�A%ea=2.21' Elv'=87i .717' $tbr je3,9b1 cif 3 4 5 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 2P: FILTRATION BASIN 2 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 Custom Stage Data 0 5,000 10,000 15,000 20,000 Storage (cubic -feet) 25,000 30,000 35,000 7 Inflow ❑ Primary Surface ❑ Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 17 Stage -Discharge for Pond 2P: FILTRATION BASIN 2 Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) 871.00 0.00 873.60 7.16 871.05 0.09 873.65 7.20 871.10 0.09 873.70 7.23 871.15 0.09 873.75 7.27 871.20 0.09 873.80 7.31 871.25 0.09 873.85 7.35 871.30 0.09 873.90 7.39 871.35 0.09 873.95 7.42 871.40 0.09 874.00 7.46 871.45 0.10 874.05 7.50 871.50 0.10 874.10 7.54 871.55 0.10 874.15 7.57 871.60 0.10 874.20 7.61 871.65 0.10 874.25 7.65 871.70 0.10 874.30 7.68 871.75 0.10 874.35 7.72 871.80 0.10 874.40 7.75 871.85 0.10 874.45 7.79 871.90 0.10 874.50 7.83 871.95 0.10 874.55 7.86 872.00 0.10 874.60 7.90 872.05 0.10 874.65 7.93 872.10 0.11 874.70 7.97 872.15 0.11 874.75 8.00 872.20 0.11 874.80 8.04 872.25 0.11 874.85 8.07 872.30 0.11 874.90 8.10 872.35 0.11 874.95 8.14 872.40 0.11 875.00 8.17 872.45 0.11 875.05 8.42 872.50 0.11 875.10 8.86 872.55 0.37 875.15 9.40 872.60 0.84 875.20 10.05 872.65 1.46 875.25 10.80 872.70 2.18 875.30 11.64 872.75 3.01 875.35 12.57 872.80 3.91 875.40 13.58 872.85 4.90 875.45 14.70 872.90 5.97 875.50 15.92 872.95 6.63 875.55 17.22 873.00 6.67 875.60 18.61 873.05 6.72 875.65 19.91 873.10 6.76 875.70 21.26 873.15 6.80 875.75 22.66 873.20 6.84 875.80 24.10 873.25 6.88 875.85 25.58 873.30 6.92 875.90 27.10 873.35 6.96 875.95 28.67 873.40 7.00 876.00 30.27 873.45 7.04 873.50 7.08 873.55 7.12 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 sin 02202 © 2016 HydroCAD Software Solutions LLC Page 18 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PR1: PROPOSED DA 1 Runoff Area=155,942 sf 47.99% Impervious Runoff Depth>2.12" Tc=10.0 min CN=79 Runoff=11.74 cfs 0.633 of Subcatchment PR2: PROPOSED DA 2 Runoff Area=97,613 sf 40.55% Impervious Runoff Depth>1.89" Tc=10.0 min CN=76 Runoff=6.54 cfs 0.353 af Subcatchment PR3: PROPOSED DA 3 Runoff Area=237,478 sf 1.07% Impervious Runoff Depth>0.91" Tc=10.0 min CN=61 Runoff=6.96 cfs 0.415 af Subcatchment PR4: PROPOSED DA 4 Runoff Area=2,530 sf 74.27% Impervious Runoff Depth>2.91" Tc=10.0 min CN=88 Runoff=0.25 cfs 0.014 af Reach 1 R: TOTAL Inflow=14.00 cfs 1.087 af Outflow=14.00 cfs 1.087 af Pond 1 P: FILTRATION BASIN 1 Peak Elev=865.99' Storage=8,874 cf Inflow=11.74 cfs 0.633 af Outflow=7.96 cfs 0.484 af Pond 2P: FILTRATION BASIN 2 Peak Elev=872.55' Storage=8,427 cf Inflow=6.54 cfs 0.353 af Outflow=0.40 cfs 0.174 af Total Runoff Area = 11.331 ac Runoff Volume = 1.414 af Average Runoff Depth = 1.50" 75.92% Pervious = 8.602 ac 24.08% Impervious = 2.728 ac ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 19 Summary for Subcatchment PR1: PROPOSED DA 1 Runoff = 11.74 cfs @ 12.02 hrs, Volume= 0.633 af, Depth> 2.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 74,833 98 81,109 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 155,942 79 81,109 74,833 Tc Length (min) (feet) Weighted Average 52.01 % Pervious Area 47.99% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 0 LT_ Direct Entry, Subcatchment PR1: PROPOSED DA 1 Hydrograph yje-EI 4-hr 111.74 cfs 10.= 9 Rainfal1=4.20" Runoff Area=155,942 sf Fu,off yollu!n!=9.6p af 7c`i=7.:A:Fs,:frT>12' / • 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 20 Runoff Summary for Subcatchment PR2: PROPOSED DA 2 = 6.54 cfs @ 12.02 hrs, Volume= 0.353 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 39,585 98 Paved parking, HSG B 58,028 61 >75% Grass cover, Good, HSG B 97,613 76 Weighted Average 58,028 59.45% Pervious Area 39,585 40.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL Subcatchment PR2: PROPOSED DA 2 Hydrograph 6.54 cfs 10-1YR Rai%fall = 4.2o" Runoff Arear97,613 sf l unoff Volu_nie=0.353 af ul�o 7ept i>1.�9" c . =1 firs N=76 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 21 Runoff Summary for Subcatchment PR3: PROPOSED DA 3 = 6.96 cfs @ 12.03 hrs, Volume= 0.415 af, Depth> 0.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 2,542 98 Paved parking, HSG B 234,936 61 >75% Grass cover, Good, HSG B 237,478 61 Weighted Average 234,936 98.93% Pervious Area 2,542 1.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 7/ 4- 0 LL Subcatchment PR3: PROPOSED DA 3 Hydrograph l�y�e II �14-hr� 6.96 cfs 10=YR Rai%fall 4.26" Runoff Area =23/R8 sf Funoff Volume!=9.415af tulioff �elpt i>O 1" C0 1 min cN=61 H 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 22 Runoff Summary for Subcatchment PR4: PROPOSED DA 4 = 0.25 cfs @ 12.01 hrs, Volume= 0.014 af, Depth> 2.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 1,879 98 Paved parking, HSG B 651 61 >75% Grass cover, Good, HSG B 2,530 88 Weighted Average 651 25.73% Pervious Area 1,879 74.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0.28 0.26� 0.24" 0.22' Subcatchment PR4: PROPOSED DA 4 Hydrograph I-h t 10=iY1Fiainf ll.12I " Rui�otff Arda2 530 sf 0.25 cfs °'$ 1_Runorff volume=9.914Ha a 016 0.14 _Ruoff pepti>p" 0.12� To=1 O0 murr 0.1 al8 0.08- 0.067/ 0.04� 0.02� 0 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 23 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 24.08% Impervious, Inflow Depth > 1.15" for 10-YR event Inflow = 14.00 cfs @ 12.08 hrs, Volume= 1.087 af Outflow = 14.00 cfs @ 12.08 hrs, Volume= 1.087 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 1 R: TOTAL Hydrograph I�annrfs I r o ,v .3.,14.20 1.cfs 3= / 2=/ 8= 7- 6/ 5� 4= 3= 2= ,— I —I -1- 0 9 10 11 2 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Inflow 0 Outflow ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 24 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 1 P: FILTRATION BASIN 1 3.580 ac, 47.99% Impervious, Inflow Depth > 2.12" for 10-YR event 11.74 cfs @ 12.02 hrs, Volume= 0.633 af 7.96 cfs @ 12.10 hrs, Volume= 0.484 af, Atten= 32%, Lag= 5.0 min 7.96 cfs © 12.10 hrs, Volume= 0.484 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 865.99' @ 12.10 hrs Surf.Area= 5,236 sf Storage= 8,874 cf Plug -Flow detention time= 136.7 min calculated for 0.484 af (76% of inflow) Center -of -Mass det. time= 45.3 min (876.6 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 864.00 865.00 866.00 867.00 868.00 864.00' 21,161 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 3,724 4,456 5,246 6,095 7,003 Device Routing Invert #1 Primary 861.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 865.50' 861.50' 864.00' 867.00' Inc.Store (cubic -feet) 0 4,090 4,851 5,671 6,549 Outlet Devices Cum.Store (cubic -feet) 0 4,090 8,941 14,612 21,161 15.0" Round Culvert L= 124.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 861.50' / 859.20' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=7.95 cfs @ 12.10 hrs HW=865.99' (Free Discharge) - 1=Culvert (Passes 7.95 cfs of 10.25 cfs potential flow) AL2=Orifice/Grate (Weir Controls 7.85 cfs @ 2.28 fps) 3=Orifice/Grate (Passes 0.10 cfs of 1.95 cfs potential flow) 4-4=Exfiltration (Exfiltration Controls 0.10 cfs) - 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 25 137 124 11- 10� 94 84 i w 71/ 0 6- i LL 54 4./ 3•/ 2- 868 867- d w 0 866 m w 865- 864 0 Pond 1 P: FILTRATION BASIN 1 Hydrograph I n f o Area=3.58-0 i4altelv 86 . ' $tbr e8! 8'Mc 4 4 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 500 Time (hours) Pond 1 P: FILTRATION BASIN 1 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 2,000 Custom Stage Data 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 Storage (cubic -feet) Inflow ❑ Primary t Surface 0 Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 26 Stage -Discharge for Pond 1P: FILTRATION BASIN 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 864.00 0.00 865.04 0.08 866.08 10.31 867.12 12.46 864.02 0.07 865.06 0.08 866.10 10.39 867.14 12.69 864.04 0.07 865.08 0.08 866.12 10.42 867.16 12.94 864.06 0.07 865.10 0.08 866.14 10.45 867.18 13.21 864.08 0.07 865.12 0.08 866.16 10.47 867.20 13.48 864.10 0.07 865.14 0.08 866.18 10.50 867.22 13.78 864.12 0.07 865.16 0.08 866.20 10.52 867.24 14.10 864.14 0.07 865.18 0.09 866.22 10.55 867.26 14.43 864.16 0.07 865.20 0.09 866.24 10.58 867.28 14.77 864.18 0.07 865.22 0.09 866.26 10.60 867.30 15.13 864.20 0.07 865.24 0.09 866.28 10.63 867.32 15.50 864.22 0.07 865.26 0.09 866.30 10.65 867.34 15.88 864.24 0.07 865.28 0.09 866.32 10.68 867.36 16.28 864.26 0.07 865.30 0.09 866.34 10.70 867.38 16.69 864.28 0.07 865.32 0.09 866.36 10.73 867.40 17.12 864.30 0.07 865.34 0.09 866.38 10.75 867.42 17.56 864.32 0.07 865.36 0.09 866.40 10.78 867.44 18.03 864.34 0.07 865.38 0.09 866.42 10.81 867.46 18.50 864.36 0.07 865.40 0.09 866.44 10.83 867.48 18.99 864.38 0.07 865.42 0.09 866.46 10.86 867.50 19.50 864.40 0.07 865.44 0.09 866.48 10.88 867.52 20.02 864.42 0.07 865.46 0.09 866.50 10.91 867.54 20.55 864.44 0.07 865.48 0.09 866.52 10.93 867.56 21.10 864.46 0.08 865.50 0.09 866.54 10.95 867.58 21.66 864.48 0.08 865.52 0.16 866.56 10.98 867.60 22.24 864.50 0.08 865.54 0.28 866.58 11.00 867.62 22.76 864.52 0.08 865.56 0.43 866.60 11.03 867.64 23.29 864.54 0.08 865.58 0.61 866.62 11.05 867.66 23.83 864.56 0.08 865.60 0.82 866.64 11.08 867.68 24.38 864.58 0.08 865.62 1.05 866.66 11.10 867.70 24.94 864.60 0.08 865.64 1.30 866.68 11.13 867.72 25.50 864.62 0.08 865.66 1.57 866.70 11.15 867.74 26.07 864.64 0.08 865.68 1.86 866.72 11.18 867.76 26.65 864.66 0.08 865.70 2.16 866.74 11.20 867.78 27.23 864.68 0.08 865.72 2.48 866.76 11.22 867.80 27.82 864.70 0.08 865.74 2.81 866.78 11.25 867.82 28.42 864.72 0.08 865.76 3.16 866.80 11.27 867.84 29.02 864.74 0.08 865.78 3.52 866.82 11.30 867.86 29.63 864.76 0.08 865.80 3.89 866.84 11.32 867.88 30.25 864.78 0.08 865.82 4.28 866.86 11.35 867.90 30.87 864.80 0.08 865.84 4.68 866.88 11.37 867.92 31.50 864.82 0.08 865.86 5.09 866.90 11.39 867.94 32.13 864.84 0.08 865.88 5.51 866.92 11.42 867.96 32.78 864.86 0.08 865.90 5.94 866.94 11.44 867.98 33.42 864.88 0.08 865.92 6.39 866.96 11.46 868.00 34.07 864.90 0.08 865.94 6.84 866.98 11.49 864.92 0.08 865.96 7.31 867.00 11.51 864.94 0.08 865.98 7.78 867.02 11.59 864.96 0.08 866.00 8.27 867.04 11.71 864.98 0.08 866.02 8.76 867.06 11.87 865.00 0.08 866.04 9.27 867.08 12.05 865.02 0.08 866.06 9.78 867.10 12.24 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 27 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 2P: FILTRATION BASIN 2 2.241 ac, 40.55% Impervious, Inflow Depth > 1.89" for 10-YR event 6.54 cfs @ 12.02 hrs, Volume= 0.353 af 0.40 cfs @ 13.21 hrs, Volume= 0.174 af, Atten= 94%, Lag= 71.3 min 0.40 cfs © 13.21 hrs, Volume= 0.174 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 872.55' @ 13.21 hrs Surf.Area= 6,091 sf Storage= 8,427 cf Plug -Flow detention time= 278.8 min calculated for 0.174 af (49% of inflow) Center -of -Mass det. time= 154.9 min (994.4 - 839.5 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 871.00 872.00 873.00 874.00 875.00 876.00 871.00' 35,083 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 4,785 5,604 6,485 7,426 8,429 9,493 Device Routing Invert Inc.Store (cubic -feet) 0 5,195 6,045 6,956 7,928 8,961 Outlet Devices Cum.Store (cubic -feet) 0 5,195 11,239 18,195 26,122 35,083 #1 Primary 868.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 872.50' 868.50' 871.00' 875.00' 12.0" Round Culvert L= 85.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 868.50' / 857.70' S= 0.1271 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 erimary OutFlow Max=0.39 cfs @ 13.21 hrs HW=872.55' (Free Discharge) - 1=Culvert (Passes 0.39 cfs of 6.29 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.28 cfs @ 0.75 fps) Orifice/Grate (Passes 0.11 cfs of 1.84 cfs potential flow) 4=Exfiltration (Exfiltration Controls 0.11 cfs) - 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 28 Elevation (feet) 0 Pond 2P: FILTRATION BASIN 2 Hydrograph Inflow Aire 2,2 1 Pe�ak �lew-�872.55' $tbra6e8,4cif 0 1 2 3 4 5 6 7 876- 875- 874- 873 872- 871 0 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 2P: FILTRATION BASIN 2 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 A A Custom Stage Data 5,000 10,000 15,000 20,000 Storage (cubic -feet) 25,000 30,000 35,000 Inflow ❑ Primary Surface 0 Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type II 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 29 Stage -Discharge for Pond 2P: FILTRATION BASIN 2 Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) 871.00 0.00 873.60 7.16 871.05 0.09 873.65 7.20 871.10 0.09 873.70 7.23 871.15 0.09 873.75 7.27 871.20 0.09 873.80 7.31 871.25 0.09 873.85 7.35 871.30 0.09 873.90 7.39 871.35 0.09 873.95 7.42 871.40 0.09 874.00 7.46 871.45 0.10 874.05 7.50 871.50 0.10 874.10 7.54 871.55 0.10 874.15 7.57 871.60 0.10 874.20 7.61 871.65 0.10 874.25 7.65 871.70 0.10 874.30 7.68 871.75 0.10 874.35 7.72 871.80 0.10 874.40 7.75 871.85 0.10 874.45 7.79 871.90 0.10 874.50 7.83 871.95 0.10 874.55 7.86 872.00 0.10 874.60 7.90 872.05 0.10 874.65 7.93 872.10 0.11 874.70 7.97 872.15 0.11 874.75 8.00 872.20 0.11 874.80 8.04 872.25 0.11 874.85 8.07 872.30 0.11 874.90 8.10 872.35 0.11 874.95 8.14 872.40 0.11 875.00 8.17 872.45 0.11 875.05 8.42 872.50 0.11 875.10 8.86 872.55 0.37 875.15 9.40 872.60 0.84 875.20 10.05 872.65 1.46 875.25 10.80 872.70 2.18 875.30 11.64 872.75 3.01 875.35 12.57 872.80 3.91 875.40 13.58 872.85 4.90 875.45 14.70 872.90 5.97 875.50 15.92 872.95 6.63 875.55 17.22 873.00 6.67 875.60 18.61 873.05 6.72 875.65 19.91 873.10 6.76 875.70 21.26 873.15 6.80 875.75 22.66 873.20 6.84 875.80 24.10 873.25 6.88 875.85 25.58 873.30 6.92 875.90 27.10 873.35 6.96 875.95 28.67 873.40 7.00 876.00 30.27 873.45 7.04 873.50 7.08 873.55 7.12 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 30 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PR1: PROPOSED DA 1 Runoff Area=155,942 sf 47.99% Impervious Runoff Depth>4.85" Tc=10.0 min CN=79 Runoff=26.25 cfs 1.446 af Subcatchment PR2: PROPOSED DA 2 Runoff Area=97,613 sf 40.55% Impervious Runoff Depth>4.51" Tc=10.0 min CN=76 Runoff=15.45 cfs 0.843 af Subcatchment PR3: PROPOSED DA 3 Runoff Area=237,478 sf 1.07% Impervious Runoff Depth>2.91" Tc=10.0 min CN=61 Runoff=24.44 cfs 1.323 af Subcatchment PR4: PROPOSED DA 4 Runoff Area=2,530 sf 74.27% Impervious Runoff Depth>5.87" Tc=10.0 min CN=88 Runoff=0.49 cfs 0.028 af Reach 1 R: TOTAL Inflow=43.78 cfs 3.302 af Outflow=43.78 cfs 3.302 af Pond 1 P: FILTRATION BASIN 1 Peak Elev=867.36' Storage=16,858 cf Inflow=26.25 cfs 1.446 af Outflow=16.26 cfs 1.295 af Pond 2P: FILTRATION BASIN 2 Peak Elev=873.31' Storage=13,267 cf Inflow=15.45 cfs 0.843 af Outflow=6.92 cfs 0.655 af Total Runoff Area = 11.331 ac Runoff Volume = 3.641 af Average Runoff Depth = 3.86" 75.92% Pervious = 8.602 ac 24.08% Impervious = 2.728 ac ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 31 Runoff Summary for Subcatchment PR1: PROPOSED DA 1 = 26.25 cfs @ 12.01 hrs, Volume= 1.446 af, Depth> 4.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 74,833 98 Paved parking, HSG B 81,109 61 >75% Grass cover, Good, HSG B 155,942 79 Weighted Average 81,109 52.01 % Pervious Area 74,833 47.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 0 LT_ Direct Entry, Subcatchment PR1: PROPOSED DA 1 Hydrograph 28- / 26-_'/ 24LV 22 20- / 18- / 14-/ Tc``'•• y11 10/—GN.7 8=/ 6 4 2 fi I— l�y�e�l14-�h� 26.25 cfs 110�-1 R Hai i n a I I4 O" —Ruoff Area=155;942 Sf Ruoff yoluLnef'1.446 af rrIell?t!1>fl-`57 rnin- I 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 32 Runoff Summary for Subcatchment PR2: PROPOSED DA 2 = 15.45 cfs @ 12.01 hrs, Volume= 0.843 af, Depth> 4.51 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 39,585 98 Paved parking, HSG B 58,028 61 >75% Grass cover, Good, HSG B 97,613 76 Weighted Average 58,028 59.45% Pervious Area 39,585 40.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 14/ 13= / / 5 4 3 2 0 Hydrograph 15.45 cfs 7 V Subcatchment PR2: PROPOSED DA 2 ipie II14 �hr� 110f-1R Rulioff Area097 613 sf Ru ioff Volume=0.843taf c-1 � o f Dept�>fi�" aair� c 0 aka _H I— L 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 33 Runoff Summary for Subcatchment PR3: PROPOSED DA 3 = 24.44 cfs @ 12.02 hrs, Volume= 1.323 af, Depth> 2.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 2,542 98 Paved parking, HSG B 234,936 61 >75% Grass cover, Good, HSG B 237,478 61 Weighted Average 234,936 98.93% Pervious Area 2,542 1.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL Subcatchment PR3: PROPOSED DA 3 Hydrograph 26-' tyre II14 ih- 24.44 cfs 22_' 110�-1LR r3aiin�fall=�.30"' 20-—Ru4ioff Area=237A78 sf 18= 16-z-u-poff Volumed=1 .323 af 14 / ao Depth> !' 12 C+O T =1 min 10 ! d N=61 8 TI 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 34 Runoff Summary for Subcatchment PR4: PROPOSED DA 4 = 0.49 cfs @ 12.01 hrs, Volume= 0.028 af, Depth> 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 1,879 98 651 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 2,530 88 Weighted Average 651 25.73% Pervious Area 1,879 74.27% Impervious Area Tc Length (min) (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment PR4: PROPOSED DA 4 Hydrograph 0.55 0.5 0.45 0.4 0.35 45 0.3 0 0.25 LL 0.2 0.15 0.1 0.05 0 -/ CN=88 1- I iyaiel i41- h� 0.49 cfs 106-111R Ruiiof Area=2z530 sf Runoff volume=0.028a# ul off ��ept�i>5.�7" =1 min c �0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 35 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 24.08% Impervious, Inflow Depth > 3.50" for 100-YR event Inflow = 43.78 cfs @ 12.05 hrs, Volume= 3.302 af Outflow = 43.78 cfs @ 12.05 hrs, Volume= 3.302 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 1 R: TOTAL Hydrograph dl 7R rf 43.78 cfs H- 1 4 4- 1 —F 4- ff fi 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Inflow 0 Outflow ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 36 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 1 P: FILTRATION BASIN 1 3.580 ac, 47.99% Impervious, Inflow Depth > 4.85" for 100-YR event 26.25 cfs @ 12.01 hrs, Volume= 1.446 af 16.26 cfs @ 12.11 hrs, Volume= 1.295 af, Atten= 38%, Lag= 5.7 min 16.26 cfs © 12.11 hrs, Volume= 1.295 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 867.36' @ 12.11 hrs Surf.Area= 6,421 sf Storage= 16,858 cf Plug -Flow detention time= 78.4 min calculated for 1.295 af (89% of inflow) Center -of -Mass det. time= 26.3 min (834.2 - 807.9 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 864.00 865.00 866.00 867.00 868.00 864.00' 21,161 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 3,724 4,456 5,246 6,095 7,003 Device Routing Invert #1 Primary 861.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 865.50' 861.50' 864.00' 867.00' Inc.Store (cubic -feet) 0 4,090 4,851 5,671 6,549 Outlet Devices Cum.Store (cubic -feet) 0 4,090 8,941 14,612 21,161 15.0" Round Culvert L= 124.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 861.50' / 859.20' S= 0.0185 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=16.25 cfs @ 12.11 hrs HW=867.36' (Free Discharge) - 1=Culvert (Inlet Controls 11.93 cfs © 9.72 fps) AL2=Orifice/Grate (Passes < 26.10 cfs potential flow) 3=Orifice/Grate (Passes < 2.24 cfs potential flow) 4-4=Exfiltration (Passes < 0.12 cfs potential flow) - 5=Broad-Crested Rectangular Weir (Weir Controls 4.32 cfs © 1.51 fps) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 37 0 LL Pond 1 P: FILTRATION BASIN 1 Hydrograph 28-/ 26/ 24/ 22/ 20/ 18/ 8=� 63/ 4/ 2- i i i i 26.25 cfs In loVai A- =3.5Et0'ao �e�ally=8.a6' #%r1,$58Tcf 16.26 cfs 1- 1 t -_11_H T T11� 40 I I 0 868- 867- d w 0 866 m w 865- 864 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 1 P: FILTRATION BASIN 1 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 Custom Stage Data 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 Storage (cubic -feet) Inflow ❑ Primary t Surface 0 Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 38 Stage -Discharge for Pond 1P: FILTRATION BASIN 1 Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 864.00 0.00 865.04 0.08 866.08 10.31 867.12 12.46 864.02 0.07 865.06 0.08 866.10 10.39 867.14 12.69 864.04 0.07 865.08 0.08 866.12 10.42 867.16 12.94 864.06 0.07 865.10 0.08 866.14 10.45 867.18 13.21 864.08 0.07 865.12 0.08 866.16 10.47 867.20 13.48 864.10 0.07 865.14 0.08 866.18 10.50 867.22 13.78 864.12 0.07 865.16 0.08 866.20 10.52 867.24 14.10 864.14 0.07 865.18 0.09 866.22 10.55 867.26 14.43 864.16 0.07 865.20 0.09 866.24 10.58 867.28 14.77 864.18 0.07 865.22 0.09 866.26 10.60 867.30 15.13 864.20 0.07 865.24 0.09 866.28 10.63 867.32 15.50 864.22 0.07 865.26 0.09 866.30 10.65 867.34 15.88 864.24 0.07 865.28 0.09 866.32 10.68 867.36 16.28 864.26 0.07 865.30 0.09 866.34 10.70 867.38 16.69 864.28 0.07 865.32 0.09 866.36 10.73 867.40 17.12 864.30 0.07 865.34 0.09 866.38 10.75 867.42 17.56 864.32 0.07 865.36 0.09 866.40 10.78 867.44 18.03 864.34 0.07 865.38 0.09 866.42 10.81 867.46 18.50 864.36 0.07 865.40 0.09 866.44 10.83 867.48 18.99 864.38 0.07 865.42 0.09 866.46 10.86 867.50 19.50 864.40 0.07 865.44 0.09 866.48 10.88 867.52 20.02 864.42 0.07 865.46 0.09 866.50 10.91 867.54 20.55 864.44 0.07 865.48 0.09 866.52 10.93 867.56 21.10 864.46 0.08 865.50 0.09 866.54 10.95 867.58 21.66 864.48 0.08 865.52 0.16 866.56 10.98 867.60 22.24 864.50 0.08 865.54 0.28 866.58 11.00 867.62 22.76 864.52 0.08 865.56 0.43 866.60 11.03 867.64 23.29 864.54 0.08 865.58 0.61 866.62 11.05 867.66 23.83 864.56 0.08 865.60 0.82 866.64 11.08 867.68 24.38 864.58 0.08 865.62 1.05 866.66 11.10 867.70 24.94 864.60 0.08 865.64 1.30 866.68 11.13 867.72 25.50 864.62 0.08 865.66 1.57 866.70 11.15 867.74 26.07 864.64 0.08 865.68 1.86 866.72 11.18 867.76 26.65 864.66 0.08 865.70 2.16 866.74 11.20 867.78 27.23 864.68 0.08 865.72 2.48 866.76 11.22 867.80 27.82 864.70 0.08 865.74 2.81 866.78 11.25 867.82 28.42 864.72 0.08 865.76 3.16 866.80 11.27 867.84 29.02 864.74 0.08 865.78 3.52 866.82 11.30 867.86 29.63 864.76 0.08 865.80 3.89 866.84 11.32 867.88 30.25 864.78 0.08 865.82 4.28 866.86 11.35 867.90 30.87 864.80 0.08 865.84 4.68 866.88 11.37 867.92 31.50 864.82 0.08 865.86 5.09 866.90 11.39 867.94 32.13 864.84 0.08 865.88 5.51 866.92 11.42 867.96 32.78 864.86 0.08 865.90 5.94 866.94 11.44 867.98 33.42 864.88 0.08 865.92 6.39 866.96 11.46 868.00 34.07 864.90 0.08 865.94 6.84 866.98 11.49 864.92 0.08 865.96 7.31 867.00 11.51 864.94 0.08 865.98 7.78 867.02 11.59 864.96 0.08 866.00 8.27 867.04 11.71 864.98 0.08 866.02 8.76 867.06 11.87 865.00 0.08 866.04 9.27 867.08 12.05 865.02 0.08 866.06 9.78 867.10 12.24 ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 39 Inflow Area = Inflow = Outflow = Primary = Summary for Pond 2P: FILTRATION BASIN 2 2.241 ac, 40.55% Impervious, Inflow Depth > 4.51" for 100-YR event 15.45 cfs @ 12.01 hrs, Volume= 0.843 af 6.92 cfs @ 12.14 hrs, Volume= 0.655 af, Atten= 55%, Lag= 7.8 min 6.92 cfs © 12.14 hrs, Volume= 0.655 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 873.31' @ 12.14 hrs Surf.Area= 6,773 sf Storage= 13,267 cf Plug -Flow detention time= 129.9 min calculated for 0.655 af (78% of