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IP #749 - 2EDA REQUEST FOR ACTION Originating Department Approved for Agenda Agenda Section Community Development 6-23-03 EDA Item No. By: Kirk McDonald and Ken Doresk By: DISCUSSION REGARDING DEVELOPMENT PROPOSAL FOR CITY OWNED PROPERTY AT 5501 BOONE AVE. N. AND DIRECTION TO PROCEED (IMPROVEMENT PROJECT NO. 749) ACTION REQUESTED Staff is requesting EDA discussion and direction to proceed regarding the attached development proposal from Project for Pride in Living, Inc. (PPL), for the City -owned site at 5501 Boone Ave. N. The proposal is for the construction of one seventy (70) unit residential building including thirty-five (35) owner -occupied condominiums and thirty-five (35) affordable rental units. Staff believes the proposal is worthy of serious consideration because it addresses the following development objectives. 1. Utilizes the entire site (previous proposals have only utilized a portion of the site). 2. Meets the CDBG eligibility requirements, enabling the City to retain the $100,000 of CDBG funds it utilized to acquire the property (and this issue must be resolved by October 2003). 3. Provides potential extra off-street parking for the Masonic/North Ridge Complex. 4. Replace some existing rental units in the City which will be lost with redevelopment of new units. 5. Pays the City market value for the property, less soil correction costs. If the EDA is agreeable, staff would like to proceed to work with PPL to better define the project and to present a more detailed proposal later this summer. POLICYIPAST PRACTICE City goal #2 is to pursue the maintenance and redevelopment of commercial and residential properties within the City. The EDA has been addressing the residential portion of this goal through the City's many housing activities, including coordinating with potential developers on the sale and development of City -owned property. BACKGROUND On June 17, 2003, staff received the attached development proposal from PPL for the City -owned site at 5501 Boone Avenue North. The proposal is for the construction of one seventy (70) unit residential building including thirty-five (35) owner -occupied condominiums and thirty-five (35) affordable rental units. Staff previously met with PPL on April 28 and June 11 regarding this proposal. MOTION BY SECOND BY A TO: 1:1RFAIPLANNING1Housin 15501 BoonelQ — PPL Develo ment Pro osal.doc Request for Action Page 2 6-23-03 The EDA acquired 5501 Boone Avenue and a portion of the property at 5425 Boone Avenue in 1993, through eminent domain proceedings, with the intent to convey the property to CareBreak for the construction of an adult day care facility on the site. The total acquisition cost was $376,764 and the City used $100,000 in CDBG (Community Development Block Grant) funds towards a portion of the acquisition. In 1995, the City approved a plan for the construction of an adult day care center on the site and approved a rezoning of the property from 1-1 to R-5, subject to the project proceeding. The project did not proceed, the rezoning did not take effect, and the land was not conveyed to CareBreak. In 1997, the City executed a Land Disposition and Third Party Agreement with Hennepin County. The Third Party Agreement shifted the responsibilitylauthority for developing the site from the City to the EDA. The LandDisposition Agreement states that the property must be utilized for the development of an adult day care facility or some other "CDBG eligible" use. If the property is not utilized for a "CDBG eligible" use, the CDBG funds must be repaid to the County or a portion of the land's sale price must be paid to the County. In 1999, Minnesota Masonic Homes, Inc. purchased the North Ridge Care Center and CareBreak was impacted by the acquisition. In 2000, a three-year extension was granted on the Land Disposition Agreement. The extension expires in October 2003. CareBreak since indicated that they would not be proceeding with the development of an adult day care center on the site. The EDA needs to find a suitable use for this property and ideally it would be a use that qualified under CDBG guidelines so that those funds could remain in the project. Staff has contacted Hennepin County and determined that this development, as proposed would quality as CDBG eligible. The PPL proposal is as follows: The proposal is for one seventy (70) unit residential building including thirty- five (35) owner -occupied condominiums and thirty-five (35) affordable rental units. "Proposed Develo ment/Pricin : Ownershi /For Sale Units Bedrooms/Square Footage Sales Price 18 2 Bedrooms 910 sq. ft. $135,000 8 3 Bedrooms 1200 sq. ft. $157,500 9 4 Bedrooms 1490 sq. ft. $185.000 Rental Units Bedrooms/Square Footage Rent 17 2 Bedrooms 910 sq. ft. $700 9 3 Bedrooms 1200 sq. ft. $820 9 4 Bedrooms 1490 sq. ft. $1,036 Total Units — 70 35 ownership & 35 rental