inflow) Center -of -Mass det. time= 44.0 min (858.8 - 814.8 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 871.00 872.00 873.00 874.00 875.00 876.00 871.00' 35,083 cf Custom Stage Data (Prismatic)Listed below (Recalc) Surf.Area (sq-ft) 4,785 5,604 6,485 7,426 8,429 9,493 Device Routing Invert Inc.Store (cubic -feet) 0 5,195 6,045 6,956 7,928 8,961 Outlet Devices Cum.Store (cubic -feet) 0 5,195 11,239 18,195 26,122 35,083 #1 Primary 868.50' #2 Device 1 #3 Device 1 #4 Device 3 #5 Primary 872.50' 868.50' 871.00' 875.00' 12.0" Round Culvert L= 85.0' RCP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 868.50' / 857.70' S= 0.1271 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf 27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads 6.0" Vert. Orifice/Grate C= 0.600 0.800 in/hr Exfiltration over Surface area 8.0' long x 8.0' 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 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 erimary OutFlow Max=6.92 cfs @ 12.14 hrs HW=873.31' (Free Discharge) - 1=Culvert (Inlet Controls 6.92 cfs @ 8.82 fps) 2=Orifice/Grate (Passes < 16.71 cfs potential flow) Orifice/Grate (Passes < 2.02 cfs potential flow) 4=Exfiltration (Passes < 0.13 cfs potential flow) - 5=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 40 Elevation (feet) Pond 2P: FILTRATION BASIN 2 Hydrograph 7� 6/ 5/ 4/ 3/ 2/ 1L/ 0/ 9/ 8/ 7/ 6/ 5V 4V 3V 2V 0 / I � I inflo i re �2.241 Peakelv8.31' $tbre-1�,67-bf 15.45 cfs ac 6.92 cfs e, T T T T T T T 0 876- 875- 874- 873 872- 871 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 2P: FILTRATION BASIN 2 Stage -Area -Storage Surface/Horizontal/Wetted Area (sq-ft) 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 A Custom Stage Data 5,000 10,000 15,000 20,000 Storage (cubic -feet) 25,000 30,000 i1 35,000 • Inflow ❑ Primary Surface 0 Storage ECUMEN STILLWATER - PROPOSED CONDITIONS 17055 - ECUMEN STILLWATER PROPOSED Type II 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 41 Stage -Discharge for Pond 2P: FILTRATION BASIN 2 Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) 871.00 0.00 873.60 7.16 871.05 0.09 873.65 7.20 871.10 0.09 873.70 7.23 871.15 0.09 873.75 7.27 871.20 0.09 873.80 7.31 871.25 0.09 873.85 7.35 871.30 0.09 873.90 7.39 871.35 0.09 873.95 7.42 871.40 0.09 874.00 7.46 871.45 0.10 874.05 7.50 871.50 0.10 874.10 7.54 871.55 0.10 874.15 7.57 871.60 0.10 874.20 7.61 871.65 0.10 874.25 7.65 871.70 0.10 874.30 7.68 871.75 0.10 874.35 7.72 871.80 0.10 874.40 7.75 871.85 0.10 874.45 7.79 871.90 0.10 874.50 7.83 871.95 0.10 874.55 7.86 872.00 0.10 874.60 7.90 872.05 0.10 874.65 7.93 872.10 0.11 874.70 7.97 872.15 0.11 874.75 8.00 872.20 0.11 874.80 8.04 872.25 0.11 874.85 8.07 872.30 0.11 874.90 8.10 872.35 0.11 874.95 8.14 872.40 0.11 875.00 8.17 872.45 0.11 875.05 8.42 872.50 0.11 875.10 8.86 872.55 0.37 875.15 9.40 872.60 0.84 875.20 10.05 872.65 1.46 875.25 10.80 872.70 2.18 875.30 11.64 872.75 3.01 875.35 12.57 872.80 3.91 875.40 13.58 872.85 4.90 875.45 14.70 872.90 5.97 875.50 15.92 872.95 6.63 875.55 17.22 873.00 6.67 875.60 18.61 873.05 6.72 875.65 19.91 873.10 6.76 875.70 21.26 873.15 6.80 875.75 22.66 873.20 6.84 875.80 24.10 873.25 6.88 875.85 25.58 873.30 6.92 875.90 27.10 873.35 6.96 875.95 28.67 873.40 7.00 876.00 30.27 873.45 7.04 873.50 7.08 873.55 7.12 <EXIA> EXISTING DA 1A EXISTING DA 1B <Subca> EXISTING DA 2A EXISTING DA 2B Reach EXISTING DA 2C EXISTING DA 3A Link 1R TOTAL Routing Diagram for 17055 - ECUMEN STILLWATER_EXISTING Prepared by Microsoft, Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC ECUMEN STILLWATER - 17055 - ECUMEN STILLWATER EXISTING Prepared by Microsoft HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC EXISTING CONDITIONS Printed 9/15/2017 Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.502 61 >75% Grass cover, Good, HSG B (EX1A, EX1B, EX2A, EX2B, EX2C, EX3A) 0.828 98 Paved parking, HSG B (EX1A, EX1B, EX2A, EX2B, EX2C, EX3A) 11.331 64 TOTAL AREA ECUMEN STILLWATER - 17055 - ECUMEN STILLWATER EXISTING Prepared by Microsoft HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC EXISTING CONDITIONS Printed 9/15/2017 Page 3 Area (acres) Soil Listing (all nodes) Soil Subcatchment Group Numbers 0.000 11.331 0.000 0.000 0.000 11.331 HSG A HSG B EX1A, EX1B, EX2A, EX2B, EX2C, EX3A HSG C HSG D Other TOTAL AREA ECUMEN STILLWATER - 17055 - ECUMEN STILLWATER EXISTING Prepared by Microsoft HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC EXISTING CONDITIONS Printed 9/15/2017 Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D (acres) (acres) (acres) (acres) 0.000 0.000 Other Total Ground (acres) (acres) Cover Subcatchment Numbers 0.000 10.502 0.000 0.000 0.000 10.502 0.828 0.000 11.331 0.000 0.000 0.000 0.828 Paved parking 0.000 0.000 11.331 TOTAL AREA >75% Grass cover, Good EX1A, EX1B, EX2A, EX2B, EX2C, EX3A EX1A, EX1B, EX2A, EX2B, EX2C, EX3A ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX1A: EXISTING DA 1A RunoffArea=57,012 sf 3.79% Impervious Runoff Depth>0.32" Tc=10.0 min CN=62 Runoff=0.42 cfs 0.035 af Subcatchment EX1 B: EXISTING DA 1 B Runoff Area=86,386 sf 33.29% Impervious Runoff Depth>0.73" Tc=10.0 min CN=73 Runoff=2.13 cfs 0.121 af SubcatchmentEX2A: EXISTING DA 2A Runoff Area=52,768 sf 4.68% Impervious Runoff Depth>0.35" Tc=10.0 min CN=63 Runoff=0.46 cfs 0.035 af SubcatchmentEX2B: EXISTING DA 2B Runoff Area=76,622 sf 0.38% Impervious Runoff Depth>0.29" Tc=10.0 min CN=61 Runoff=0.47 cfs 0.043 af Subcatchment EX2C: EXISTING DA 2C Runoff Area=57,064 sf 3.41 % Impervious Runoff Depth>0.32" Tc=10.0 min CN=62 Runoff=0.42 cfs 0.035 of SubcatchmentEX3A: EXISTING DA 3A Runoff Area=163,711 sf 0.28% Impervious Runoff Depth>0.29" Tc=10.0 min CN=61 Runoff=1.01 cfs 0.091 af Reach 1 R: TOTAL Inflow=4.84 cfs 0.360 af Outflow=4.84 cfs 0.360 af Total Runoff Area = 11.331 ac Runoff Volume = 0.360 af Average Runoff Depth = 0.38" 92.69% Pervious = 10.502 ac 7.31% Impervious = 0.828 ac ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 6 Runoff Summary for Subcatchment EX1A: EXISTING DA 1A = 0.42 cfs @ 12.05 hrs, Volume= 0.035 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 2,162 98 54,850 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 57,012 62 54,850 2,162 Tc Length (min) (feet) Weighted Average 96.21 % Pervious Area 3.79% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Direct Entry, Subcatchment EX1A: EXISTING DA 1A Hydrograph .46 .44 _ 0.4- .38Y .36 / .32 0.3=/ 28 26 .24 /� .22 0.2/ .18! .16=/ .14V1 .12/ 0.1Y/ 08/ .06=/ .04=/ 02 ,� l�y�e ftI4� hi 0.42 cfs unot! Area 57 012 st —Runoff ypIupp-=9.35 u of f pt>07.F4 c=1 O O min H 11 4 4 4 4 I� 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 7 Runoff Summary for Subcatchment EX1 B: EXISTING DA 1 B = 2.13 cfs @ 12.03 hrs, Volume= 0.121 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 28,760 98 Paved parking, HSG B 57,626 61 >75% Grass cover, Good, HSG B 86,386 73 Weighted Average 57,626 66.71 % Pervious Area 28,760 33.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 2-/ Subcatchment EX1 B: EXISTING DA 1 B Hydrograph l�y�e II 24h- 2.13 cfs -YR Rainfall= . 0" Runoff Area 86,386 sf Runoff Volume=0.1?1af iunoff Deipti>0.7� 3" c--1 miry (�0 a N = 73 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 15 16 17 18 19 20 21 22 23 24 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 8 Runoff Summary for Subcatchment EX2A: EXISTING DA 2A = 0.46 cfs @ 12.05 hrs, Volume= 0.035 af, Depth> 0.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 2,468 98 Paved parking, HSG B 50,300 61 >75% Grass cover, Good, HSG B 52,768 63 Weighted Average 50,300 95.32% Pervious Area 2,468 4.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX2A: EXISTING DA 2A Hydrograph 0.5 0.48 0.46 0.44 e I h* 0.42 04 -1'R ifliatik2jie 0.38 0.36 - R toff Area-052768 SI-f 0.34 003aI off volume=0.035af Tri 4-0 0.28 ✓ RunoffP>°.5" 0.26 p 0.24 � � 1 LLO u n LL 0.22 0.2 _ 0.18- 0.16' 0.14 0.12 0.1 0.08 0.06- 1 0.04 0.02 4 H o 4 4 0.46 cfs 5 I 4 fi 4 0 1 2 3 4 5 6 7 8 9 10 11 2 13 14 15 Time hours) Ifi 1+- 16 17 18 19 20 21 22 23 24 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 9 Runoff Summary for Subcatchment EX2B: EXISTING DA 2B = 0.47 cfs @ 12.06 hrs, Volume= 0.043 af, Depth> 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 291 98 Paved parking, HSG B 76,331 61 >75% Grass cover, Good, HSG B 76,622 61 Weighted Average 76,331 99.62% Pervious Area 291 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL Subcatchment EX2B: EXISTING DA 2B Hydrograph 0.52 0.5 0.48; j 0.46=' 0.44 0.42 0.4 27, 0.36 j 0.32. RtTho f Area 76,622 Si00 3 ; Ui° i►�°IIu.43i-af tuff Fp>°Fr 0.24; /� 0.24C=1 V.0 min- 022 0.2 1/ —L6� 0.16 0.14 0.12 / .1' H H 0.08i 0.06 0.04E 0.002 l� eI1 h 0.47 cfs 0 1 2 3 4 5 6 7 8 9 10 11 2 13 Time (hours) 4 fi II ± Ifi 14 15 16 17 18 19 20 21 22 23 24 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 10 Runoff Summary for Subcatchment EX2C: EXISTING DA 2C = 0.42 cfs @ 12.05 hrs, Volume= 0.035 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 1,944 98 Paved parking, HSG B 55,120 61 >75% Grass cover, Good, HSG B 57,064 62 Weighted Average 55,120 96.59% Pervious Area 1,944 3.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EX2C: EXISTING DA 2C Hydrograph 0.46 0.44 °0 4 0.3E- I'R�aJG.oO 0.36 00.334 --RunofA.ea 5/ -0_ St O. upp--T.35 °2E —Runoff I 0.2 0.26 o#f 0.242Fr9p>07.2" 0.2iY 1./C=1 _.0mid 0.1E 0.16= VVLLL 0.14Lz I H 0.12 0.1=-"[- 0.08 0.06=/ 0.04V 0.02 0 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 11 Runoff Summary for Subcatchment EX3A: EXISTING DA 3A = 1.01 cfs @ 12.06 hrs, Volume= 0.091 af, Depth> 0.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.80" Area (sf) CN Description 459 98 Paved parking, HSG B 163,252 61 >75% Grass cover, Good, HSG B 163,711 61 Weighted Average 163,252 99.72% Pervious Area 459 0.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 1-� Subcatchment EX3A: EXISTING DA 3A Hydrograph 1 yye 11 14-hrs -YR Rainfalll=1.60" 1.01 cfs I Iorz Runoff Area = 163,711 sf Runoff Volume=0.091 af tunoff Deipti>0.?9" =1 c 00 min a N = 61 0 1 2 3 4 5 6 7 8 9 10 11 2 13 14 15 16 17 18 19 20 Time (hours) 21 22 23 24 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 2-YR Rainfall=2.80" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 7.31 % Impervious, Inflow Depth > 0.38" for 2-YR event Inflow = 4.84 cfs @ 12.05 hrs, Volume= 0.360 af Outflow = 4.84 cfs @ 12.05 hrs, Volume= 0.360 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 1 R: TOTAL Hydrograph 5- 4- 3- 0 LL 2- 0 Inflow Area=11.3 4.84 cfs z 0 1 2 3 4 6 7 8 9 10 11 2 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ❑ Inflow ❑ Outflow ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type II 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 13 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX1A: EXISTING DA 1A RunoffArea=57,012 sf 3.79% Impervious Runoff Depth>0.97" Tc=10.0 min CN=62 Runoff=1.80 cfs 0.106 of Subcatchment EX1 B: EXISTING DA 1 B Runoff Area=86,386 sf 33.29% Impervious Runoff Depth>1.67" Tc=10.0 min CN=73 Runoff=5.09 cfs 0.276 af SubcatchmentEX2A: EXISTING DA 2A Runoff Area=52,768 sf 4.68% Impervious Runoff Depth>1.02" Tc=10.0 min CN=63 Runoff=1.79 cfs 0.103 of SubcatchmentEX2B: EXISTING DA 2B Runoff Area=76,622 sf 0.38% Impervious Runoff Depth>0.91" Tc=10.0 min CN=61 Runoff=2.25 cfs 0.134 of Subcatchment EX2C: EXISTING DA 2C Runoff Area=57,064 sf 3.41 % Impervious Runoff Depth>0.97" Tc=10.0 min CN=62 Runoff=1.80 cfs 0.106 of SubcatchmentEX3A: EXISTING DA 3A Runoff Area=163,711 sf 0.28% Impervious Runoff Depth>0.91" Tc=10.0 min CN=61 Runoff=4.80 cfs 0.286 af Reach 1 R: TOTAL Inflow=17.51 cfs 1.010 af Outflow=17.51 cfs 1.010 of Total Runoff Area = 11.331 ac Runoff Volume = 1.010 af Average Runoff Depth = 1.07" 92.69% Pervious = 10.502 ac 7.31% Impervious = 0.828 ac ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 14 Runoff Summary for Subcatchment EX1A: EXISTING DA 1A = 1.80 cfs @ 12.03 hrs, Volume= 0.106 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 2,162 98 54,850 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 57,012 62 54,850 2,162 Tc Length (min) (feet) Weighted Average 96.21 % Pervious Area 3.79% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 2 0 LL 0 Direct Entry, Subcatchment EX1A: EXISTING DA 1A lyii.)e II 244hrJ Hydrograph 1.80 cfs 10-YR Rainfall 4.20" Runoff Area = 57,012 sf Runoff Volunne=0.106 af unoff Deipt->0.97" =1 min c 00 aN=62 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 15 Runoff Summary for Subcatchment EX1 B: EXISTING DA 1 B = 5.09 cfs @ 12.02 hrs, Volume= 0.276 af, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 28,760 98 57,626 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 86,386 73 57,626 28,760 Tc Length (min) (feet) Weighted Average 66.71 % Pervious Area 33.29% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 0 LL 5y Direct Entry, Subcatchment EX1 B: EXISTING DA 1 B Hydrograph l)e II �14-hr+ 5.09 cfs 10-YR Rai%fiII=4.2a" Runoff Area=86,386 sf Runoff Volume=0.276' af ul�off Deipti>1.!7" =1 c 00 min 6N= 73 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Time (hours) 15 16 17 18 19 20 21 22 23 24 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 16 Runoff Summary for Subcatchment EX2A: EXISTING DA 2A = 1.79 cfs @ 12.03 hrs, Volume= 0.103 af, Depth> 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 2,468 98 Paved parking, HSG B 50,300 61 >75% Grass cover, Good, HSG B 52,768 63 Weighted Average 50,300 95.32% Pervious Area 2,468 4.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 0 Subcatchment EX2A: EXISTING DA 2A Hydrograph lyii.)e II 247hrJ 1.79 cfs 10-YR Rainfall = 4.20" Runoff Area 52, r768 sf Runoff Volume=0.103 af 7unoff Deipt�>t92" =1 min c 00 a N = 63 0 1 2 3 4 5 6 7 8 9 10 11 2 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 17 Runoff Summary for Subcatchment EX2B: EXISTING DA 2B = 2.25 cfs @ 12.03 hrs, Volume= 0.134 af, Depth> 0.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 291 98 Paved parking, HSG B 76,331 61 >75% Grass cover, Good, HSG B 76,622 61 Weighted Average 76,331 99.62% Pervious Area 291 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 2Y 0 LL Subcatchment EX2B: EXISTING DA 2B Hydrograph l�yde III i4-hrJ 2.25 cfs 10--YR Rai%faI I''=4.2o" Runoff Area 76,622 sf Runoff Volume=0.134 af tunoff Deipti>0.1" 00 =1 0 min- cN= 61 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 18 Runoff Summary for Subcatchment EX2C: EXISTING DA 2C = 1.80 cfs @ 12.03 hrs, Volume= 0.106 af, Depth> 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 1,944 98 55,120 61 Paved parking, HSG B >75% Grass cover, Good, HSG B 57,064 62 55,120 1,944 Tc Length (min) (feet) Weighted Average 96.59% Pervious Area 3.41% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) 10.0 2 0 LL 0 Direct Entry, Subcatchment EX2C: EXISTING DA 2C lyii.)e II 244hrJ Hydrograph 1.80 cfs 10-YR Rainfall 4.20" Runoff Area = 57,064 sf Runoff Volunne=0.106 af unoff Deipt->0.97" =1 min c 00 aN=62 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 19 Runoff Summary for Subcatchment EX3A: EXISTING DA 3A = 4.80 cfs @ 12.03 hrs, Volume= 0.286 af, Depth> 0.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.20" Area (sf) CN Description 459 98 Paved parking, HSG B 163,252 61 >75% Grass cover, Good, HSG B 163,711 61 Weighted Average 163,252 99.72% Pervious Area 459 0.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 0 LL 4 / 2 i Direct Entry, Subcatchment EX3A: EXISTING DA 3A lyii.)e II 244hrJ Hydrograph 4.80 cfs 10-YR Rai%fall = 4.20" Runoff Area = 16V11 sf Runoff Volu_ni =9.286taf 7 unoff Deipth>0.1" c=10.0 min N=61 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time (hours) 17 18 19 20 21 22 23 24 ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 10-YR Rainfall=4.20" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 20 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 7.31 % Impervious, Inflow Depth > 1.07" for 10-YR event Inflow = 17.51 cfs @ 12.03 hrs, Volume= 1.010 af Outflow = 17.51 cfs @ 12.03 hrs, Volume= 1.010 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs w 0 LL Reach 1 R: TOTAL Hydrograph 18: 17=� 16= / 15 14= 13=,' = i 12':" = 11, / 10=' 9/ 8-� 7 / 6 51 4 / n 3 2 nfio v Ae�-- I 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Inflow 0 Outflow ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 21 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEX1A: EXISTING DA 1A Runoff Area=57,012 sf 3.79% Impervious Runoff Depth>3.01" Tc=10.0 min CN=62 Runoff=6.08 cfs 0.329 af Subcatchment EX1 B: EXISTING DA 1 B Runoff Area=86,386 sf 33.29% Impervious Runoff Depth>4.18" Tc=10.0 min CN=73 Runoff=12.75 cfs 0.692 af Subcatchment EX2A: EXISTING DA 2A Runoff Area=52,768 sf 4.68% Impervious Runoff Depth>3.12" Tc=10.0 min CN=63 Runoff=5.83 cfs 0.315 af Subcatchment EX2B: EXISTING DA 2B Runoff Area=76,622 sf 0.38% Impervious Runoff Depth>2.91" Tc=10.0 min CN=61 Runoff=7.89 cfs 0.427 af Subcatchment EX2C: EXISTING DA 2C Runoff Area=57,064 sf 3.41 % Impervious Runoff Depth>3.01" Tc=10.0 min CN=62 Runoff=6.09 cfs 0.329 af Subcatchment EX3A: EXISTING DA 3A Runoff Area=163,711 sf 0.28% Impervious Runoff Depth>2.91" Tc=10.0 min CN=61 Runoff=16.85 cfs 0.912 af Reach 1 R: TOTAL Inflow=55.47 cfs 3.003 af Outflow=55.47 cfs 3.003 af Total Runoff Area = 11.331 ac Runoff Volume = 3.003 af Average Runoff Depth = 3.18" 92.69% Pervious = 10.502 ac 7.31% Impervious = 0.828 ac ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 22 Runoff Summary for Subcatchment EX1A: EXISTING DA 1A = 6.08 cfs @ 12.02 hrs, Volume= 0.329 af, Depth> 3.01 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 2,162 98 Paved parking, HSG B 54,850 61 >75% Grass cover, Good, HSG B 57,012 62 Weighted Average 54,850 96.21 % Pervious Area 2,162 3.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 5y 4 Subcatchment EX1A: EXISTING DA 1A Hydrograph yye l 114-h r 6.08 cfs 1aci-NiiR h�aiiniai 0" Runoff Area=517,012 sf Ftrnoff Vol ui =9.3T29-af unoff Dep >3.01" c 10 min aNL61 i 2 4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 23 Runoff Summary for Subcatchment EX1 B: EXISTING DA 1 B = 12.75 cfs @ 12.02 hrs, Volume= 0.692 af, Depth> 4.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 28,760 98 Paved parking, HSG B 57,626 61 >75% Grass cover, Good, HSG B 86,386 73 Weighted Average 57,626 66.71 % Pervious Area 28,760 33.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 0 LT_ Direct Entry, Subcatchment EX1 B: EXISTING DA 1 B Hydrograph 9- / 8-' 74 64 5- / :/ 3 2 4 1 12.75 cfs 110o-Y�Raiin�fal�0"� Runoff Area 86,386 sf �u4�Q V_o'Ium( 0.692,-af 01 cu f 7epti>18" c=min 46N-1=7i 41 4 4 7I 7I 4 4 7 7 i 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 24 Runoff Summary for Subcatchment EX2A: EXISTING DA 2A = 5.83 cfs @ 12.02 hrs, Volume= 0.315 af, Depth> 3.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 2,468 98 Paved parking, HSG B 50,300 61 >75% Grass cover, Good, HSG B 52,768 63 Weighted Average 50,300 95.32% Pervious Area 2,468 4.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 5/ Subcatchment EX2A: EXISTING DA 2A Hydrograph �II14-hrs 5.83 cfs 100-YR iRaiiniall='7.0" Runoff Area = 52, r768 sf I�u�off VolumE!=9.315af unoff Dept>3.12" c1 o.6 min aNL63 o//79 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 25 Runoff Summary for Subcatchment EX2B: EXISTING DA 2B = 7.89 cfs @ 12.02 hrs, Volume= 0.427 af, Depth> 2.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 291 98 Paved parking, HSG B 76,331 61 >75% Grass cover, Good, HSG B 76,622 61 Weighted Average 76,331 99.62% Pervious Area 291 0.38% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 7/ 6� 4 Subcatchment EX2B: EXISTING DA 2B Hydrograph �II14-hrJ 10�-YR'Raiinfall=7 0" -Runoff Area = 76,622 sf Runoff Volu ner9.4?7_af unoff 7ept>1" c=1 6-.0 min -G1=6 P 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 26 Runoff Summary for Subcatchment EX2C: EXISTING DA 2C = 6.09 cfs @ 12.02 hrs, Volume= 0.329 af, Depth> 3.01 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 1,944 98 Paved parking, HSG B 55,120 61 >75% Grass cover, Good, HSG B 57,064 62 Weighted Average 55,120 96.59% Pervious Area 1,944 3.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 0 LL 5y 4 Subcatchment EX2C: EXISTING DA 2C Hydrograph yye l 114-h r 6.09 cfs 1aci-NiiR h�aiiniai 0" Runoff Area=517,064 sf I�trnoff Vol ui =9.3T29-af unoff Dep >3.01" c 10 min aNL61 i 2 4 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 27 Runoff Summary for Subcatchment EX3A: EXISTING DA 3A = 16.85 cfs @ 12.02 hrs, Volume= 0.912 af, Depth> 2.91 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.30" Area (sf) CN Description 459 98 Paved parking, HSG B 163,252 61 >75% Grass cover, Good, HSG B 163,711 61 Weighted Average 163,252 99.72% Pervious Area 459 0.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, 1 a 1 0 LL Subcatchment EX3A: EXISTING DA 3A Hydrograph 8= 6-/ 1y�ett hr -1 5=' 110o-14t iin al '7 0'T 4= � 3 /LIRUho-f Aea 163;711-Sf 2 -u-toff Volume=0.912 of {h 0 / �elpt!i> 9'L' 9 �_ -1 mir- 8_ �- 0 7�16N611� / 5 3 / 16.85 cfs 2 T 7 T-' t 1 7 1 1 rt- t1 t1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) • Runoff ECUMEN STILLWATER - EXISTING CONDITIONS 17055 - ECUMEN STILLWATER EXISTING Type 11 24-hr 100-YR Rainfall=7.30" Prepared by Microsoft Printed 9/15/2017 HydroCAD® 10.00-19 s/n 02202 © 2016 HydroCAD Software Solutions LLC Page 28 Summary for Reach 1 R: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 11.331 ac, 7.31 % Impervious, Inflow Depth > 3.18" for 100-YR event Inflow = 55.47 cfs @ 12.02 hrs, Volume= 3.003 af Outflow = 55.47 cfs @ 12.02 hrs, Volume= 3.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Reach 1 R: TOTAL Hydrograph 50- [5- 40- w 0 LL 25- 35- 30- 20- 15- 10- Inflo�ni i rici d7 rf Ali e �11 3 55.47 cfs I 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Inflow 0 Outflow E N GI VEERS P LANNERS D FSIGNERS Consulting Group, Inc. To: Anne Stanfield, Director of Business Development, ECUMEN From: Jeff Bednar, TOPS, Senior Traffic Engineering Specialist Date: September 14, 2017 Subject: ECUMEN-STILLWATER SENIOR HOUSING DEVELOPMENT TRAFFIC IMPACT STUDY I FOLLOW-UP TRAFFIC COUNTS Introduction Memorandum SRF No. 01710489 As requested, SRF has completed additional traffic data collection and analysis tasks, as follow-up to the Ecumen-Stillwater Senior Housing Development traffic impact study memorandum by SRF, May 26, 2017. The primary objectives of this traffic study follow-up are to compare traffic counts conducted in early May this year (Before Conditions) to post opening New St. Croix River Crossing Bridge condition traffic counts (After Conditions), in order to determine the impact of the opening of the new bridge. The following information providing the assumptions, methodology, analysis and traffic study follow-up conclusions and recommendations, is offered for your consideration. Data Collection Weekday a.m. and p.m. commuter peak period (7-9 a.m. and 4-6 p.m.) vehicular turning movement counts were collected at the following study intersections on Tuesday May 2, 2017 (Before Conditions) and Thursday September 7, 2017 (After Conditions): • Myrtle Street (CSAH 12)/Brick Street • Olive Street (CSAH 5)/Brick Street The east and westbound through traffic volumes on Myrtle Street (CSAH 12) and Olive Street (CSAH 5) at Brick Street, during the Before and After condition peak periods (7-9 a.m. and 4-6 p.m.) are shown in Table 1. The a.m. and p.m. peak period traffic volumes for each condition were combined and the combined average percent reduction, by roadway, was calculated. Additional details and discussion will be included in the Conclusions and Recommendations Summary of this memorandum. Table 1. Before and After New Bridge Opening Conditions Study Area EB and WB Through Traffic Volumes Street Name at Brick Street Before Conditions (May 2017) After Conditions (September 2017) Combined Average Percent Reduction EB & WB Through Traffic Volumes EB & WB Through Traffic Volumes AM Peak Period PM Peak Period AM Peak Period PM Peak Period Myrtle Street (CSAH 12) 911 1130 724 1144 8.5% Olive Street (CSAH 5) 1371 1728 1083 1531 15.7% ONE CARLSON PARKWAY, SUITE 150 MINNEAPOLIS, MN 55447 I 763.475.0010 I WWW.SRFCONSULTING.COM Anne Stanfield, Director of Business Development, ECUMEN September 14, 2017 ECUMEN - STILLWATER SENIOR HOUSING DEVELOPMENT TRAFFIC IMPACT STUDY FOLLOW-UP Page 2 Conclusions and Recommendations Summary Based on the traffic study follow-up traffic counts and analysis, the following summary of conclusions and recommendations is offered for your consideration: 1. Based on the Stillwater Downtown Plan Update - Traffic Impacts Analysis, completed by SRF in November 2016, through traffic volumes on many of the Stillwater area roadways were expected to be reduced with the 2017 opening of the New St. Croix River Bridge and the closing of the existing Stillwater Lift Bridge to vehicular traffic. In the subject traffic study area, through traffic volumes on Olive Street were expected be reduced by 10 percent and on Myrtle Street by five (5) percent, after the new bridge was opened and the existing lift bridge was closed to vehicular. 2. Based on the Before and After condition peak period (7-9 a.m. and 4-6 p.m.) traffic counts (shown in Table 1), traffic volumes on Olive Street have been reduced by 15.7 percent and on Myrtle Street by 8.5 percent, somewhat more reduction than was predicted. 3. Since the study intersections will operate at acceptable "overall" LOS C or better during the peak hours under the 2022 build Ecumen-Stillwater Senior Housing Development scenario, combined with somewhat more reduction in background through traffic than was predicted, it is concluded that traffic operations at the study intersections may be better than was identified in the Ecumen- Stillwater Senior Housing Development traffic impact study by SRF, May 26, 2017. 4. Therefore, the City of Stillwater may consider the proposed Ecumen-Stillwater Senior Housing Development without concern that it would represent a significant negative traffic impact to the supporting study area roadways. H: \Projects\ 10000\ 10489\TS\Memo\ 10489_Ecumen Development TIS Follow-up Traffic Counts_ 170914.docx Intertek March 3, 2017 Hit= Ms. Anne Stanfield Ecumen Development 3530 Lexington Avenue North Shoreview, Minnesota 55126 Re: Geotechnical Engineering Services Proposed Stillwater Senior Living 114 Brick Street South Stillwater, Minnesota Intertek-PSI Report No. 0678112 Dear Ms. Stanfield: Professional Service Industries, Inc. (Intertek-PSI) is pleased to transmit our Geotechnical Engineering Services Report for the proposed Stillwater Senior Living facility in Stillwater, Minnesota. This report includes the results of field and laboratory testing, and recommendations for foundations, slabs -on -grade, pavements, stormwater management features, and general site development considerations. Intertek-PSI appreciates the opportunity to perform this Geotechnical Exploration and looks forward to continuing our participation during the design and construction phases of this project. If you have questions pertaining to this report, or if Intertek-PSI may be of further service, please contact us at your convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Joseph M. Rozmiarek, P.E. Department Manager Geotechnical Services David M. Barndt Principal Consultant Senior Vice President Intertek-PSI • 2915 Waters Road, Suite 112 • Eagan, Minnesota 55121 • 651-646-8148 • Fax 651-646-8258 • www.psiusa.com GEOTECHNICAL ENGINEERING SERVICES REPORT For the Proposed Stillwater Senior Living 114 Brick Street South Stillwater, Minnesota Prepared for: Ecumen Development 3530 Lexington Avenue North Shoreview, Minnesota 55126 Prepared by: Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, Minnesota 55121 Phone (651) 646-8148 Fax (651) 646-8258 Intertek-PSI Report Number: 0678112 March 3, 2017 Intertek David M. Barndt Principal Consultant 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. Print Name Joseph M. Rozmiarek, P.E. Signature: Exp. Date: 6/30/18 License # 52629 4`;'• LJCENSEO !•'. r V i PROFESSIONAL 3 r C • ENGINEER = tvit y•y !.lMM4`4 �rJ til rf+r 4iON The above Professionalt}:n nearing Seal and Sipiature is an electronic reproducion of the original seal and sienature. An original hard copy was sent to the client listed on this document This electronic reproduction ahall not be construed as an orieinal er oerhfied document. Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 TABLE OF CONTENTS Page No. PROJECT INFORMATION 2 Project Authorization 2 Project Description 2 Purpose and Scope of Services 4 SITE AND SUBSURFACE CONDITIONS 4 Site Location and Description 4 Subsurface Conditions 5 Groundwater Information 7 EVALUATION AND RECOMMENDATIONS 8 Geotechnical Discussion 8 Site Preparation 9 Foundation Recommendations 11 Floor Slab Recommendations 13 Below Grade Wall Design Considerations 14 Seismic Site Class 16 Pavement Recommendations 16 Infiltration Characteristics of Subsurface Soils and Pond Recommendations 18 CONSTRUCTION CONSIDERATIONS 20 Moisture Sensitive Soils/Weather Related Concerns 20 Drainage and Groundwater Concerns 20 Excavations 21 Utilities Trenching 21 GEOTECHNICAL RISK 22 REPORT LIMITATIONS 22 APPENDIX SITE VICINITY PLAN BORING LOCATION PLAN LOG OF BORINGS USGS SEISMIC ANALYSIS GENERAL NOTES 1 Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 PROJECT INFORMATION Project Authorization The following Table summarizes, in chronological order, the Project Authorization History for the services performed and represented in this report by Professional Service Industries, Inc. (Intertek-PSI). DOCUMENT AND REFERENCE NUMBER DATE AUTHOR OR AGENT & COMPANY Email Request for Proposal- Geotechnical 2/3/2017 Ms. Beth Koeppel, Kaas-Wilson Architects Intertek-PSI Proposal 0675-201130 2/6/2017 Mr. Joseph Rozmiarek and Mr. John Gordon, Intertek-PSI Request for Revised Proposal — Revised Client Information 2/8/2017 Ms. Beth Koeppel, Kaas-Wilson Architects lntertek-PSI Proposal 0675-201130-R1 2/8/2017 Mr. Joseph Rozmiarek and Mr. John Gordon, Intertek-PSI Notice to Proceed: 2/8/2017 Ms. Anne Stanfield. Ecumen Development Project Description Intertek-PSI understands the project will include construction of a new free standing building at 114 Brick Street South in Stillwater, Minnesota. The following Table lists the material and information provided for this project: DESCRIPTION OF MATERIAL PROVIDER/SOURCE DATE Boring Location Plan Ms. Beth Koeppel Kaas-Wilson Architects Undated Site Topographic Survey Ms. Beth Koeppel Kaas-Wilson Architects 5/24/2002 The new building will consist of a senior living facility with an approximate footprint of 20,000 square feet. The building will have one below -grade level for parking and three levels above -grade. Specific building design details have not been provided to Intertek- PSI at this time. However, Intertek-PSI understands that building construction will likely consist of either concrete masonry unit (CMU) or cast -in -place concrete foundation walls and precast concrete columns below -grade supporting precast concrete plank for the first floor. The above -grade construction will consist of wood framing. Based upon this, Intertek-PSI's analysis is based on maximum wall loads for being on the order of 4 kips per lineal foot and column loads being less than 250 kips. The address for the project is 114 Brick Street South. The building will be bounded by undeveloped land and Myrtle Street to the north; an existing church and associated pavements to the south; existing residential properties to the west; and Brick Street South 2 Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 to the east with residential properties beyond. The majority of the site is undeveloped, but an AM radio tower exists on the east -center portion of the site. The radio tower grounding system and anchoring system exists below grade on site. Finished first floor elevation for the new building has not been finalized, but is anticipated to be at approximately 879± feet above mean sea level. The finished floor elevation of the below grade level will be at approximately 867± feet MSL. The site is gently sloping in the proposed building area, with steeper downward slopes beyond. Elevation differences between the building borings are on the order of 13± feet (876± to 893± feet MSL) and elevation differences of up to 35± feet across the site, based on the provided site plan. Based on this, cuts of up to 26± feet for the lower level and nominal fills on the order of 2± feet will be required to achieve design site grades. The project will also include construction of pavements and drive lanes to the south and east of the facility. A grading plan has not been provided, however, the planned pavements are anticipated to be at or near existing side grades, with nominal cuts and fills of 2± feet required to achieve design site grades. The project will also include construction of two stormwater management areas, with one along the north side of the property and one along the east side of the property. The stormwater features have preliminarily been designed as infiltration features. A grading plan has not been provided, however, the planned bottom elevations are anticipated to be approximately 5± feet below existing side grades. Additional site work includes surface plazas, landscaping, and site utilities. The following Table lists the structural loads and site features that are required for or are the design basis for the conclusions contained in this report: STRUCTURAL LOAD/PROPERTY REQUIREMENT/DESIGN BASIS BUILDING Maximum Wall Loads 4 kips per lineal foot (klf) B Maximum Column Loads 250 kips B Finished Floor Elevation First Floor - 879± feet MSL Lower Level - 867± feet MSL R Maximum Floor Loads and Size 125 pounds per square foot (psf)/ Concentrated loads under 2 square feet B Settlement Tolerances 1-inch total; %-inch differential between adjacent columns B PAVEMENTS Pavement 18-kip ESAL (cycle & duration) Light Duty — 30,000 ESAL; Heavy Duty— 60,000 ESAL; with a life expectancy of 20 years B STORMWATER MANAGEMENT Stormwater Feature Locations Two infiltration -type or detention -type features along north and east sides of site B 3 Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 GRADING Planned Grade Variations in Building Pad Areas Up to 26± feet of cut 2± feet of fill B B = Report has been prepared based on this parameter or loading in the absence of client supplied information at the time of this report. R = Information provided by Kaas Wilson Architects. The geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If the noted information is incorrect, please inform Intertek-PSI in writing so that we may amend the recommendations presented in this report if appropriate and if desired by the client. Intertek-PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site and develop geotechnical design criteria regarding foundations, floor slabs, pavements, and stormwater management areas for the proposed project. Subgrade preparation recommendations and construction considerations are also provided. Intertek-PSI's scope of services included drilling a total of 12 soil test borings, select laboratory testing, and preparation of this Geotechnical Report. The scope of services for the geotechnical investigation did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. Intertek-PSI is completing an Environmental Phase I Assessment under report number 0673839. SITE AND SUBSURFACE CONDITIONS Site Location and Description The address for the project is 114 Brick Street South. The building will be bounded by undeveloped land and Myrtle Street to the north; an existing church and associated pavements to the south; existing residential properties to the west; and Brick Street South to the east with residential properties beyond. An existing radio tower is present on the eastern portion of the site. This tower as well as the guy anchors and associated utilities lies within the footprint of the proposed building. The site is relatively flat but slopes down steeply to the north, east and west, with elevation differences on the site on the order of 35± feet. Within the proposed building area, however, the elevation difference is on the order of 20± feet. The western section of the property appears to have been graded to the current site elevations. The site does not appear to have been developed previously otherwise, based on a review of historical 4 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 aerial photographs dating to 1938 on the Minnesota Historical Aerial Photographs online server. The site Latitude and Longitude is approximately 45.0544°N and 92.8287°W, respectively. Subsurface Conditions The subsurface conditions were explored with 12 soil test borings. The following table depicts the general location and surface of elevation of the borings: BORING GENERAL LOCATION SURFACE ELEVATION (FT MSL) DEPTH OF BORING (FT) B-01 Proposed Building, West Wing, North End 882 31* B-02 Proposed North Pond, West End 882 16 B-03 Proposed North Pond, East End 881 16 B-04 Proposed Building, West Wing, Center 883 26 B-05 Proposed Building, East Wing, West End 893 36 B-06 Proposed Building, East Wing, Center 891 31 B-07 Proposed Building, East Wing, Southeast End 884 21 B-08 Proposed East Pond, Center 876 16 B-09 Proposed Pavements, Northwest Section 882 11 B-10 Proposed Building, West Wing, South End 880 26 B-11 Proposed Pavements, Southwest Section 880 11 B-12 Proposed Pavements, East Section 881 26 *Boring extended in the field due to encountered deep undocumented fill soils. The locations of the borings are shown on the Boring Location Plan in the Appendix. The boring locations were selected by Kaas Wilson Architects. The surface elevation at each boring location was determined by the drilling crew using conventional leveling techniques. The floor slab at the north -facing entrance to the Our Savior Lutheran Church to the south of the site was used as a benchmark. This benchmark has a reported elevation of 877.32 feet above mean sea level according to the provided site survey from 2002. This location is noted as "BM" on the attached boring location plan. Elevations should be considered accurate to the nearest 1± foot. 5 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 The borings were advanced utilizing hollow stem auger drilling methods and soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Representative soil samples were obtained from the soil borings and were returned to Intertek-PSI's laboratory where they were visually classified using the Unified Soil Classification System (USCS) as a guideline. Further, Intertek-PSI conducted limited laboratory testing on select soil samples to aid in identifying and describing the physical characteristics of the soils and to aid in defining the site soil stratigraphy. The results of the field exploration and laboratory tests were used in Intertek-PSI's engineering analysis and in the formulation of our engineering recommendations. The subsurface conditions included surficial organic soils (3± to 12± inches thick) at Borings B-03 through B-09, B-11 and B-12 or undocumented fill to depths of 10± to 25± feet below existing site grades at Borings B-01 and B-02. Bituminous pavements (3 inches thick) over aggregate base (9 inches thick) was encountered at Boring B-10. The surficial organic soils generally consisted of sand silt with traces of clay, roots, and organics. Moisture contents in the surficial organic soils ranged from 10% to 44%. Some of the surficial moisture contents may have been affected by recent snowmelt and precipitation events. SPT N-values were generally not completed in the surficial soils due to frozen soils at the time drilling. Underlying the surficial organic soils at Borings B-06, B-08, B-09, and B-11 was a deposit of sandy silt to depths of 5± feet below existing site grades, except in Boring B-11, where the silt was encountered to the termination depth of 11 feet. The sandy silt was moist to wet, with moisture contents ranging from 8% to 30%. SPT N-values in the sandy silt ranged from 6 to 12 blows per foot (bpf), indicating loose to medium relative densities. These silt soils were also encountered on a limited basis at deeper elevations through the soil profile. Underlying the surficial organic soils at Borings B-03 through B-05, B-07, B-10, and B-11 and underlying the sandy silt at Borings B-06, B-08, B-09, and B-11 was a deposit of clayey sand to the termination depths of the borings. Some of the clayey sand soils contained traces of gravel. The clayey sand soils ranged from moist to wet, with moisture contents ranging from 5% to 22%. SPT N-values in the clayey sand soils ranged from 3 to 45 bpf, indicating very loose to dense relative densities, but more typically ranged from 11 to 22 bpf, indicating medium relative densities. An exception to this general soil profile was a deposit of undocumented fill to a depth of 25± feet below existing site grades in Boring B-01 and to a depth of 15± feet in Boring B- 02. This deposit of undocumented fill consisted of a mixture of clayey sand, buried topsoil, sandy silt, roots, organics, and wood pieces. The fill was generally in a moist condition, with moisture contents ranging from 8% to 18%. SPT N-values in the fill ranged from 11 to 16 bpf. Although this exploration was completed for geotechnical purposes, it should be noted that soils at the bottom of the undocumented fill strata and the underlying native clayey sand soils contained a chemical -type odor. The source of the odor and the contaminant type are not known to Intertek-PSI at this time. 6 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 The soils observed on site are consistent with the mapped NRCS soil profile for the region. At the proposed site location, the soils are expected to consist of Kingsley Sandy Loam soils. These deposits consist predominantly of sand -size particles, with appreciable amounts of silt and clay. These soils are considered somewhat limited for supporting shallow foundations for residential buildings and poor materials for construction reclamation. The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on these boring logs. The samples that were not discarded during classification or altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Groundwater Information Groundwater was observed on a limited basis during drilling operations at depths of 5± to 29± feet below existing site grades, corresponding to elevations of 853± to 878± feet MSL. Due to the variance and limited quantities of groundwater observed during drilling, these observations are likely to be perched in sandier soils above less permeable clayey sand soils. Groundwater was observed at the completion of drilling operations at depths of 22± to 29± feet in Borings B-01 and B-12, corresponding to elevations of 853± to 859± feet MSL. These groundwater levels are estimated to be more indicative of the static groundwater level on the site. Groundwater was not observed in the remaining borings at the completion of drilling operations. Nearby surface water features include McKusick Lake, located one half -mile north of the site, and Lily Lake, located one-third mile south of the site. The normal surface water elevation in the lakes are 854± and 848± feet, respectively, approximately 25± to 30± feet below existing site grades on site according to publicly available topographic maps. This is generally consistent with the groundwater elevations observed on site. The groundwater observations noted on the boring logs represent the groundwater conditions at the test boring locations at the time of drilling operations. It should be expected that the groundwater levels will fluctuate at least several feet seasonally and depending on climatic conditions and precipitation. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. 7 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 EVALUATION AND RECOMMENDATIONS Geotechnical Discussion There are two (2) geotechnical related issues at this site which will affect the design, construction and possible performance of the proposed building and site construction. The following summarizes these issues: 1. Undocumented fill, some of which contains organics, exists under the proposed building to depths of 25± feet at Boring B-01. Shallower fills on the order of 15± feet were observed in Boring B-02 in the proposed stormwater management feature. Additional undocumented fill should be anticipated during demolition of the existing tower and near the existing site utilities. A deposit of undocumented fill was encountered within the building at Boring B-01 extending to depths of 25± feet below existing site grades (elevation 856± feet MSL). A deposit of undocumented fill was observed to a depth of 15± feet in Boring B-02. The depth and consistency of the fill soils should be anticipated to vary between boring locations, and deeper localized deposits of undocumented fill may be encountered during construction. Additional undocumented fill should be anticipated during the demolition of the existing radio tower foundation and guy anchors and near the associated utilities. Most of the undocumented fill related to the radio tower on site is estimated to be removed during mass excavation of the below -grade level, however, the fill in the area of Boring B-1 extends to greater depths and a soil correction will be required in this area. In addition, some additional localized soil corrections to remove fill should be anticipated in other portions of the site. The existing undocumented fill is not suitable for support of foundations or foundation supporting fill. Based on the anticipated lower level finished floor elevation of 867± feet, the foundations should extend through most of the fill soils except at Boring B-01. Intertek-PSI recommends that the fill be removed in its entirety from within building pad and a distance of at least 10 feet beyond as part of initial mass grading activities. The fill at Boring B-01 extends to depths of 25± feet and contained deleterious materials, including organics, roots, and wood. Due to the observed deleterious materials present in the fill at Boring B-01, the fill soils will not be suitable for the support of foundations, foundation -supporting engineered fill or the lower level slab. These soils should be removed entirely from below the building footprint and outside of the building for a minimum distance of 10 feet, or the depth of the fill removal below foundation elevation, whichever is greater. Full fill removal from the pavement and stormwater management areas may not be required. The fill that does not contain organics and roots and that passes proofroll observations as noted in the Site Preparation section of this report may remain in place under the pavements. A portion of the fill is anticipated to be removed as part of mass grading for the stormwater management areas, but may remain in place under the installed pond liner. Undocumented fill that does not contain roots, organics, or other 8 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 unsuitable material may be moisture -conditioned and reused as a source of engineered fill. Fill soils containing organics should be used in landscape areas or disposed of offsite. The exposed surface of the site after fill removal should be prepared as outlined in the Site Preparation Section of this report. The adherence to the initial site preparation recommendations is considered critical to verify a suitable subgrade exists, prior to the placement of new fills required to obtain project grades. During earthwork operations, a representative of the geotechnical engineer should be present on -site on a full time basis to verify the subgrade conditions and placement and compaction of new fills. 2. Soils at the estimated bottom of pond elevation will have limited infiltration capacity due to the presence of clayey sand and sandy silt soils. The second geotechnical issue is the potential limitations of using infiltration as a means of stormwater management. The soils at estimated bottom of pond elevations consist of clayey sand and sandy silt and sandy clay fill, which will have a limited infiltration capacity, based on published infiltration rates by soil type. In addition, due to the variability of the fill at Boring B-2, the infiltration characteristics are likely to vary both laterally and vertically within the fill deposit. To provide suitable infiltration, the existing fills at Boring B-2 would need to be removed and replaced with a suitable granular fill. As an alternative to infiltration, below -grade detention systems under the pavements or at -grade detention ponds could be considered given the limited infiltration rates of the on -site soils. The existing fill soils may remain in place under an installed detention pond liner. The following geotechnical related recommendations have been developed on the basis of the subsurface conditions encountered and Intertek-PSI's understanding of the proposed development. Intertek-PSI has presented these recommendations with the understanding that the owner will remove all existing undocumented fill from the building pad as recommended in this report. Should changes in the project criteria occur, a review must be made by Intertek-PSI to determine if modifications to our recommendations will be required. Site Preparation Prior to the placement of new fill or preparation of the construction area subgrade, Intertek- PSI recommends that the existing surficial organic soils, trees including root bulbs, frozen soils (if present during construction), and undocumented fill be removed from within and a minimum of 10 feet beyond the proposed building and pavement areas. The resulting excavations should then be backfilled with compacted engineered fill as outlined below. Special care should be given during removal and replacement of the deeper undocumented fill deposits near Boring B-01. Due to the depth the fill, the soil correction will extend below foundation depths, and foundations in this area will be bearing in newly placed engineered fill. Therefore, the fill removal and replacement will be critical to provide adequate bearing below the foundations. When removing the existing fill, the excavation must extend laterally beyond the perimeter of the foundation for a distance at least equal to the thickness of the fill below the footing bottom. The influence zone of footing stresses can be represented as an imaginary 45° line extending downward and 9 Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 outward from the footing bottom. All fill placed within this zone after excavation to remove the deleterious soils must be properly engineered, from the bottom of the cut, up to the floor slab subgrade elevation. During backfill of the deeper soil correction areas, the soils must be properly benched into the slope of the excavation to eliminate the risk of having areas or zones of uncompacted soils and to prevent a pre-existing failure plane along the excavation walls. Failure to properly bench the excavations and properly compact the new fill along the excavation walls will result in having areas of uncompacted fill below the building foundations and this can result in excessive foundation settlement. After stripping the surficial materials and excavating to the proposed subgrade level, and prior to placement of any new fill required to obtain proposed grades, the building and pavement subgrades should be surface compacted and proofrolled. The native clayey sand subgrade should be improved by surface compaction utilizing a heavy (minimum 10-ton static weight) compactor, with a minimum of 10 passes (2 sets of 5 at right angles). The subgrade must then be proof rolled with a heavy roller or other equipment of similar size and weight such as a fully -loaded tandem -axle dump truck, to detect soft or unstable zones of soil which will require removal. The suitability of the subgrade should be verified after surface compaction and proofrolling by a qualified geotechnical engineer or engineering technician. Unstable soils should be expected, at least on an isolated basis. When encountered, they must be removed and replaced with compacted structural fill. Scarification, drying and recompaction of wet soils or removal and replacement with suitable fill are two methods which can be considered, but this must be determined by the soils engineer at the time of construction. The subgrade soils should be scarified and compacted to at least the relative compaction percentages listed in the table below. All compactions are relative to the Standard Proctor Test, ASTM D698. Drying or wetting of the subgrade soils to within the listed ranges of the optimum moisture content, may be advised to facilitate compaction. MATERIAL TESTED PROCTOR TYPE MIN % DRY DENSITY MOISTURE CONTENT RANGE FREQUENCY OF TESTING* Fill under Foundation Elements and Lateral Oversize Standard 98% 3 to +1 % 1 per 200 cy of fill placed or minimum of three tests per lift Structural Backfill (Building) Standard 95% -3 to +3% 1 per 1,000 cy of fill placed Structural Fill (Pavement, deeper than 3 feet) Standard 95% -3 to +3% 1 per 1,000 cy of fill placed Structural Fill (Pavement, shallower than 3 feet) Standard 100% -3 to +1 % 1 per 1,000 cy of fill placed Random Fill (non -load bearing) Standard 90% -3 to +3 % 1 per 3,000 cy of fill placed Utility Trench Backfill / Wall Backfill Standard 95% -3 to +3 % 1 per 200 cy of fill placed *Note — Minimum of one test per lift. 10 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 After subgrade preparation and observation have been completed, placement of new fills needed to obtain proposed grades may begin. The first layer of fill should be placed in a relatively uniform horizontal lift and be adequately keyed (where needed) into the stripped and scarified subgrade soils. During backfill of the deeper soil correction areas, the soils must be properly benched into the slope of the excavation to eliminate the risk of having areas or zones of uncompacted soils and to prevent a pre-existing failure plane along the excavation walls. The first lift of new fill must be placed so as to extend a minimum lateral distance of 5 feet beyond the planned top building pad dimension (for fills less than 5 feet in thickness), or for a distance equal to at least 1 foot laterally beyond the top pad dimension for every foot of fill thickness (for fills greater than 5 feet in depth). Subsequent lifts can then be placed on an approximate 1 H:1 V slope back up to the planned top perimeter dimension of the pad. Proper moisture control is essential to reduce the amount of compactive effort necessary to achieve the desired densities. Newly placed engineered fill materials should be free of organic, frozen, or other deleterious materials, have a maximum particle size less than 3 inches in the longest direction. Predominantly silt soils are not recommended to be used as engineered fill. Newly placed engineered fill should consist of either well -graded granular soils or clay soils with a minimum liquid limit of 25 and a minimum plasticity index of 12. Soils outside of these ranges should be reviewed by the geotechnical engineer for their proposed use. The existing non -organic fill and native clayey sand soils could be re -used as a source of engineered fill to backfill the soil correction areas. Any imported fill soil must be tested prior to placement to ensure the desired gradation and plasticity requirements are met. Engineered fill should be placed in maximum lifts of 8 inches of loose material and should be compacted within the moisture content ranges noted in the table above. These percentages are relative to the optimum moisture content value as determined by the Standard Proctor test (ASTM D698). If water is to be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. The compacted structural fill should extend at least 10 feet beyond the edges of buildings and parking areas. In utility trenches, shallow foundation excavations, and other areas where large compaction equipment cannot be used, granular engineered fill should be placed as backfill. Engineered fill should be placed in accordance with the recommendations stated in this section of the report. Foundation Recommendations The proposed building can be supported by conventional continuous wall and column foundation system. Intertek-PSI recommends foundations be deigned to bear upon the native clayey sand soils encountered below the upper fill and surficial organic soils, or upon newly placed engineered fill founded on the native clayey sand soils. The existing undocumented fill is to be removed from within and a minimum of 10 feet beyond the building pad. If unsuitable soils are encountered at foundation bearing elevations, minor soil corrections may be required to bear in competent soils. The excavations to remove the unsuitable soils may be backfilled with the suitable engineered fill soils generated by excavations elsewhere on site. 11 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Intertek-PSI recommends that footings bearing on native soils or newly placed engineered fill, be designed for a maximum net allowable soil bearing pressures at the recommended frost depths as noted in the table below. These allowable bearing capacities are based on dead load plus design live load. Minimum dimensions of 18 inches for continuous footings and 30 inches for column footings should be used in foundation design to minimize the possibility of a local bearing capacity failure, even if the allowable bearing pressure recommended herein is not fully utilized. FOUNDATION TYPE DEPTH BELOW ADJACENT GRADES (IN) MAXIMUM NET ALLOWABLE BEARING PRESSURE (PSF) Interior Isolated Column Foundations 24 4,500 Exterior Isolated Column Foundations 42 4,000 All Continuous Foundations 42 4,000 Based upon a finished lower -level floor elevation of 867± feet MSL, it is anticipated that exterior foundations would bear at an approximate elevation of 865± feet MSL. Undocumented fill was observed to depths of 25± feet below existing site grades at Boring B-01 (elevation 856± feet MSL) and in the proposed pond area at Boring B-02 to a depth of 15± feet (867± feet MSL). Additional undocumented fill should be anticipated during the demolition of the existing radio tower on site and near existing site utilities. The depth and consistency of the fill soils should be anticipated to vary between boring locations. Intertek- PSI recommends full removal of the existing fill from within the building pad. Due to the depth of the fill near Boring B-01, a representative of Intertek-PSI should be on site on a full- time basis during excavation in this area to determine the extents of fill removal and to observe placement and compaction of newly placed engineered fill soils to achieve design site grades in this location. The foundations must be supported by suitable bearing native soils or newly placed and properly compacted engineered fill that have been observed, documented and tested in the field by a representative of Intertek-PSI. Where existing fill or unsuitable bearing soils, such as wet or soft soils, are encountered in a footing excavation, the excavation should be deepened to competent bearing soil, and the footing could be lowered or an overexcavation and backfill procedure could be performed. An overexcavation and backfill treatment would require widening the deepened excavation in each direction at least 6 inches beyond the edge of the footing for each 12 inches of overexcavation depth. Overexcavations should be backfilled with an engineered fill placed and compacted as outlined in the Site Preparation section of this report. It is recommended that soils at bearing elevation in the footing excavations be observed and tested by an Intertek-PSI representative prior to concrete placement to evaluate the suitability and uniformity of the soils or newly placed engineered fill for support of the design foundation loads. The density of newly placed fill soils under the footings should be tested using the nuclear density testing method. To supplement density testing, hand augering and dynamic penetrometer testing of the native soils at foundation bearing elevations is 12 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 recommended. Testing should be completed below the footing bearing level for a minimum of one footing width or 3 feet, whichever is shallower. Each isolated footing should include at least 1 test probe. Tests should be performed every 20-lineal feet in continuous footings. Based upon the recommended 4,000 psf and 4,500 psf bearing capacities, the foundation bearing soils should have a minimum dynamic cone penetrometer value commensurate with a Standard Penetration Test N-Value of 12 or 14 blows per foot, respectively. Exterior footings in areas that will not be subjected to freezing should bear a minimum of 42 inches below exterior site grades. Footings in unheated areas, such as the site signage or isolated canopy footings, should be located at a depth of at least 60 inches below the final exterior grade to provide adequate frost protection. If the building is to be constructed during the winter months or if footings will likely be subjected to freezing temperatures after foundation construction, then the footings and concrete should be adequately protected from freezing. Otherwise, interior footings can be located on the native sand soils or newly placed compacted engineered fill at shallower depths below the floor slab, compatible with architectural and structural considerations. During excavation of sandy soils, the exposed bearing surface will become highly disturbed. Therefore, after opening, footing excavations should be recompacted using a vibratory compactor while being observed by a representative of a qualified geotechnical engineer. After recompaction, the foundation soils should be observed and tested and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. The foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture. Based on the engineering properties of the soils that were encountered at the test borings and the recommendations provided herein, Intertek-PSI estimates that the total foundation settlement for the shallow foundation system discussed above will be about one inch. Differential settlement will probably be about 75% of the total settlement. While settlement of this amount is generally tolerable, the structure must be designed based upon the estimated settlement and must include properly spaced vertical control joints to minimize the effects of differential movement (such as cosmetic "cracking" of sensitive masonry materials). Floor Slab Recommendations The building floor slab could be supported upon the native clayey sand soils, newly placed compacted engineered fill or upon the existing non -organic sand soils, provided the building subgrade is prepared and tested as outlined in the Geotechnical Discussion and Site Preparation sections of this report. Intertek-PSI recommends that a subgrade modulus (k) of 140 pounds per cubic inch (pci) be used for design considerations based on a 30-inch diameter plate load test. However, depending on how the slab loads are applied, the value will have to be geometrically modified. The value should be adjusted for larger areas using the following expression for cohesive and cohesionless soil: 13 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Modulus of Subgrade Reaction, ks = (k) for cohesive soil and B ks = k (B B1 )2 for cohesionless soil where: ks= coefficient of vertical subgrade reaction for loaded area, k= coefficient of vertical subgrade reaction for 707 square inches area B= width of area loaded, in feet Intertek-PSI recommends that a minimum four -inch thick free draining granular mat consisting of select granular borrow be placed beneath the floor slab to enhance drainage. This material should have Tess than 5% of the material passing the #200 sieve by weight and less than 50% of the material passing the #40 sieve. The onsite materials are unlikely to meet this gradation, and this material would likely have to be imported. Polyethylene sheeting should be placed to act as a vapor retarder where the floor will be in contact with moisture sensitive equipment or products such as tile, wood, carpet, etc., as directed by the design engineer. The decision to locate the vapor retarder in direct contact with the slab or beneath the layer of granular fill should be made by the design engineer after considering the moisture sensitivity of subsequent floor finishes, anticipated project conditions and the potential effects of slab curling and cracking. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage. Below Grade Wall Design Considerations Walls used to retain soils, such as the exterior foundation walls in the below -grade level are subject to lateral forces from the soils they retain. For walls that are not allowed to rotate, the lateral forces should be designed for the at -rest condition, K°. For walls that are allowed to rotate, the lateral pressures can be reduced to the active condition, Ka. For movement into the soil mass, the passive pressure Kp should be used. Based on the soils encountered on site, the equivalent fluid pressures (in pounds per square foot) for lateral design should be in accordance with the table below. These pressures do not include the lateral force of groundwater on the walls. To provide for adequate drainage and prevent the buildup of excess wall pressures, PSI recommends that a free draining granular material, with less than 5% passing the No. 200 sieve, be used as backfill behind walls. The free draining granular material should extend a distance of one half the wall height of 6 feet outside of the wall, whichever is less. Based on using a free draining granular fill is used to backfill the walls, the following design parameters are recommended: PARAMETER RECOMMENDED VALUE2 Backfill Unit Weight 130 pcf "Active" Coefficient of Lateral Earth Pressure, Ka 0.33 "Active" Equivalent Fluid Pressure 43 psf/ft of depth above water table 85 psf/ft below water table 14 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Coefficient of "Passive" Pressure, Kp1 3.0 "Passive" Equivalent Fluid Pressures 390 psf/ft of depth above water table 200 psf/ft below water table "At -Rest" Coefficient of Lateral Earth Pressure, Ko 0.50 "At -Rest" Equivalent Fluid Pressure 65 psf/ft of depth above water table 96 psf/ft below water table Coefficient of Sliding 0.40 Notes: 1. Ultimate passive pressure typically requires large strains to be fully mobilized, therefore, PSI recommends using 50% or less of the ultimate passive pressure to limit the strain on the structure. 2. The values in the Table are ultimate values and do not include a factor of safety The above values do not include the influence of foundation or surface loads in or adjacent to the wall backfill. For walls adjacent to roadways, a car load of 250 psf should be added to the weight of the overburden soil to determine the appropriate equivalent fluid pressure acting on the wall. Passive resistance should be neglected to a depth of four feet below exterior grade due to seasonal softening from freeze -thaw. In addition, the passive earth pressure values given above are based upon the concrete for the structure being placed in direct contact with the naturally deposited soils. If forms will be used to cast the concrete structure, fill material within the excavations surrounding the structure must be placed in layers that are less than eight inches (measured loose) and at a moisture content within three percent of the optimum moisture content determined by the standard Proctor compaction test (ASTM D698). The fill material should be compacted to a minimum of 95% of the maximum dry density as determined by the standard Proctor test. In order to intercept groundwater and limit lateral earth pressures, free -draining gravel or crushed stone backfill is recommended to be placed adjacent to the below -grade walls. The gravel or crushed stone backfill should have less than 5% percent passing the No. 200 sieve and a maximum particle size less than three inches. The width of the gravel or crushed stone layer should be equal to half the height of the below -grade wall or 6 feet, whichever is less. If clayey or silty soils are placed against or near the below -grade walls or if the gravel or crushed stone layer is less than the recommended width or height, water -related and structural problems may develop. A one -foot -thick layer of relatively impervious clay is recommended to be placed above backfill that will be exposed to precipitation to minimize surface water infiltration. In addition, the ground surface should be sloped to drain surface water away from the structures. PSI recommends that backfill directly behind the walls be compacted with light, hand-held compactors. Heavy compactors and grading equipment should not be allowed to operate within five to 10 feet of the walls during backfilling to avoid developing excessive temporary or long-term lateral soil pressures. PSI recommends that a representative of a qualified geotechnical engineer be present to monitor foundation excavations and fill placement. 15 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Seismic Site Class The site is in a municipality that employs the 2015 Minnesota State Building Code (MSBC), which is based on the 2012 International Building Code. The 2012 International Building Code (IBC) requires that a site class be determined for the calculation of earthquake design forces in structures. The site class designation is a function of soil type (i.e., depth of soil and strata types). Rock was not encountered during this exploration. Based on Intertek-PSI's borings and experience in this area, Intertek-PSI is basing this site class designation on encountering rock at approximately 100 feet below the ground surface and that the consistency of the soils below the depth of the borings are consistent or stiffer than the 21 feet depth explored. Additional drilling is needed to define the depth to rock. Based on the estimated depth to rock and the estimated shear strength of the soil at the boring locations, Site Class "D" is recommended. The USGS- NEHRP probabilistic ground motion values interpolated between the nearest four grid points from latitude 45.0544°N and longitude 92.8287°W are as follows: Period (seconds) 2% Probability of Event in 50 y ears wog) Site Coefficients Max. Spectral Acceleration parameters Design Spectral Acceleration parameters 0.2 (Ss) 4.7 Fa = 1.6 Sms = 7.5 SDs = 5.0 To = 0.17 1.0 (Si) 2.7 Fv = 2.4 Sm1 = 6.5 SD1 = 4.3 Ts = 0.86 Sms = FaSs Sm1 = FvS1 SDs = 2/*Sms TO= 0.2*SD1/SDs SD1 = %"Sm1 Ts= SD1/SDs The Site Coefficients, Fa and Fv were interpolated for IBC 2012 Tables 1613.3.3(1) and 1613.3.3(2) as a function of the site classifications and the mapped spectral response acceleration at the short (Ss) and 1-second (S1) periods. Based on the Spectral Acceleration values for this site, this site should be defined as a Seismic Design Category A as defined in Tables 1613.3.5(1) and 1613.3.5(2). The Risk Category is based on the nature of the occupancy of the structure and is typically determined by the design team (Architect/Structural Engineer) or building official. The determination of the Risk Category is beyond Intertek-PSI's scope of services. Pavement Recommendations Intertek-PSI anticipates the subgrade soils will consist of either the native clayey sand soils, sandy silt soils, or newly placed engineered fill. Complete fill removal (if encountered) is not required under the proposed pavements; however, visibly organic soils should be removed prior to preparing the pavement subgrade. It should be noted that the silt soils encountered at borings B-9 and B-11 are extremely moisture sensitive, meaning that severe decreases in subgrade stability will occur with increases in soil moisture content. Within these areas, some surface stabilization or soil correction may be needed to provide a suitable subgrade condition. 16 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 These soils that pass proofrolling observations are considered poor to fair pavement subgrade materials and are considered moderately frost susceptible. After excavating to proposed subgrade elevation, the soils should be proofrolled and prepared as recommended in the Site Preparation section of this report. A detailed traffic analysis was not performed as part of this exploration; however, Intertek- PSI has used the following traffic loading parameters for design. The pavement section below is based on the subgrade soils obtaining a CBR value of at least 3. The existing subgrade soils and new fill material used to raise existing grades within the parking lot and drive areas must meet or exceed this CBR value. The following design factors were used in developing the recommended pavement sections: • Design Life: - 20 years • Terminal Serviceability: - 2.0 • Reliability: - 85% • Initial Serviceability: - 4.2 • Standard Deviation: - 0.45 • Light Duty ESALs: - 30,000 • Heavy Duty ESALs: - 60,000 • Standard Pick-up Truck for Snow Clearing If during the final design phase these values are determined to be incorrect, Intertek-PSI must be contacted to provide revised pavement recommendations. Based upon the soil borings, laboratory data and provided the subgrade soils are prepared as outlined in this report, the following flexible pavement section thicknesses are recommended for parking lot and drive areas. Light Duty Asphalt Pavement Section HMA Wear Course Thickness HMA Base Course Thickness Granular Base Course Thickness 1 1/z inches 1 1/2 inches* 7 inches *If a front end loader is used for snow clearing, this value should be increased to 2 inches Heavy Duty Asphalt Pavement Section HMA Wear Course Thickness HMA Base Course Thickness Granular Base Course Thickness 1 1/2 inches 2 inches* 8 inches *If a front end loader is used for snow clearing, this value should be increased to 2'/2 inches The granular base course should consist of well -graded crushed stone meeting the requirements from Section 3138 of the State of Minnesota Standard Specifications for Construction. The granular base course should be placed and compacted to a minimum of 98 percent of the maximum standard Proctor dry density (ASTM D698) and within 2 percent of the optimum moisture content. A representative of a qualified geotechnical engineer must test the base course prior to, and during, placement. 17 Stillwater Senior Living Stillwater MN Intertek-PSI Project No. 0678112 Asphaltic binder and surface courses should meet the requirements from Section 3139 of the State of Minnesota Standard Specifications for Construction. Asphaltic courses should be placed and compacted to the minimum required density ranges contained within section 2360 of the Standard Specifications. An adequate number of in -place density tests should be performed during construction to document the compaction. The pavements should be sloped to provide positive surface drainage. Water should not be allowed to pond on or adjacent to the pavement as this could saturate the subgrade and cause premature pavement deterioration. The granular base course should be protected from water inflow along drainage paths. Additionally, the granular base course should extend beyond the edges of the pavement in low areas to allow any water that enters the base course stone a path for exit. Otherwise, a storm sewer system may be appropriate to carry away storm run-off water. A flexible pavement system is not recommended in dumpster pad areas and areas where heavy trucks will turn frequently or will be parked. Within these areas, consideration should be given for use of a rigid pavement. Based upon the anticipated traffic volumes, Intertek-PSI recommends a concrete pavement section consisting of 6 inches of crushed aggregate base course and 6 inches of Portland cement concrete. The minimum compressive strength of the concrete should be 4,000 psi at 28 days. The concrete must be properly reinforced and must have appropriately spaced control joints. Infiltration Characteristics of Subsurface Soils and Pond Recommendations Generally, the subsurface soil conditions below the upper layer of topsoil consisted of sandy silt (Silt Loam) and clayey sand (Loamy Sand) to the depths of 15± feet below existing site grades in Borings B-02, B-03, and B-08 at the proposed stormwater management features. The sandy silt in Boring B-02 was undocumented fill, and variability in both the horizontal and vertical soil profiles should be expected. Field infiltration testing was not requested at the time of field exploration. However, for preliminary design purposes the following table provides estimates of design infiltration rates for different soil textures and is based on the infiltration rates published by the Natural Resources Conservation Service (NRCS) in accordance with Minnesota Stormwater Design Manual. SOIL TEXTURE NRCS INFILTRATION RATES (IN/HOUR) Coarse sand or coarser (COS) >20 Loamy coarse sand (LCOS) >20 Sand (S) >20 Loamy sand (LS) 6.3-20.0 Sandy loam (SL) 2.0-6.3 Loam (L) 0.63-2.0 Silt loam (SIL) 0.63-2.0 Sandy clay loam (SCL) 0.63-2.0 Clay loam (CL) 0.63-2.0 Silty Clay loam (SICL) 0.63-2.0 Sandy clay (SC) 0.63-2.0 Silty clay (SIC) 0.06-0.20 Clay (C) 0.06-0.20 18 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Depending upon the depth and elevation of the stormwater features, the predominate soil types at the bottom of the proposed stormwater management feature will be either undocumented fill silt loam, sandy loam, or silt loam soils. These soils have a relatively low to moderate permeability and will likely not be suitable to infiltrate water. The variability in the undocumented fill soils also reduces the anticipated infiltration capacity. For this reason, consideration should be given to the use of either at -grade detention ponds or the use of below -grade detention tanks as a means of stormwater management. At the time of this report, planned bottom of pond elevations were not made available to Intertek-PSI. Therefore, the infiltration rates referenced above should be used for preliminary design considerations. Due to the relatively low infiltration rates, a detention - type stormwater management feature may be more feasible The following recommendations are based on the general soil profile observed during this exploration, and should be verified once planned bottom elevations are known. The existing surficial organic soil and vegetation should be removed prior to grading at the proposed pond locations to expose the native clayey sand and sandy silt soils below. Care should be taken during construction to minimize construction traffic at the base of the stormwater feature. Once constructed, the areas should be barricaded to minimize traffic and protected from the accumulation of fines into the subgrade using a silt fence or similar means of sediment protection. In order for the pond to hold water, PSI recommends that a clay liner be installed in the bottom and sides of the pond. The liner should be a minimum of 24 inches thick. Typically, in order to maintain a stable excavation, the water table will need to be lowered to an elevation at least 2 feet lower than the lowest anticipated excavation elevation. Some temporary dewatering may be required if seepage is encountered from the observed perched groundwater on site. PSI recommends that fill placed for liners, if needed, have a minimum liquid limit of 25 and plasticity index above 12. The on -site materials will likely not be suitable for this purpose and import soils will be necessary. These soils should be tested prior to placement to ensure the desired plasticity characteristics are present. The fill should be placed in loose lifts not to exceed 8 inches in thickness and compacted to a minimum of 95% of the material's maximum laboratory dry density as determined in accordance with the Standard Proctor (ASTM D698). The materials should be placed and compacted at moisture contents varying from 0 to 3% above the material's optimum moisture content as determined in accordance with the above ASTM procedure. The performance of the pond can be affected by factors such as the introduction of sediment and organic materials to the pond bottom over time. Therefore, a pond maintenance program should be developed in order to remove sediment and organic materials. 19 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Concerning embankment slopes, it is PSI's opinion that properly constructed slopes as steep as 3 horizontal to 1 vertical (3H:1V) would generally be stable, but would be susceptible to erosion and difficult to maintain or construct with rubber tired mowing or grading equipment. Therefore, embankment slopes of 4 horizontal to 1 vertical (4H:1V) or flatter are recommended. If final construction plans will include below grade stormwater detention or alternate stormwater management features, Intertek-PSI should be contacted to review the new plan and provide a supplemental report regarding the design and construction of the new structures. Depending upon the proposed design and/or location of the new structures, additional borings and/or test pits may be needed at that time in order to provide supplemental recommendations. CONSTRUCTION CONSIDERATIONS Intertek-PSI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. Intertek-PSI will not accept responsibility for conditions that deviated from those described in this report, nor for the performance of the foundation or pavement if we are not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns Increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades during or after construction. Areas should be sloped to facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of buildings, beneath floor slabs, and within pavement areas. The grades should be sloped away from buildings and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Drainage and Groundwater Concerns Groundwater was observed at depths of 4± to 29± feet below existing site grades (elevations 853± to 878± feet MSL) during drilling operations. During excavation for the below -grade level, perched groundwater may be encountered on a limited basis. Based on the observations during drilling, these volumes of groundwater should be able to be controlled using conventional sump and pump techniques or by the use of perimeter trench drains that connect and discharge the water away from the project area. If larger volumes of water are encountered, such as after precipitation events or during spring runoff, more intensive dewatering methods may be required. If these conditions occur, 20 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Intertek-PSI should be contacted for additional recommendations. The static groundwater level is estimated to be below the anticipated zone of construction. This depth is anticipated to be below the planned depth of construction activities. Variation in the groundwater level should be expected throughout the year depending on variations in the climatological conditions and other factors not observed at the time the borings were performed. Excavations It is mandated that excavations, whether they be for utility trenches, basement excavations or footing excavations, be constructed in accordance with current Occupational Safety and Health Administration (OSHA) guidelines to protect workers and others during construction. Intertek-PSI recommends that these regulations be strictly enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s) could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Intertek-PSI is providing this information solely as a service to our client. Intertek-PSI does not assume responsibility for construction site safety or the contractor's or other parties' compliance with local, state, and federal safety or other regulations. Utilities Trenching Excavation for utility trenches shall be performed in accordance with OSHA regulations as stated in 29 CFR Part 1926. It should be noted that utility trench excavations have the potential to degrade the properties of the adjacent fill materials. Utility trench walls that are allowed to move laterally can lead to reduced bearing capacity and increased settlement of adjacent structural elements and overlying slabs. Backfill for utility trenches is as important as the original subgrade preparation or engineered fill placed to support either a foundation or slab. Therefore, it is imperative that the backfill for utility trenches be placed to meet the project specifications for the engineered fill of this project. Unless otherwise specified, the backfill for the utility trenches should be placed in 4 to 6 inch loose lifts and compacted to a minimum of 95 percent of the maximum dry density and within 2 percent of the optimum moisture content achieved by the standard Proctor test, ASTM D698. The backfill soil should be moisture conditioned to be within 2± percent of the optimum moisture content as determined by the standard Proctor test. Up to 4 inches of bedding material placed directly under the pipes or conduits placed in the utility trench can be compacted to the 90 percent compaction criteria with respect to the standard Proctor. 21 Stillwater Senior Living, Stillwater, MN Intertek-PSI Project No. 0678112 Compaction testing should be performed for every 200 cubic yards of backfill placed or each lift within 200 linear feet of trench, whichever is less. Backfill of utility trenches should not be performed with water standing in the trench. Granular backfill material shall be compacted to meet the compaction criteria in the Site Preparation section of the report. The geotechnical engineer can also specify a relative density specification for clean granular materials. GEOTECHNICAL RISK The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk -free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding section constitutes Intertek-PSI's professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and Intertek-PSI's experience in working with these conditions. REPORT LIMITATIONS The recommendations submitted are based on the available subsurface information obtained by Intertek-PSI and design details furnished by Kaas Wilson Architects and Ecumen Development. If there are revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, Intertek-PSI should be notified immediately to determine if changes in the foundation recommendations are required. If Intertek-PSI is not retained to perform these functions, Intertek-PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use by Ecumen Development, and their consultants, for the specific application to the proposed Stillwater Senior Living project in Stillwater, Minnesota. 22 APPENDIX SITE VICINITY PLAN BORING LOCATION PLAN LOG OF BORINGS USGS SEISMIC ANALYSIS GENERAL NOTES AIL is' 'JacISC7fY Wildlife M r g'Eym n Are a • 4117 wfl a s Hornos ■ etivftie.gi W ntrtl MT LI i ._�:.-igEletterTogether. 2915 Waters Road, Suite 112 Eagan, Minnesota 55121 Project Name: Project Location: Stillwater Senior Living South Brick Street Stillwater, Minnesota PSI Project # : 0678112 Site Vicinity Plan Intertek /REY ITT Bette rTother. 2915 Waters Road, Suite 112 Eagan, Minnesota 55121 Project Name: Project Location: Stillwater Senior Living South Brick Street Stillwater, Minnesota PSI Project # : 0678112 Boring Location Plan Intertek :Bette rTog th r. 2915 Waters Road, Suite 112 Eagan, Minnesota 55121 Project Name: Project Location: Stillwater Senior Living South Brick Street Stillwater, Minnesota PSI Project # : 0678112 Boring Location Plan DATE STARTED: 2/15/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-01 DATE COMPLETED: 2/15/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 31.0 ft DRILL RIG: CME-75 a V While Drilling 29 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion 29 feet ELEVATION: 882 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Building STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek West Wing, North End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I I I I I I I I I I I I I I 1 I 1 I 1 1 I 1 I I 1 I 1 1 I I o cNi, o cn o v' Depth, (feet) I 1��__1- I I _ L I _- _I _I_L I J L__ _I _I I- 1�_ L_ _l- __ _L-I 1_ L�_ Graphic Log Sample Type o Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL 0 25 50 • LL Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— 870— 865— 860— 855— :� ����� ����4 ���4 ���,' i�� ������� i�i�i�i Ni�i�i :���: :i�i�i:i : : � ' 12 11 12 12 13 13 13 12 FILL, Sandy Lean Clay, Trace Gravel, Reddish Brown, Moist FILL 4-6-8 N=14 4-12-7 N=19 5-6-5=11 N 4-7-5 N=12 4-6-9 N=15 6-8-8 N=16 8-4-4 N=8 2-7-8 N=15 27 9 8 10 13 17 18 9 15 X 0 X X O FILL, Silty SAND, Trace Wood and Roots, Dark Brown, Moist FILL ��. ::i �' FILL, Clayey Sand, Reddish Brown, Moist FILL 0-Zi :1 ������� IX FILL, Sandy Silt, Trace Roots, Organics and Wood, Dark Brown, Moist FILL �i ���� i�i�i�" � ������ OC r Clayey SAND, Medium Grained, Brown, Moist, Loose Slight Chemical Odor V Sc 40y4 f1 i Wet, Medium Clayey SAND, Medium Grained, Brown, SC 0 " End of Boring at 31 feet Boring Backfilled With Bentonite Grout / Professional Service Industries, Inc. PROJECT NO.: 0678112 VS 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/15/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-02 DATE COMPLETED: 2/15/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 21.0 ft DRILL RIG: CME-75 a V While Drilling 5 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 882 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed North Pond STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek West End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 o cn o v' o Depth, (feet) I 1 l 1 1 L 1 1 J__i_ I— L � L __ _L-I I_ L__1__ I Graphic Log Sample Type o Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— 870— 865— ����: ����4 i 44i1 ��:i�i�i� �����A ii�i�iii �� iiiii�� i 44 p".� " � " 0 11 12 12 13 14 13 FILL, Clayey Sand, Trace Gravel, Brown, Moist ¶ FILL 3-4-4 N=8 1-1-2 N=3 3-5-6 N=11 18-22-9 N=31 3-15-24 N=39 10-21-25 N=46 11 15 15 12 18 6 8 X O X O t•,, X FILL, Sandy Silt, Trace Roots, Organics and Wood, Dark Brown, Moist FILL : ������1,, � ii ���i :i�i�i 40 X O Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense SC / Fri X X O End of Boring at 21 feet Cave in at 7 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/15/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-03 DATE COMPLETED: 2/15/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 16.0 ft DRILL RIG: CME-75 a V While Drilling Not Observed BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 881 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed North Pond STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) cn o cn o Depth, (feet) I L_ 1 1 LJ I _L_L_ J J J I I Graphic Log Sample Type ci Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— 870— 13 14 12 13 13 -'SURFICIAL ORGANIC SOILS (3" Thick) /OL7 SC 2-5-6 N=11 3-7-10 N=17 3-9-13 N=22 18-25-20 N=45 4-10-12 N=22 14 11 11 8 5 5 a X Clayey SAND, Medium Grained, Brown, Moist, Medium to Dense Gravel Encounted at 10' X X O O X O X O End of Boring at 16 feet Cave in at 10 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/15/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-04 DATE COMPLETED: 2/15/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 26.0 ft DRILL RIG: CME-75 a V While Drilling 10 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 883 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Building STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek West Wing, Center REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) ry 01 oN cn o cn o Depth, (feet) I 1 1_ _1I L 1 I 1 1 1 1 1_ L- J J- 1 L L_1__1_ L_ 1 1 I Graphic Log Sample Type ci a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL 0 25 * LL 50 Additional Remarks I I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— 870— 865— 860— 13 12 13 12 12 12 13 SURFICIAL ORGANIC SOILS (3" Thick) COL/ CL 3-7-11 N=18 3-7-11 N=18 6-12-16 N=28 3-2-1 N=3 4-8-9 N=17 4-14-25 N=39 6-15-20 N=35 22 11 12 8 10 3 9 8 X X O Sandy LEAN CLAY, Brown, Moist, Frozen Clayey SAND, Medium Grained, Brown, Moist, Medium SC %• • X X O O Clayey SAND, Medium Grained, Brown, Wet, Very Loose SC F . O X SAND, Medium Grained, Brown, Moist, Medium SP LXJ� X O Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense SC l . .. / ' X O X O End of Boring at 26 feet Cave in at 15 feet Mt Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street Telephone: (651) 646-8148 Stillwater, Minnesota p The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-05 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 36.0 ft DRILL RIG: CME-75 a V While Drilling Not Observed BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 893 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Bulding STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East Wing, West Side REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 GO 1\3 o 01 o cn o v' o Depth, (feet) L_ J._ 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I L_ _L L L I I L_ _L 1 __ 1 1 1 1 Graphic Log Sample Type ci a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 0 25 • LL 50 Additional Remarks I I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 890— 885— 880— 875— 870— 865— = \/� LXJ� 1 1 14 14 14 12 12 12 12 14 SURFICIAL ORGANIC SOILS (8" Thick) OL 2-3-4 N=7 1-4-5 N=9 12-14-13 N=27 1-7-11 N=18 2-7-14 N=21 1-6-6 N=12 4-11-11 N=22 5-17-24 N=41 19 11 7 8 8 2 4 8 O X Clayey SAND, Medium Grained, Brown, Moist, Loose To Medium SC O X O X O SAND, Medium Grained, Brown, Moist, Medium SP X X X O Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense Continued Next Page SC X 0 Mt Professional Service Industries, Inc. PROJECT NO.: 0678112 VS 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street Telephone: (651) 646-8148 Stillwater, Minnesota p The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 2 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-05 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 36.0 ft DRILL RIG: CME-75 y V While Drilling Not Observed BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger c 1 Upon Completion Not Observed ELEVATION: 893 ft SAMPLING METHOD: SS T LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Bulding STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East Wing, West Side REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) iiii cn ca Depth, (feet) Graphic Log Sample Type o z E 0) Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft OO P IA X Moisture • LL 0 25 50 Additional Remarks 1 1 I STRENGTH, tsf ♦ Qu 31E Qp 0 20 4.0 F. • `. 14 Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense SC 7- 3220 NEnd 8 X b of Boring at 36 feet Cave in at 13 feet Professional Service Industries, Inc. PROJECT NO.: 0678112 PS 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tION Telephone: (651) 646 8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 2 of 2 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-06 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 31.0 ft DRILL RIG: CME-75 a V While Drilling Not Observed BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 891 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Bulding STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East Wing, Center REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) „„,„,„„„„„„„„„„,„, o cNi, o v, o cn C>Depth, (feet) iiiiiiii Graphic Log Sample Type ci a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 0 25 • LL 50 Additional Remarks I I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 890— 885— 880— 875— 870— 865— 860— = Al 14 14 13 13 12 12 12 12 SURFICIAL ORGANIC SOILS (12" Thick) OL 2-4-8 N=12 4-11-13 N=24 2-7-10 N=17 2-7-13 N=20 2-10-11 N=21 7-15-17 N=32 2-12-20 N=32 7-16-18 N=34 18 9 14 12 8 8 7 8 0 X Sandy SILT, Reddish Brown, Moist, Medium ML XII J j �/� X� Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Medium SC X C XO X O SAND, Medium Grained, Trace Gravel, Brown, Moist, Medium to Dense SP X Q \ a X X © Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense SC 1//,/ %.� r X O End of Boring at 31 feet Cave in at 12 feet / Professional Service Industries, Inc. PROJECT NO.: 0678112 VS 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street Telephone: (651) 646-8148 Stillwater, Minnesota p The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-07 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 26.0 ft DRILL RIG: CME-75 a V While Drilling Not Observed BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 884 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Bulding STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East Wing, East Side REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I I I I I I I I I I I I I I I I I I I I I I I 1 I I I 01 o cn o v' o Depth, (feet) I I I I I I I I I I I I I _I L_ J - 1 L—J 1 I_ L_ _I L- I 1 I Graphic Log Sample Type ci a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL 0 25 * LL 50 Additional Remarks I I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880- 875— 870— 865- 860— 12 12 13 2 12 12 1 SURFICIAL ORGANIC SOILS (12" Thick) OL 1-1-2 N=3 2-3-4 N=7 2-3-5 N=8 1-4-5 N=9 2-6-8 N=14 5-8-10 N=18 7-12-20 - N-32 16 12 15 22 15 3 5 7 X X f Clayey SAND, Medium Grained, Brown, Wet To Moist, Very Loose To Loose SC o OO X X X SAND, Medium Grained, Brown, Moist, Medium to Dense SP X X O X End of Boring at 26 feet Cave in at 8 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street Telephone: (651) 646-8148 Stillwater, Minnesota p The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-08 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 16.0 ft DRILL RIG: CME-75 a V While Drilling 14 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 876 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed East Pond STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East Side REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I I I I I I I I I I I I I I I I 1 c, o n o cDepth, (feet) ILI I I _1 _ 1 1 1 L 1 I I I I Graphic Log Sample Type ci a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture • LL 0 25 50 Additional Remarks 1 I I STRENGTH, tsf ♦ Qu + Qp 0 2.0 4.0 875— 870— 865— 860— All 12 14 12 12 .S 10 SURFICIAL ORGANIC SOILS (8" Thick) OL 1-2-5 N=7 2-7-8 N=15 3-6-9 N=15 4-7-11 N=18 3-2-11 N=13 21 16 11 14 10 11 ° X X Sandy SILT, Brown, Moist, Loose ML X . Clayey SAND, Medium Grained, Brown, Moist, Medium SC X X End of Boring at 16 feet Cave in at 5 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/22/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-09 DATE COMPLETED: 2/22/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 11.0 ft DRILL RIG: CME-75 a V While Drilling 4 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 882 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Pavements STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek Northwest End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) iiiiiiiiiii o n o cDepth, (feet) Graphic Log Sample Type ci Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— Al 12 12 12 13 SURFICIAL ORGANIC SOILS (10" Thick) OL 1-4-8 N=12 3-8-8 N=16 4-12-12 N=24 1-2-3 N=5 8 11 11 29 Xq Sandy SILT, Reddish Brown, Moist, Medium ML Clayey SAND, Medium Grained, Brown, Moist, Medium SC X X o O Sandy SILT, Brown, Wet, Loose ML � All O X End of Boring at 11 feet Cave in at 5 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/15/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-10 DATE COMPLETED: 2/15/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 26.0 ft DRILL RIG: CME-75 a V While Drilling 14 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 880 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Building STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek West Wing South End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I I I I I I 1 1 1 I 1 1 I I 1 1 1 1 1 I 1 1 I 1 1 1 1 01 o cn o v' o Depth, (feet) I I I_ _LI L I I I I I I I_ L- _I _1 1 1 1 1 I_ L_ - 1- L- _ I L 1 Graphic Log Sample Type ci Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 875- 870 865— 860— 855— nill 10 13 13 14 14 -\ASPHALT (3" Thick) AVM; AGG ASgi SC 1-3-3 N=6 1-3-6 N=9 3-10-13N23 4-3-8 N=11 5-16-22 N=38 4-6-21 N=27 10 12 12 25 6 24 6 X AGGREGATE BASE (9" Thick) r Clayey SAND, Medium Grained, Brown, Moist, Loose O O X Sandy SILT, Reddish Brown, Wet, Loose ML Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Medium SC ' `' ' 1 X O Sandy SILT, Gray, Wet, Medium ML O. X Clayey SAND, Medium Grained, Trace Gravel, Brown, Moist, Dense to Medium SC !.. ' X 0 O End of Boring at 26 feet Cave in at 10 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/22/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-11 DATE COMPLETED: 2/22/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 11.0 ft DRILL RIG: CME-75 a V While Drilling 9 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger a Y Upon Completion Not Observed ELEVATION: 880 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Pavements STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek Southwest End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) o cn o Depth, (feet) 1. 1 1 1 1 1 1 1 1 1 1 I Graphic Log Sample Type o Z a) a E up Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf ♦ Qu + Qp 0 2.0 4.0 875— 870— 11 All 10 13 13 13 SURFICIAL ORGANIC SOILS (12" Thick) OL 2-3-4 N=8 2-3-3 N=6 1-3-3 N=6 2-3-5 N=8 44 29 30 29 24 ° X X Sandy SILT, Trace Clay, Reddish Brown, Wet, Loose ML a ° X X X End of Boring at 11 feet Cave in at 3 feet Mi Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/27/17 DRILL COMPANY: Glacial Ridge Drilling BORING B-12 DATE COMPLETED: 2/27/17 DRILLER: B. Ruchti LOGGED BY:J. Rozmiarek COMPLETION DEPTH 26.0 ft DRILL RIG: CME-75 a V While Drilling 7 feet BENCHMARK: See Remarks DRILLING METHOD: Hollow Stem Auger it; Y Upon Completion 22 feet ELEVATION: 881 ft SAMPLING METHOD: SS 7 LATITUDE: 45.0544° HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -92.8287° EFFICIENCY N/A Proposed Pavements STATION: N/A OFFSET: N/A REVIEWED BY: J. Rozmiarek East End REMARKS: Benchmark: Finished Floor Slab at the North Entrance to the existing Church, South of Site (=877.32' MSL) Elevation (feet) I 1 I I I I I 1 I I I I I I I I I I I I I I I I I I I 01 o cn o v' o Depth, (feet) I. L I_ _I I - I- I _L__J_ I _L _L _L J 1_ I I I I I_ _ L_ _I L I 1 I Graphic Log Sample Type ci Z a) a E rn Recovery (inches) MATERIAL DESCRIPTION USCS Classification SPT Blows per 6-inch (SS) Moisture, % STANDARD PENETRATION TEST DATA N in blows/ft © X Moisture 0 PL LL 0 25 •50 Additional Remarks 1 I I STRENGTH, tsf Qu + Qp 0 2.0 4.0 880— 875— 870— 865— 860— 855— 13 13 SURFICIAL ORGANIC SOILS (12" Thick) OL 2-4-6 N=10 3-7-8 N=15 1-1-2 N=3 2-9-9 N=18 2-8-10 N=18 2-8-14 N=22 2-7-9 N=16 15 12 35 11 13 11 11 O X Clayey SAND, Medium Grained, Brown, Moist, Medium SC XO O X 13 12 12 13 3 Sandy SILT, Brown, Wet, Very Loose ML Clayey SAND, Medium Grained, Brown, Moist, Medium SC % • . '" X O X O X O X O End of Boring at 26 feet Cave in at 6 feet Mt Professional Service Industries, Inc. PROJECT NO.: 0678112 NU 1 2915 Waters Road, Suite 112 PROJECT: Stillwater Senior Living Eagan, MN 55121 LOCATION: 114 South Brick Street tiffi Telephone: (651) 646-8148 Stillwater, Minnesota The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 2/24/2017 Design Maps Summary Report ZUSGS Design Maps Summary Report User —Specified Input Report Title Stillwater Senior Living Fri February 24, 2017 19:11:30 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.0544°N, 92.8287°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III North9akc Tr ioreviewv Ee Hahl.s Varinais H e�c}trhr Little Canada FIapa1e>,4uard eights aani M4-torncch White Bear Lake • North SaintPaul . Lake Elleti+.iae�Ir h Lr, 1 lib Oakdale P *Stil Iw?lt? r h ' Flia?Part �� �-oudson .: . n4 Somerset x FLOKAIrpa r,1 .R r#s USGS—Provided Output SS = 0.047 g Si = 0.027 g SMS = 0.075 g SM1 = 0.065 g SUS = 0.050 g Sul = 0.043 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 00e CLOG ALAS Q lip GAL 0.03 0.0. 0101 MCER Response Spectrum a)] ci2J OM] '10] 090 1.00 1.20 1.L3 1.0] 1.9] 20] Peria4 T (sec) 00! {T 003 00i ca i 003 Oesig.i Response Spectrum 003 Oa3 0.40 0 0] 09] 1.03 1.20 1.43 1.03 153 200 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://earthquake. usgs. gov/cn 1 /desi gnm aps/us/s um m ary. php?tem pl ate=minimal &I atitude=45.0544&I ongitude=-92.8287&sitecl ass= 3&r i skcategory=0&edition= i b... 1/1 /%�■ • it/QPN GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse -grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a #200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS S FA: HSA: M.R.: R.C.: H.A.: P.A.: Solid Flight Auger - typically 4" diameter flights, except where noted. Hollow Stem Auger - typically 31/4' or 41/4 I.D. openings, except where noted. Mud Rotary - Uses a rotary head with Bentonite or Polymer Slurry Diamond Bit Core Sampler Hand Auger Power Auger - Handheld motorized auger SOIL PROPERTY SYMBOLS N: N60: Qu• Qp: w%: LL: PL: PI: DD: SS: ST: BS: PM: CPT-U: Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. Shelby Tube - 3" O.D., except where noted. Bulk Sample Pressuremeter Cone Penetrometer Testing with Pore -Pressure Readings Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. Split -Spoon. A "N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Unconfined compressive strength, TSF Pocket penetrometer value, unconfined compressive strength, TSF Moisture/water content, % Liquid Limit, Plastic Limit, % Plasticity Index = (LL-PL),% Dry unit weight, pcf Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE -GRAINED SOILS ANGULARITY OF COARSE -GRAINED PARTICLES Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense N - Blows/foot 0-4 4-10 10-30 30 - 50 50 - 80 80+ GRAIN -SIZE TERMINOLOGY Component Boulders: Cobbles: Coarse -Grained Gravel: Fine -Grained Gravel: Coarse -Grained Sand: Medium -Grained Sand: Fine -Grained Sand: Silt: Clay: Size Range Over 300 mm (>12 in.) 75 mm to 300 mm (3 in. to 12 in.) 19 mm to 75 mm (% in. to 3 in.) 4.75 mm to 19 mm (No.4 to 3/4 in.) 2 mm to 4.75 mm (No.10 to No.4) 0.42 mm to 2 mm (No.40 to No.10) 0.075 mm to 0.42 mm (No. 200 to No.40) 0.005 mm to 0.075 mm <0.005 mm Description Angular: Subangular: Subrounded: Rounded: Criteria Particles have sharp edges and relatively plane sides with unpolished surfaces Particles are similar to angular description, but have rounded edges Particles have nearly plane sides, but have well-rounded corners and edges Particles have smoothly curved sides and no edges PARTICLE SHAPE Description Flat: Elongated: Flat &Elongated: Criteria Particles with width/thickness ratio > 3 Particles with length/width ratio > 3 Particles meet criteria for both flat and elongated RELATIVE PROPORTIONS OF FINES Descriptive Term % Dr; Weight Trace: < 5% With: 5% to 12% Modifier: >12% Page 1 of 2 GENERAL NOTES CONSISTENCY OF FINE-GRAINED SOILS Q„ - TSF N - Blows/foot Consistency 0-0.25 0-2 0.25-0.50 2-4 0.50-1.00 4-8 1.00-2.00 8-15 2.00 4.00 15 - 30 4.00-8.00 30-50 8.00+ 50+ Description Stratified: Laminated: Fissured: Slickensided: Very Soft Soft Firm (Medium Stiff) Stiff Very Stiff Hard Very Hard (Continued) MOISTURE CONDITION DESCRIPTION Description Dry: Moist: Wet: Criteria Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term Trace: With: Modifier: STRUCTURE DESCRIPTION Criteria Description Alternating layers of varying material or color with Blocky: layers at least %-inch (6 mm) thick Alternating layers of varying material or color with Lensed: layers less than 1/4-inch (6 mm) thick Layer: Breaks along definite planes of fracture with little Seam: resistance to fracturing Fracture planes appear polished or glossy, Parting: sometimes striated SCALE OF RELATIVE ROCK HARDNESS Q„ -TSF 2.5-10 10-50 50 - 250 250 - 525 525 - 1,050 1,050 - 2,600 >2,600 Voids Pit Vug Cavity Cave Consistency Extremely Soft Very Soft Soft Medium Hard Moderately Hard Hard Very Hard ROCK VOIDS Void Diameter <6 mm (<0.25 in) 6 mm to 50 mm (0.25 in to 2 in) 50 mm to 600 mm (2 in to 24 in) >600 mm (>24 in) ROCK QUALITY DESCRIPTION Rock Mass Description Excellent Good Fair Poor Very Poor RQD Value 90 -100 75 - 90 50 75 25 -50 Less than 25 % Dry Weiqht <15% 15% to 30% >30% Criteria Cohesive soil that can be broken down into small angular lumps which resist further breakdown Inclusion of small pockets of different soils Inclusion greater than 3 inches thick (75 mm) Inclusion 1/8-inch to 3 inches (3 to 75 mm) thick extending through the sample Inclusion less than 1/8-inch (3 mm) thick ROCK BEDDING THICKNESSES Description Very Thick Bedded Thick Bedded Medium Bedded Thin Bedded Very Thin Bedded Thickly Laminated Thinly Laminated Criteria Greater than 3-foot (>1.0 m) 1-foot to 3-foot (0.3 m to 1.0 m) 4-inch to 1-foot (0.1 m to 0.3 m) 1'/-inch to 4-inch (30 mm to 100 mm) %-inch to 1%-inch (10 mm to 30 mm) 1/8-inch to '% -inch (3 mm to 10 mm) 1/8-inch or less "paper thin" (<3 mm) GRAIN -SIZED TERMINOLOGY (Typically Sedimentary Rock) Component Size Range Very Coarse Grained Coarse Grained Medium Grained Fine Grained Very Fine Grained >4.76 mm 2.0 mm - 4.76 mm 0.42 mm 2.0 mm 0.075 mm - 0.42 mm <0.075 mm DEGREE OF WEATHERING Slightly Weathered: Rock generally fresh, joints stained and discoloration extends into rock up to 25 mm (1 in), open joints may contain clay, core rings under hammer impact. Weathered: Rock mass is decomposed 50% or less, significant portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50% decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS J IISIO S MAGRAPH SYMBOLS TYPICAL LETTER DESCRIPTIONS COARSE GRAINED SOILS MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR NO FINES) 4. •' ® D®® ®a Gw WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES °dam °`,u 03. .03° )0 bOo D/ OOo'0 ° GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) '� o� '' • o qi fJ b, O . G SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES ;! `i .7. ,Ij, * ,, • 4,-,* / fO ,#,01 r. GC CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE CLEAN SANDS (LITTLE OR NO FINES) °:,°:°:.: q.°.9.e S WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES • `' ' :' < .::::.; .; ::::.:. SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SILTY SANDS, SAND - SILT MIXTURES . .. ":": " '//: ; % •7 SC CLAYEY SANDS, SAND - CLAY MIXTURES FINE GRAINEDAD SOILS MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS ALIQUID LIMIT LESS THAN 50 CLAYSLEAN L INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY 7 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, CLAYS _-- — — _ _ _ _ OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY SILTS CLAYSAND LIQUID LIMIT GREATER THAN 50 MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS CH INORGANIC CLAYS OF HIGH PLASTICITY w.rw�,rn anielnlewsmhIlA"nili anari H ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS , /, 0,, „ J, It;„, „ PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS May 11,2017 Ms. Anne Stanfield Ecumen Development 3530 Lexington Avenue North Shoreview, Minnesota 55126 Re: Geotechnical Exploration Report Addendum #1 Proposed Senior Living 114 South Brick Street Stillwater, Minnesota Intertek-PSI Project No.: 0678112-A1 Dear Ms. Stanfield: Professional Service Industries, Inc. (Intertek-PSI) is pleased to transmit this supplemental Geotechnical Engineering Services Report for the proposed Stillwater Senior Living project located at 114 South Brick Street in Stillwater, Minnesota. Intertek-PSI completed a Geotechnical Exploration for this project, the results of which are contained in Intertek-PSI Report No. 0678112 dated March 3, 2017. This Addendum report includes the results of three (3) supplemental test pits completed to further evaluate the extent of the undocumented fill noted in the original geotechnical report near Boring B-1. Project Background The proposed building will consist of a senior living facility with an approximate footprint of 20,000 square feet. The building will have one below -grade level for parking and three levels above -grade. Intertek-PSI understands that building construction will likely consist of either concrete masonry unit (CMU) or cast -in -place concrete foundation walls and precast concrete columns below -grade supporting precast concrete plank for the first floor. The above -grade construction will consist of wood framing. Based upon this, Intertek-PSI's analysis is based on maximum wall loads for being on the order of 4 kips per lineal foot and column loads being less than 250 kips. Finished first floor elevation for the new building is anticipated to be at approximately 879± feet above mean sea level. The finished floor elevation of the lower below grade level will be at approximately 867± feet MSL. The site is gently sloping in the proposed building area, with steeper downward slopes beyond. Elevation differences across the site vary by about 35± feet, however; within the proposed building footprint, there is approximately 13± feet of elevation difference (elevation 876± to 893± feet MSL). Intertek-PSI • 2915 Waters Road, Suite 112 • Eagan, Minnesota 55121 • 651-646-8148 • Fax 651-646-8258 • www.psiusa.com Proposed Senior Living — Stillwater, MN Intertek-PSI Project 0678112-A1 Page 2 of 4 The results of the original test borings indicate the approximate northern half of the west building wing was underlain by a deposit of undocumented fill. This deposit of undocumented fill consisted of a mixture of clayey sand, buried topsoil, sandy silt, roots, organics, and wood pieces. The fill extended to a depth of 25± feet below existing site grade at Boring B-1. (elevation 856± feet MSL). The existing fill is not suitable for the support of foundations or foundation supporting fill due to the potential of experiencing greater than tolerable levels of total and differential type settlements. The fill also poses an increased risk of experiencing settlement of the building floor slab as the existing fill consolidates and/or settles along the previous slope. Based upon this PSI recommended an initial soil correction to include that complete removal of the existing fill from within and a minimum 10 feet beyond the proposed building footprint. The resulting excavation could then be backfilled to proposed bearing elevation with a compacted engineered fill. Based upon a finished lower level floor elevation of 867± feet MSL, it is anticipated that exterior foundations would bear at an approximate elevation of 865± feet MSL. A soil correction scheme as outlined above would require excavations to at least 9 feet below anticipated bearing elevation to remove the existing fill. Test Pit Discussion The purpose of these supplemental test pits was to further evaluate the extent of the unsuitable fill within the west wing of the proposed building. Three (3) test pits were performed within the northern portion of the west wing near Boring B-1. Test Pit TP-1 was located adjacent to Boring B-1, with TP-2 located 50 feet south and TP-3 100 feet south of TP-1, respectively. Because no fill was observed at TP-2, TP-3 was relocated in the field to 25 feet south of TP-1, as authorized by Ms. Anne Stanfield of Ecumen Development. The locations of the test pits are noted on the updated Boring Location Plan in the appendix of this Addendum. The depths of the test pits were determined in the field based on changes in soil strata, commensurate with the observations in the original geotechnical report. Logs of the soils noted in each test pit are included in the appendix of this addendum. In general, the soils observed in the test pits were similar with those noted in the borings of the original report. The general profile of the test pits included surficial vegetation with approximately six inches of surficial organic soils, underlain by undocumented fill at test pit locations TP-1 and TP-3. The fill consisted of a mixture of clayey sand with traces of roots organics, gravel, cobbles, and wood chips, and ranged from reddish brown to gray to black in color. Two layers consisting predominately of wood chips were observed in TP-1; one between depths of 19± to 22± feet and another between depths of 24± to 25± feet. The fill was observed to depths of 25± feet in TP-1; not observed in TP-2; and to a depth of 11± feet in TP-3. Each test pit location was terminated in native clayey sand soils at depths of 12± to 26± feet below existing site grades. Proposed Senior Living — Stillwater, MN Intertek-PSI Project 0678112-A1 Page 3 of 4 Geotechnical Discussion The results of the test pits confirmed that a rather deep deposit of undocumented fill is located below the northern portion of the west wing of the proposed building. This fill is not suitable for the support of the building foundations or floor slab due to the potential of experiencing greater than tolerable levels of settlement. Prior to placement of the fill, a rather steep slope likely existed within this portion of the building. It is likely that the fill was loose dumped along the slope during filling. As such, it is likely that the fill mass will continue to consolidate and settle along the previous slope. Based upon this, PSI recommends that the existing fills be completely removed from within and a minimum of 10 feet beyond the proposed building footprint and replaced with compacted engineered fill during initial site grading activities. The building foundations and floor slab within this portion of the building could then be designed to bear on the compacted engineered fill. Foundations must bear upon suitable bearing native soils or newly compacted engineered fill placed over suitable bearing native soils that have been observed and tested by a qualified geotechnical engineering technician. PSI recommends that footings bearing on native soils or newly placed engineered fill be designed for the maximum net allowable soil bearing pressures noted in the table below based on dead load plus design live load, as noted in the original geotechnical report. Minimum dimensions of 18 inches for continuous footings and 30 inches for column footings should be used in foundation design to minimize the possibility of a local bearing capacity failure, even if the allowable bearing pressure recommended herein is not fully utilized. FOUNDATION TYPE MINIMUM DEPTH BELOW ADJACENT GRADES (IN) MAXIMUM NET ALLOWABLE BEARING PRESSURE (PSF) Interior Isolated Column Foundations 24 4,500 Exterior Isolated Column Foundations 42 4,000 All Continuous Foundations 42 4,000 As an alternative, if site conditions allow, consideration could be given to shifting (relocating) the building approximately 50± feet to the south (approximate location of test pit TP-3). This would minimize the anticipated volume and associated cost for the soil correction. Suitable bearing natural clayey sand soils are anticipated to be present at the proposed lower level elevation of 867± feet to the south of TP-3. Another alternative would include supporting the northern portion of the building on intermediate foundations, such as helical piers, that would penetrate the existing undocumented fill and bear in the suitable clayey sands below. If this alternative is considered, Intertek-PSI should be contacted for additional recommendations. Proposed Senior Living — Stillwater, MN Intertek-PSI Project 0678112-A1 Page 4 of 4 This addendum does not replace or amend any recommendations of the original Geotechnical Exploration Report from Professional Service Industries, Report number 0678112, dated March 3, 2017. The recommendations of the aforementioned report, including but not limited to: subsurface conditions, geotechnical evaluations, site preparation, construction considerations, geotechnical risk, and report limitations are in full effect with the additional information of this addendum. The recommendations contained in this addendum are under the same conditions, terms, and authorization as the original proposal, signed February 8, 2017, by Ms. Anne Stanfield of Ecumen Development. Any uses of the information included in this addendum beyond the stated scope and purpose are not endorsed by Professional Service Industries. Intertek-PSI appreciates the opportunity to perform this supplemental Geotechnical Exploration and looks forward to continuing our participation during the design and construction phases of this project. If you have questions pertaining to this report, or if Intertek-PSI may be of further service, please contact us at your convenience. Respectfully submitted, PROFESSIONAL SERVICE INDUSTRIES, INC. Joseph M. Rozmiarek, P.E. Geotechnical Department Manager David M. Barndt Senior Vice President APPENDIX SITE VICINITY PLAN BORING AND TEST PIT LOCATION PLAN TEST PIT LOGS PRELIMINARY PLAT ~ OF- ECUMEN STILLWATERIOUR SAVIOR'S LUT 11 IRAN C H H [WITH OVERLAY OF PROPOSED SITE IMPROVEMENTSI LEGAL DESCRIPTION *SEE LEGAL DESCRIPTION ON FINAL PLAT, IT'S VERY LENGTHY* wet - DENOTES EDGE OF WETLAND • DENOTES FOUND MONUMENT. O DENOTES 1/2 INCH IRON PIPE MARKED BY LICENSE NO. 44125. ALL MONUMENT REQUIRED BY MINNESOTA STATUTE WILL BE SET WITHIN ONE YEAR OF THE RECORDING DATE OF THIS PLAT, AND SHALL BE EVIDENCED BY A 1/2" INCH BY 14 INCH IRON PIPE MARKED BY RLS 44125. ZONING & SETBACK INFORMATION - TOTAL AREA = 656,946 sq.ft. (15.08 acres) - PROPERTY CURRENTLY ZONED: RA - ONE FAMILY RESIDENTIAL - PROPOSED ZONING: RA - ONE FAMILY RESIDENTIAL Detail: No Scale C�- West C}live Street SECTION 29, TOWNSHIP 30, RANGE 20 41 ACRE LAND SURVEYING Blaine, MN 55449 DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: 10.00-.1 r- 10.00 -10.00 ! I ++r - 10.00 L1—.—. BEING 10 FEET IN WIDTH AND ADJOINING SIDE LOT LINES, AND BEING 10 FEET IN WIDTH AND ADJOINING STREET AND REAR LOT LINES, UNLESS OTHERWISE SHOWN ON THIS PLAT. FOR THE PURPOSES OF THIS PLAT, THE SOUTH LINE OF THE N1 /2 OF THE SE1 /4 OF SEC. 29, TWP. 30, RNG. 20, WASHINGTON COUNTY, MINNESOTA, IS ASSUMED TO BEAR N00°42'04'1W. / / / / / / / / / L I I -1- I I\ •••IA 111111 III , \I .I I L. ♦I I I -T- 1 .. / / / / / / / / / L ., • L1- -t I , 1 114 • \ \50.02 80.p0 A04156,27„ 09/13/17', FOR CITY REVIEW, NOT CHECKED BY COUNTY SURVEYOR FOUND RLS#10938, 1034- \ 133 ,OUO. RLS# NO' OSI,E 0I G 0 --___ EXISTING POND _ SI WL=856.2 HW['=$6.0,5 EXISTING�3fT` --� -- WALKING PATH ~,1 INFILTRATION ✓ i /^BASIN 1 CONC. WALK, TYP, FIRE ACCESS LANE, 20' OVERALL WIDTH. GRASS WITHIN FIRE ACCESS LANE LIMITS MUST BE'GRASSPAVE`, SEE ARCH ExcEp-v\ON \ \ 30' W ,\ 1, B/k/ /41OLS N ��� 15' BUFFER (INCREASED ��► FOR AVERAGING (2,084 SF) LONG. WALK, TYP. *i '"r � l ama PROPOSED WALKABLE GARDEN AREA (4) "HITCHING POST" STYLE BIKE RACKS (8 SPACES), SURFACE MOUNT PER MANUF. SPECS. CONC. WALK, TYP. MATCH EXISTING BIT. WALKING PATH 1 I I I I I I; CONC. WALK, TYP. - BIT. PAVEMENT, TYP. b1 r LI FOUND 1/2" IRON PIPE --• 93.1n 74'W MATCH EXISTING CURB AND GUTTER, DECORATIVE CONC. PATIO WITH OUTDOOR SEATING ANDF4" ORNAMENTAL STYL- I FENCE. SEE DETAILS POE COCHERE BUILDING OVERHAN COLUMNS, MATCH EXIS N PARKING LOT PVMT, TYP. L;: r r `� J `,' r 1 ' c, 1 r r r •v ACCESSIBLE PED RAMP PER ADAAND CITY STANDARDS DROP-OFF /VALET PULL IN 0(7 ./ / WEfLANI,$6UNDARY 20' BUFFER BUILDING SETBACK \1 N \ 60 0 30 GRAPHIC SCALE 60 120 240 "'at \wet ,III, WET'CAt1L] BOUNDARY l'il4BUFf ER \ \ 1 1\--- I- , I(' \ CD _, 2.0. I 1 .6 \ ii / j 11 1,i,,...____y 2-* 't th>-1 i f F ( IN FEET ) 1 inch = 60 ft. FOUND LS#10938 CONC. WALK, TYP. P% , �■■■r, .p, I 26.0'. SEGMENTAL RETAINING WALL, TYP. COI WALK,iY_P.. PROOF OF PARKING 11 SPACES `, y' O ,`) 1 —r6LxEX=-188 S89°51'11"E 498.660 300.00 cn SF `TRUCK °AGING AREA PARKING LOT I PRELIMINARY INFILTRATION BASIN 2 BIT. PAVEMENT, Ci ADJACENT TO EXISTING PLAYGROUND, FOR MULTI -GENERATIONAL MINGLING 400.00 661.25 • CURB AND GUTTER, 11. I \ bC);.: - iy.174‘ 0 Siz3/ :so MONUMENT SIGN. - tn SE corner Lot 15-. 50 SE1/4 NORTH SHEET 2 OF 2 SHEETS ECUMEN STILLWATER / OUR SAVIOR'S LUTHERAN CHURC KNOW ALL PERSONS BY THESE PRESENTS: That Ecumen, a Minnesota nonprofit corporation, fee owner and Our Savior's Lutheran Church, a Minnesota nonprofit corporation, fee owners of the following described property situated in the County of Washington, State of Minnesota, to wit: A portion of the following described land: (Final legal description to be prepared by a licensed Land Surveyor) All that part of the Northeast Quarter of the Southeast Quarter (NE 1%of SE %) of Section Twenty-nine (29), Township Thirty (30) North of Range Twenty (20) West lying West of Brick Street *LEGAL DESCRIPTION SHOULD SAY SOUTH OF MYRTLE) and that part of Block Fifteen *McKinstry and Seeley's Addition to Stillwater* (PLAT NAME ADDED TO LEGAL) and Block Sixteen (15 and 16) *SHOULD BE REMOVED* of McKinstry and Seeley's Second Addition to Stillwater, according to the plat thereof on file and of record in the office of the Register of Deeds in and for the County of Washington, State of Minnesota, described as follows, to -wit: Commencing at the Southeast (SE) corner of Block Fifteen (15) of said McKinstry and Seeley's Second Addition to Stillwater, also being the intersection of Brick Street and Olive Street; thence West for a distance of Four Hundred (400) feet along the North line of Olive Street to a point; thence North parallel with the West line of Brick Street for a distance of One Hundred sixty-five (165) feet to a point; thence East for a distance of Three Hundred (300) feet to a point; thence North parallel to the West line of Brick Street for a distance of Ninety (90) feet; thence East a distance of One Hundred (100) feet to the West line of Brick Street; thence South along the West line of Brick Street for a distance of Two Hundred Fifty-five (255) feet more or less to the point of beginning. And All of Block Fifteen (15) of McKinstry and Seeley's Addition, and the East one hundred (100) Feet of Block Sixteen (16) of McKinstry and Seeley's Second Addition to Stillwater, according to the plats on file and of record in the office of the Register of Deeds in and for Washington County, Minnesota. And That part of the North Half of the Southeast Quarter (N'/2of SE%) of section Twenty-nine (29), Township Thirty (30) North, Range Twenty (20) West, and Block Sixteen (16) of McKinstry and Seeley's Second Addition to Stillwater, lying South of Myrtle Street, West of Brick Street, North of Olive Street and East of the following described line: Beginning at point on the North line of West Olive Street, which is Seven Hundred Forty (740) feet East of the present West line of the said City of Stillwater, which is also the West line of Block Twenty-nine (29), McKinstry and Seeley's Second Addition; thence North 5° 0' East for Five Hundred Sixty-nine (569) feet; thence North 77° 50' West for Sixty-nine (69) feet; thence North 10° 6' East for Six Hundred Eighty-one (681) feet to the South line of West Myrtle Street; Except the East One Hundred (100) feet of Block Sixteen (16) and except that portion sold to St. Croix Broadcasting Company by Warranty Deed recorded in Book 169 of Deeds, page 11. And That part of the Northwest Quarter of the Southeast Quarter of Section 29 Township 30 North, Range 20 West, Washington County, Minnesota and that part of Block 16 of McKinstry and Seeley's Second Addition to Stillwater according to the perfected plat of the City of Stillwater as recorded on June 3, 1878 in the Office of the County Recorder, Washington County, Minnesota, and that part of Olive Street according to the plat of said McKinstry and Seeley's Second Addition to Stillwater lying northerly of the north line of Olive Street as located and established by Lewis W. Clarke in 1916, which lies easterly, southerly, northeasterly and easterly of the following described line: Commencing at the northwest corner of said McKinstry and Seeley's Second Addition to Stillwater, also being the northwest corner of the Southwest Quarter of the Southeast Quarter of said Section 29; thence South 01 degree 00 minutes 05 seconds East, bearing oriented to the Washington County Coordinate South Zone, along the west line of said Block 29 and also the west line of said Southwest Quarter of the Southeast Quarter, a distance of 292.06 feet to the north line of Olive Street as located by Lewis W. Clarke in 1916; thence North 89 degrees 19 minutes 36 seconds East along said north line 724.00 feet to the point of beginning; thence North 00 degrees 40 minutes 24 seconds West 145.00 feet; thence northerly along a tangential curve, concave in the west, having a radius of 580.00 feet and a central angle of 12 degrees 29 minutes 53 seconds, a distance of 126.52 feet; thence North 79 degrees 17 minutes 55 seconds East 133.00 feet; thence North 18 degrees 51 minutes 25 seconds West 191.13 feet; thence North 29 degrees 55 minutes 38 seconds West 137.04 feet; thence North 10 degrees 31 minutes 47 seconds East 508.18 feet to the southerly line of Myrtle Street (C.S.A.H. 12) as described in Document No. 346309 as recorded in said Office of the County Recorder and said line there terminate. And That part of vacated Olive Street accruing to Block 16 in McKinstry and Seeley's Second Addition to Stillwater and Block 15 McKinstry and Seeley's Addition to Stillwater included in the following description: That part of Olive Street in McKinstry and Seeley's Addition to Stillwater and McKinstry and Seeley's Second Addition to Stillwater, according to the perfected plat of the City of Stillwater as recorded on June 3, 1878, in the Office of the County Recorder, Washington County, Minnesota, lying Northerly of the following described line: Commencing at the Northwest corner of Block 29 of said McKinstry and Seeley's Second Addition to Stillwater, also being the Northwest corner of the Southwest Quarter of the Southeast Quarter of Section 29, Township 30 North, Range 20 West, Washington County, Minnesota; thence South 01 degrees 00 minutes 05 seconds East, bearing oriented to the Washington County Coordinate System, South Zone, along the West line of said Block 29 and also the West line of said Southwest Quarter of the Southeast Quarter, a distance of 292.06 feet to the North line of Olive Street as located and established by Lewis W. Clarke in 1916 and the point of beginning; thence North 89 degrees 19 minutes 36 seconds East along said North line 1555.00 feet, more or less to the Southerly extension of the Easterly line of Block 15 of said McKinstry and Seeley's Addition and said Line there terminate. Except the following: That part of the North Half of the Southeast Quarter of Section 29, Township 30 North, Range 20 West, lying south of Myrtle Street (old County Highway No. 12), lying west of the west line of Brick Street and its northerly extension, lying East of a line described as follows; for descriptive purposes only said line is referred to as "Line X". Beginning at a point on the north line of West Olive Street which is 740 feet East of the west line of the Southeast Quarter which is also the west line of Block 29 McKinstry and Seeley's Second Addition (as measured along the north line of West Olive Street as changed in 1916); thence North 5 degrees 00 minutes East for 569 feet; thence North 77 degrees 50 minutes West for 69 feet; thence North 10 degrees 6 minutes East for 681 feet to the south line of West Myrtle Street (old County Highway 12) and said "Line X" there terminating; And lying northerly and northeasterly of the following described lines; for descriptive purposes only said lines will be referred to as "Line A" and "Line B", Commencing at the northwest corner of said North Half of the Southeast Quarter of said Section 29; thence on an assumed bearing of South 00 degrees 59 minutes 56 seconds East along the west line of said North Half of the Southeast Quarter for 232.80 feet; thence South 77 degrees 38 minutes 10 seconds East for 635.12 feet; thence Southeasterly 485.52 feet along a tangential curve concave to the Southwest, having a radius of 1273.24 feet and a central angle of 21 degrees 50 minutes 55 seconds; thence South 55 degrees 47 minutes 15 seconds East tangent to last described curve for 124.48 feet; thence South 34 degrees 12 minutes 45 seconds West for 80.00 feet to the point of beginning of "Line A" to be described; thence North 55 degrees 47 minutes 15 seconds West for 124.48 feet; thence Northwesterly along a tangential curve concave to the Southwest having a radius of 1193.24 feet and a central angle of 10 degrees 44 minutes 46 seconds for 223.80 feet more or less to its intersection with the above described "Line X" and said "Line A" there terminating; "Line B" is described as commencing at the point of beginning of above described "Line A" thence North 34 degrees 12 minutes 45 seconds East for 20.00 feet to the Point of beginning of "Line B" to be described; thence South 55 degrees 47 minutes 15 seconds East for 313.58 feet; thence Southeasterly along a tangential curve concave to the northeast having a radius of 1014.93 feet and a total central angle of 39 degrees 19 minutes 12 seconds for 180 feet more or less to Its intersection with the west line of said Brick Street and said "Line B" there terminating. Further excepting All that part of Block 16, McKinstry and Seeley's Second Addition, according to perfected plat of City of Stillwater as recorded on June 3, 1878 in the Office of the County Recorder and that part of vacated Olive Street according to said perfected plat, being plat of McKinstry and Seeley's Addition to Stillwater, lying Northerly of the N. line of Olive Street as located and established by Lewis W. Clarke in 1916, described as follows: Beginning at the Southeast corner Deerpath, according to recorded plat thereof on file in office of County Recorder, thence N. 0° 40' 24" West, plat bearing, along the East line of said Deerpath a distance of 133 feet; thence North 89° 19' 36" East for 157 feet; thence South 0° 40' 24" East for 133 feet to the North line of Olive Street as located and established by said Lewis W. Clarke in 1916; thence South 89°19' 36" West along said North line of Olive Street 157 feet to the place of beginning. Further excepting That part of Block 16, McKinstry and Seeley's Second addition to Stillwater, according to the perfected plat of the City of Stillwater as recorded on June 3, 1878, in the office of the County Recorder, Washington County, Minnesota, described as follows: Commencing at the southeast corner of Deerpath according to the recorded plat on file in the office of the County Recorder, Washington County, Minnesota, thence North 0 degrees 40 minutes 24 seconds West, plat bearing, along an easterly line of said Deerpath a distance of 133.00 feet to the beginning of tract of land to be described; thence continue North 0 degrees 40 minutes 24 seconds West along said easterly line 12.00 feet; thence northerly 76.51 feet along a tangential curve concave to the west having a radius of 580.00 feet and a central angle of 7 degrees 33 minutes 27 seconds; thence North 79 degrees 17 minutes 55 seconds East, not tangent to curve, 140.17 feet; thence South 12 degrees 42 minutes 06 seconds East 115.22 ; thence South 89 degrees 19 minutes 36 seconds West 157.00 feet to point of beginning. ABSTRACT PROPERTY. And All that part of the North Half of the Southeast Quarter of Section 29, Township 30 North, Range 20 West, described as follows: Beginning at a point on the South line of said North Half of the Southeast Quarter of Section 29, a distance of 1081.51 feet West of the Southeast corner of said North Half of the Southeast Quarter of Section 29, said point being the Northeast corner of Block 15 of McKinstry and Seeley's Addition to the City of Stillwater; thence West on the South line of said North Half of the Southeast Quarter of Section 29, a distance of 510.43 feet to a point; thence North and parallel with the West line of Brick Street in said City a distance of 309.5 feet; thence East and parallel with the South line of said North Half of the Southeast Quarter of Section 29, a distance of 510.43 feet to the West line of Brick Street; thence South along the West line of Brick Street, a distance 309.5 feet to the place of beginning, Washington County, Minnesota. (Abstract Property) Have caused the same to be surveyed and platted as ECUMEN STILLWATER / OUR SAVIOR'S LUTHERAN CHURCH and does hereby dedicate to the public for public use forever the street as shown on this plat and also dedicates the easement created by this plat for drainage and utility purposes only. In witness whereof said Ecumen, a Minnesota nonprofit corporation, has caused these presents to be signed by , on this day of 2018. SIGNED: Ecumen By: NAME WRITTEN OUT STATE OF MINNESOTA COUNTY OF The foregoing instrument by XXXXXXXXXXXXXXX, XXXXXXXXX, on behalf of the corporation, was acknowledged before me this day of 2018. Notary Public, , County, Minnesota My Commission Expires In witness whereof said Our Savior's Lutheran Church, a Minnesota nonprofit corporation, has caused these presents to be signed by on this day of 2018. SIGNED: OUR SAVIOR'S LUTHERAN CHURCH By: NAME WRITTEN OUT STATE OF MINNESOTA COUNTY OF The foregoing instrument by XXXXXXXXXXXXXXX, XXXXXXXXX, on behalf of the corporation, was acknowledged before me this day of 2018. Notary Public, , County, Minnesota My Commission Expires I, Eric R. Vickaryous, do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this day of , 20 STATE OF MINNESOTA COUNTY OF Eric R. Vickaryous, Licensed Land Surveyor Minnesota License Number 44125 This instrument was acknowledged before me this day of , 20 by Eric R. Vickaryous. Notary Public, , County, Minnesota My Commission Expires PLANNING AND ZONING COMMISSION OF THE CITY OF STILLWATER The foregoing plat of ECUMEN STILLWATER / OUR SAVIOR'S LUTHERAN CHURCH was approved and accepted by the Planning and Zoning Commission of the City of Stillwater, Minnesota, on this day of 2018. By its Chairperson By its Secretary CITY COUNCIL OF THE CITY OF STILLWATER This plat of ECUMEN STILLWATER / OUR SAVIOR'S LUTHERAN CHURCH was approved by the City Council of the City of Stillwater, Minnesota, this day of 2018 and hereby certifies compliance with all requirements as set forth in Minnesota Statutes, 505.03, Subd. 2. By , Mayor By , Clerk WASHINGTON COUNTY SURVEYOR Pursuant to Chapter 820, Laws of Minnesota, 1971, and in accordance with Minnesota Statutes 505.021, Subd. 11, this plat has been reviewed and approved this day of 201__. By , Washington County Surveyor Michael J. Welling WASHINGTON COUNTY AUDITOR/TREASURER Pursuant to Minnesota Statutes 505.021, Subd. 9, taxes payable for the year 201, on the land hereinbefore described, have been paid. Also pursuant to Minnesota Statutes, Section 272.12, there are no delinquent taxes and transfer has been entered, on this day of 201_ By , Washington County Auditor/Treasurer By , Deputy WASHINGTON COUNTY RECORDER Document Number I hereby certify that this instrument was recorded in the Office of the County Recorder for record this day of 201__, at ____ o'clock __.M., and was duly recorded in the Washington County Records. By , Washington County Recorder By , Deputy 09/13/17', FOR CITY REVIEW, NOT CHECKED BY COUNTY SURVEYOR C1\Users\eric j\❑neDrive\CAD-1D\17076stIllwater-Senior-Kaas\dwg\17076plat_recover.dwg 9/13/2017 6:36:29 PM CDT 41 ACRE LAND SURVEYING 10 11 12 13 14 Blaine,MN Blaine, MN 55449 15 16 17 18 7-1 19 110 111 112 113 114 115 16 17 118 20 SHEET 1 OF 2 SHEETS ECUMEN STILLWATER / OUR SAVIOR'S LUTHERAN �HU CH\ \ \ wet - DENOTES EDGE OF WETLAND • DENOTES FOUND MONUMENT. O DENOTES 1/2 INCH IRON PIPE MARKED BY LICENSE NO. 44125. ALL MONUMENT REQUIRED BY MINNESOTA STATUTE WILL BE SET WITHIN ONE YEAR OF THE RECORDING DATE OF THIS PLAT, AND SHALL BE EVIDENCED BY A 1/2" INCH BY 14 INCH IRON PIPE MARKED BY RLS 44125. DRAINAGE AND UTILITY EASEMENTS ARE SHOWN THUS: 10.00-.1 - 10.00 I-••• -10.00 r- 10.00 BEING 10 FEET IN WIDTH AND ADJOINING SIDE LOT LINES, AND BEING 10 FEET IN WIDTH AND ADJOINING STREET AND REAR LOT LINES, UNLESS OTHERWISE SHOWN ON THIS PLAT. Detail: No Scale West Mote t West live Street SECTION 29, TOWNSHIP 30, RANGE 20 FOR THE PURPOSES OF THIS PLAT, THE SOUTH LINE OF THE N1/2 OF THE SE1/4 OF SEC. 29, TWP. 30, RNG. 20, WASHINGTON COUNTY, MINNESOTA, IS ASSUMED TO BEAR N OO°42'04" W. 41 ACRE LAND SURVEYING / / / / / / 'nnll / / / V\ 5. oo"E 6900 / -t / �0 c'� \ i O s.. I // s \ I eN I / / 111111 111 .. .. 1 L_ ♦/ 1 r- -.7 ., e ,, L1_ -T- 1 /1 1-, 1: \ \ FOUND RLS#10938 \ N \ G \ cc' ACC / • 6- of UND 1/2" IRON PIPE • • �a I 3, • I To • \ \ %'I 4\ \ 'nI I \ \ \ I \ tt, \ \ I \ \(tom\ \ I •� \ W\ \ , \ \\ 60 , \\ opt p 111w 133.Op \ $ F�p-�r4"JRppl'RI� \ \5002 / I _ ---1. R = $p RLS# NOT LEGIBI�— 1. 4p4156 I N80oN�lp$ � 1. o I I o 1 0 ux tJl 1 I `')1 �' � 1 I i �' I I I I I wet EXISTING POND ��--_SIWL=856.2 HWL'=$60,5 }aM .\ • n co- L/,'L 09/13/17', FOR CITY REVIEW, NOT CHECKED BY COUNTY SURVEYOR \ \ 1 • Z : O O 71-O a w 0 LL1 CA FOUND 1/2" IRON PIPE }aM S82°10'29"E — et • }aM Excup-VI ON 4S so� 193.18 - - r • 2 • -POB LIN N N \ \ \ /-1 r y r1r e/h '1 i 44/ S,0 q1/2), cc- �a. 11 ., 1 A' ;`; ,1 /•\• --So. line of N1/2 of SE1/4 N88°31'09"W r` 100.00--r�IrFZ P\ r`, I C-7 1 1 ♦I v C 1 \ler 1 1 \ , \ ♦\ • \ -1 ',A' li♦ 1 %-, /'4 /:A. • I; 1 300.00 \ \ 60 GRAPHIC SCALE 0 30 60 120 240 ( IN FEET ) 1 inch = 60 ft. ;Vs \\ r • 4 ;Ir \ A' r, , •S� \ EX.BLDG. wet \wet 501.34 ' 0 0 (n \ \ \ all, FOUND RLS#10938 100—desc. 100.40—comp ' C7 1 c� 1 (2.♦1 It` I- i, f 1\1 + y' Y \ `A ` ` NI `? `A\ .1 \ •44 4 `1 400.00 SE corner Lot 15-- N c0 c0 S89°51'11"E 661.25 Il7l I-- `- I -/ 1 /♦ I 1 1 1 r- :;I 1/ L- L_ I . L_ / /♦ /, A I I 11 /1 ri is -r r. r- r- - 1 re F- r- I s/ 1 1 \ L_ L_ I • es r- 1\11 I -•• 1 1 \ ♦/ . ♦/ (0 C0 M O a1 O Z 60 L- �11�'O:Nio.15fbi 1 A 1 r� A l i. _I- W.. 11111 1.L_ 1 , I So. line of N1/2 of SE1/4 Lt, Sec. x, T.x, R.x _• fD 0. ��--10- `\3 50 I N88°30'57"W 56,0s `.?O, 00 S)� O N \ c _\ \y, � �I 1 . NO0°27'58"W 50 L- NORTH --T 10 11 12 13 Blaine,MN Blaine, MN 55449 7-1 14 15 16 17 18 19 110 111 112 113 114 115 116 1 7 118 9 120 CI\Users\erIc,j\❑neDrIve\CAD-1D\17076stIllwater-Senlor-Kaas\dwg\17076plat_recover.dwg 9/13/2017 6136129 PM CDT ✓ I I SHEET 2 OF 2 SHEETS Jenn Sundber. From: Sent: Thursday, September 28, 2017 1:03 To: AM Jenn Sundberg Subject Case cpc/2017-48 Dear Jenn, This is Mike Miskowiak at 314 Hemlock St. I'm writing to voice some concerns regarding the potential construction for the senior living facility. I understand from watching the video that a demand has been established for retaining Stillwater citizens after they've reached a certain age and want to downsize or need assisted living. With the amount of information I was able to gather, I am disappointed in hearing this project is so far moving forward in our neighborhood. Part of the reason we decided on this neighborhood in Stillwater is that it was all single family housing and not integrated with businesses or senior living homes. Going down by Nelsons, where there are these types of facilities, the neighborhoods do not feel as quaint and homey as it does here. I fear that once this project is complete we will end up with a similar "feel" resulting in a declining property values and being a less desirable neighborhood. If a senior living facility isn t considered a multiple family, it still has the look and feel of one. We've just been sunk in with major construction on roads and infrastructure and higher taxes as a result and we are only two years into owning this property. So I believe this project would put us underwater for property value vs taxes and what we owe on the house. Aside from that, one of my favorite things about this neighborhood is the available stargazing, almost like we are out in the country. A large facility will probably require a large lit parking lot, and other areas that are constantly lit- resulting in light pollution. And currently traffic noise is tolerable, as is the amount of traffic. Adding in this large facility ought to result in much higher and more frequent traffic...more noise, and with some newer families moving in, without sidewalks present on Olive could be hazardous. I am also concerned over how their building plans are for height and general mass. I realize there is a 35 foot/2.5 story ordinance, but based on their request I'm concerned they will push that limit. Between the church's idea to expand in 10 years as well as this proposed facility, this neighborhood is going to have a giant display that isn't representative of this neighborhood at all. One member of council stated she feels like a senior facility is necessary, but is also sad that we will lose green space. I can agree with that, but I disagree that this is the right spot. The area on McKusick, which is already zoned for multifamily would be a good spot. A senior living area would be much nicer than general apartments. I understand thy those who are retiring in Stillwater want a nice spot to reside, and that area is nice and would be a waste on condos or apartments. The space behind the church would be better used as it is, or if any changes, a park or garden. In summary, my concerns are: General eyesores Additional years of visible construction Loss of green space Higher traffic and noise Unnecessary light pollution Lowered property value as a result Unnecessary lift of regulations when property of proper zoning exists And to me the cons outweigh the pros. Please reconsider the property selection. Thank you for your time and consideration. -Mike Miskowiak 314 Hemlock St S Sent from my iPhone 1 Jenn Sundberg From: jim ylinen <> ent: Sunday, October 1, 2 17 7:29 PM To: Jenn Sundberg Cc: Jim ubject: CPC/2017-48 Ms. Sundberg. CONGRATULATIONS on rubber stamping and fast tracking this proposal. while NEVER taking in consideration the adjoining neighbors concerns. DENSITY; WHY NOT PUT A 1,000 UNITS ON THIS SMALL PIECE OF BUILDABLE LAND. YOU WOULDN'T BE ABLE TO PUT 15 SINGLE FAMILY HOMES ON THIS PARCEL, SO WHY NOT PUT 10 TIMES WITH SENIOR LIVING!!! PROXIMITY TO EXISTING RESIDENTIAL PROPERTIES, EVEN THE ECUMEN REPRESENTATIVE, MS. STANFIELD. COULDN'T ANSWER HOW CLOSE THEIR PROPERTIES WERE TO EXISTING HOMES. PLEASE CUT THE SIZE AND SCOPE, AND MOVE THIS MONSTER BUILDING OFF THE WEST PROPERTY LINE! Please acknowledge that you have received this. Thank -you, Barb and Jim Ylinen 201 Deer Path Stillwater, Mn. 55082 i liwater THE BIRTHPLACE OF MINNESOIA PLANNING COMMISSION MEETING DATE: October 11, 2017 CASE NO.: 2017-49 APPLICANT: Cynthia Polzin, representing Genevieve Schulze, property owner. REQUEST: Consideration of a 9' variance to the 30' front yard setback for the expansion of a non -conforming single-family home at 204 Birchwood Drive North. ZONING: RA - One Family ResidentialCOMP PLAN: LDR: Low Density Residential PREPARED BY: Erik Olson -Williams, Zoning Administrator/Assistant Planner REQUEST & BACKGROUND Cynthia Polzin is requesting a 9' variance to the required 30' Front Yard Setback for the construction of a vestibule on a legal, non -conforming home. The existing home, permitted by the City prior to the adoption of the Zoning Ordinance, has a front yard setback of 25', and the proposed vestibule would have a front yard setback of 21'. APPLICABLE REGULATIONS AND ANALYSIS The purpose of the variance is to "...allow variation from the strict application of the terms of the zoning code where the literal enforcement...would cause practical difficulties for the landowner." In addition to the requirements, below, Section 31-208 indicates "[n]onconforming uses or neighboring lands, structures or buildings in the same district or other districts may not be considered grounds for issuance of a variance" and "...a previous variance must not be considered to have set a precedent for the granting of further variances. Each case must be considered on its merits." Section 31-208 further indicates: • Economic considerations alone do not constitute practical difficulties. • A previous variance must not be considered to have set a precedent for the granting of further variances. Each case must be considered on its merits. The applicant must demonstrate that: The variance is in harmony with the general purposes and intent of this chapter. The general purpose and intent of the Zoning Code is to regulate and restrict use of land for the protection of public health, safety and welfare. The purposes of the Front Yard Setback are in part to maintain an open, unoccupied and uniform space for aesthetic and environmental benefits; and to provide separation between neighboring homes for light and air circulation, to provide sufficient space to maintain each home, to provide sufficient stormwater drainage. As the encroachment will be located under the existing eave, the proposed 21' setback is in harmony with the general purposes and intent of the zoning code. The variance is consistent with the comprehensive plan. There are no elements of this proposal that are in conflict with the Comprehensive Plan. The applicant for the variance establishes that there are practical difficulties in complying with this chapter. "Practical difficulties," as use in connection with the granting of a variance, means that all of the following must be found to apply: The property owner proposes to use the land in a reasonable manner for a use permitted in the zone where the land is located, but the proposal is not permitted by other official controls; The property owner proposes to use the land in a reasonable manner, as it is reasonable to have a vestibule on a residential property. The plight of the landowner is due to circumstances unique to the property and that are not created by the landowner; and The applicant states that the shape of the lot is unique and was created by the builder of the home. Aerial imagery indicates that the location of the home on this property makes it impossible to expand the front of the home in any way without a variance. The current property owner constructed the home but did so prior to the current zoning regulations being enacted. The variance, if granted, will not alter the essential character of the locality. Many houses in the subject property's neighborhood have a covered entryway of some kind. The variance, if granted, will be in conformance with the essential character of the locality. ALTERNATIVES The Planning Commission has the following options: 1. Make the finding that practical difficulties do exist for the property owner and approve a 9'variance to the 30' Front Yard Setback [City Code Section 31-305(b)(1)] from the South property line for the construction of a 4' x 10' front vestibule, at the property located at 204 Birchwood Drive North, with or without conditions. The Planning Commission may impose conditions in the granting of a variance. A condition must be directly related to and must bear a rough proportionality to the impact created by the variance. If the Commission were to find practical difficulties do exist for the property owner, staff would recommend the following conditions: Case No. 2017-49 CPC: 10/11/2017 Page 2 of 3 a. Plans shall be substantially similar to those on file with the Community Development Department's Case No. 2017-49. b. Materials, including siding, window details and trim shall be substantially similar or complimentary to those existing on the home. c. Major exterior modifications to the variance permit request shall be reviewed by the Planning Commission as per Section 31-204, Subd. 7. 2. Make the finding that practical difficulties have not been established and deny the variance, with or without prejudice. The Commission should indicate a reason for the denial. 3. Table the application and request additional information from staff or the applicant. FINDINGS AND RECOMMENDATION On the basis that practical difficulty has been established by the applicant, staff recommends conditional approval of the variance request. ATTACHMENTS Site Location Map Applicant Narrative Site Plans (2 pages) Elevations Construction Plans (2 Pages) Case No. 2017-49 CPC: 10/11/2017 Page 3 of 3 a ct w w WEST OLIVE LOOKOUT STREET LINDEN SUNNYSLOPE LANE STERLING WAY W Z J WEST MYRTLE STREET F- F W W W 1 N CO CO W 0 0 coWEST RAMSEY O STREET STREET CSAH 5 0 The Birthplace of Minnesota Site Location Map 204 Birchwood Dr N 215 430 860 Feet General Site Location D 1 ..`. !ram' h_.e. ine ye 1-- 747- Z/ 7ne/tha:i .19i, aWektriel Zelii asi i 71 perd2E 4otiego /20e- 40 alto eb d',-6&1)--__3, c/X chez, „Mt. ,J2- ) ,a424-jziez,f,/ aet .t1 ,..ezi:,6,z- 144 eci a4,2,,,a Z„e>/ier - e ),Z,#) .,,e,f.'e oi-/) cz, , /262e6e_) z.0,1, e„2e a 6;0 ,27ie,.__-&-ezaae) 7-‘61 ar,e1Q-‘-4,92,3 a)-(__.e Ynia440-a- a-, LAay, ,/,,-;-zioae_ Z , ,,e," /le_ ,- 2 . _ i - L. e t -c.,Q, ele e;x}e-e--62 _,/,_-/i- 6/1 mot- ir} ...4.4 Sv7 „fra/ts- C9Ze .64a 102962/2/2e4r7 9itge ee6a-a, , >,41Ze in Azge-e / a2 ..E66111-a, e _.6) ›edele %-/-/C- ‘,.. _. 4 61 J e L - 6 w w - - ,) ,_.,to de-4-5,,z „ii7z ...,/ 0 „Am a iFtd3 (,,lig4 p_ I 7a Sl�E 'JLA4 PO L211\1, 2 o'- 1 I Pic I-,wooG DR_ N. 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(4o'.):',1L) (•- . �r �l_'rwoni� IN!iit 1`,'u.�1.) 11-1 '4L1\1-E_ liwater THE BIRTH P L A TE OF MINNFSOIA PLANNING COMMISSION MEETING DATE: October 11, 2017 CASE NO.: 2017-50 APPLICANT: Jenafer & Grant Smith, property owners REQUEST: Consideration of Variances for the construction of a shed to be located in the steep slope setback area and to exceed the 25% maximum structural coverage to the property located at 628 Olive Street West ZONING: RB - Two Family Res. COMP PLAN DISTRICT: Low/Medium Density Res. PREPARED BY: Erik Olson -Williams, Zoning Administrator/Assistant Planner REQUEST Jenafer and Grant Smith have applied for variances to construct a shed at the property located at 628 Olive Street West. The property owner is requesting the new shed be located approximately 2' from a slope of greater than 25% in the rear of the property. Additionally, there is 1,954 square feet of structural coverage existing on the 7,017 square foot lot. The existing lot coverage is 27.8% of the total lot area. With the addition of a 120 square foot shed, the total structural coverage on the property will become 29.5% of the total lot area. Thus, the following variances are required: • A 28' variance to the 30' steep slope setback; and • A 4.5% variance to the 25% maximum structural coverage for the addition of 120 square foot structural area. APPLICABLE REGULATIONS AND STANDARDS Section 31-208, Variances, indicates the Planning Commission may grant a variance, but only when all of the following conditions are found: 1. The variance is in harmony with the general purposes and intent of this chapter. The general purpose and intent of the Zoning Code is to regulate and restrict use of land for the protection of public health, safety and welfare. The purpose of the steep slope setback and the Maximum Structural Coverage is to minimize the risk associated with project development in close proximity to steep or unstable slopes and to preserve areas for adequate drainage. While the proposed location of the shed is well within the steep slope setback area, a shed carries considerably less risk than a habitable structure, due to its small size and use as a storage space. The property is adjacent to a large, undeveloped ravine area that provides adequate area for drainage from the subject property. 2. The variance is consistent with the comprehensive plan. The property is zoned RB - Two Family Residential and is guided for Low/Medium Density Residential use. There are no application elements that are contradictory to the Comprehensive Plan. 3. The applicant for the variance establishes that there are practical difficulties in complying with this chapter. "Practical difficulties," as use in connection with the granting of a variance, means that all of the following must be found to apply: i. The property owner proposes to use the land in a reasonable manner for a use permitted in the zone where the land is located, but the proposal is not permitted by other official controls; Having a shed in a residential neighborhood is reasonable. There are no other detached accessory structures or outbuildings located on the property. ii. The plight of the landowner is due to circumstances unique to the property and that are not created by the landowner; and This property is smaller than the minimum 7,500 square foot lot, and the property's coverage has remained consistent since prior to the current owner's purchasing of the property in May 2017. The property has a utility pole located in its small rear yard, limiting the possible locations for the proposed shed and making it very difficult to place the shed outside of the required steep slope setback area. iii. The variance, if granted, will not alter the essential character of the locality. There are other properties in the area with small, detached sheds, and the applicant's shed will not be located behind the house and will not be visible from the street. The essential character of the locality will not be altered if the proposed variance is granted. Section 31-208 further indicates: • Economic considerations alone do not constitute practical difficulties. • A previous variance must not be considered to have set a precedent for the granting of further variances. Each case must be considered on its merits. ALTERNATIVES AND RECOMMENDATION The Planning Commission has the following options: 1. Make the finding that practical difficulties do exist for the property owner and approve a 28' variance to the 30' steep slope setback and a 4.5% variance to the 25% maximum structural coverage for the construction of a 120 square foot storage shed, CPC 10/11/2017 (Case No. 2017-50) 628 Olive Street West Page 2 of 3 with or without conditions. The Planning Commission may impose conditions in the granting of a variance. A condition must be directly related to and must bear a rough proportionality to the impact created by the variance. If the Commission were to find practical difficulties do exist for the property owner, staff would recommend the following conditions: a. Plans shall be substantially similar to those on file with the Community Development Department's Case No. 2017-50. b. Major exterior modifications to the variance permit request shall be reviewed by the Planning Commission as per Section 31-204, Subd. 7. 2. Make the finding that practical difficulties have not been established and deny the variance, with or without prejudice. 3. Table the application and request additional information from staff or the applicant. FINDINGS AND RECOMMENDATION On the basis that practical difficulty has been established by the applicant, staff recommends conditional approval of the aforementioned variances. ATTACHMENTS Site Location Map Shed Materials & Dimensions Site Plan Site Plan with Aerial Imagery Images of Building Site (3 pages) Aerial Image of Subject Property CPC 10/11/2017 (Case No. 2017-50) 628 Olive Street West Page 3 of 3 The Birthplace of Minnesota Site Location Map 628 Olive St W STREET WEST WILLARD 860 Feet Tug 1vw --1130 s x S own e Cornu() j() b Covrnoosk 5h IQS c)rtg Itir;ccl s(ei� fL)1 move,, oSR Ilox inj av-A buTYDrvit o��s aX MP waU pul-e5 a)( srui0s Prvu'd SM cam- stoo y lnic one. had a coo+�� /-eve pa,11) pir-vtrs cl a ss � 0/rare/ / /0 )( fi 61- Gt (Coma da-f(_ Shed °meST W ► i s dam sr v PUBLIC WORKS DEPARTMENT SURVEY DIVISION 11660 Myemn Road North Stillwater, Minnesota 55082 (651) 430-4300 surveyor(@co. washington. mn. us wiwe.co.washington,mn.us/surveyor LEGEND DNR PROTECTED WATERS DNR PROTECTED WETLAND DNR PROTECTED WATERCOURSE MUNICIPAL BOUNDARY PARK BOUNDARY PROPERTY IDENTIFICATION NUMBER FORMAT (GEOCODEI SECTION TONNSMP RIME WARTER SPECKIC MASER NUMBER NIMBER WARIER PARCEL Of NN1 14 IY INIR (MO 11• ^ MAIFFMAABCFNIMIN LOZ 146!I doO Oo w rn 0 0 0 THIS DRAWING IS THE RESULT OF A COMPILATION AND REPRODUCTION OF LAND RECORDS AS THEY APPEAR IN VARIOUS WASHINGTON COUNTY OFFICES. WASHINGTON COUNTY IS NOT RESPONSIBLE FOR ANY INACCURACIES, PROPERTY LINES AS SHOWN ARE FOR REFERENCE PURPOSES AND MAY NOT REPRESENT ACTUAL LOCATIONS. MAP LAST UPDATED: March 23,2017 NO ADDITIONAL CHANGES HAVE BEEN REPORTED TO DATE DATE OF CONTOURS: November, 2011 DATE OF PHOTOGRAPHY: April,2016