Parking: Underground parking will be provided for 94 vehicles. Surface parking spaces for 102 vehicles (including 63 off-street surface parking spaces to accommodate North Ridge's overflow parking needs). Each unit will have at least one underground parking space and some of the larger units will have access to two spaces. Design Elements: Although the exact configuration of the building has not yet been determined, the preliminary design is for a 3 -story building with two separate wings (or possible two buildings), one side for renters and the other for owners. The two sides of the building will share a common lobby, elevator and management office. Each side will have its own community room on the main level. Universal design techniques will be employed so that units can be made accessible for people with disabilities. Site Characteristics: The development will, in its design, incorporate the storm water retention pond in a way that will create an amenity for the site. Although this site is surrounded primarily by Industrial/ Manufacturing uses and is adjacent to the Public Works salt dome, we feel that these challenges can be overcome through careful planning and analysis and believe that it is appropriate for the proposed use given the proximity to Request for Action Page 3 6-23-03 other high-density residential uses, access to transit, and its proximity to sources of employment, shopping, parks, and schools. Management: PPL would manage the rental component of the project, the Homeowner Association will ultimately be responsible for selecting a management company for the ownership units. Marketing: PPL will pre -sell 50% of the for -sale units prior to the start of construction. During construction there will be an on-site marketing office with information on the units, financing options, and down -payment and closing cost assistance. Homeownership Financing. Development costs for the for -sale units will be covered by proceeds from the sale of units. Actual sales prices for the homeownership units will be determined by the appraised value. Additional assistance may be available to close affordability gaps and will be secured by subordinate mortgages. Rental Financing: Funding sources for the rental portion of the project are proposed to include tax-exempt mortgage financing, Low -Income Housing Tax Credit proceeds, State and County deferred loans, and possibly other public/private funds. Land Price: PPL intends to buy the land for the appraised value minus the soil corrections (this will be considered by the funders as a contribution by the City). It is envisioned that the City's CDBG contribution will stay in the project and the City would recover its investment. Current Status: Maxfield Research is currently completing a market study. Also, design modifications can be incorporated into the plan. Summary: We (PPL} feel that this development will support the City's redevelopment efforts in a number of ways: by enabling the City to fulfill CDBG requirements, by assisting the City recoup its investment and by providing quality affordable replacement housing for units that may be displaced near the New Hope Golf Course." The Council last discussed this site on June 10, 2002. At that time, LivingWorks Ventures was proposing to construct a 12 -unit supportive housing facility for people with disabilities on this property. The Council acknowledged the many benefits of the proposal, but due to the fact that it did not utilize the entire site, the Council suggested that LivingWorks Ventures find a more suitable development site and voted to not proceed with the project. The June 10, 2002 Council minutes are attached. On February 11, 2002, the EDA discussed the LivingWorks Ventures concept proposal and directed staff to update the property appraisal and contact other agencies for interest in the site in combination with LivingWorks. As stated previously, no additional agencies were interested in the property at that time, therefore the Council voted to not proceed with the project. The appraisal was updated by Patchin Messner & Dodd and the market value of the property as of April 16, 2002, was estimated at $662,000, based on two important conditions: 1. The property is zoned R-5 "Senior/Disabled" Residential 2. The site is not affected by unstable soil conditions The purchase price that PPL is offering is consistent with the appraised value of $662,000, but discounts the purchase price by $285,236 for soil correction and $100,000 for CDBG funds in the project, therefore PPL is offering $276,764, the original City expense. The soil correction cost and CDBG funds will be considered "City Contribution" to the project in funding applications completed by PPL. Staff coordinated with the Hennepin County Assessor's and Property Tax Offices to obtain a preliminary estimate of taxes for this proposal. Please see the following table showing estimated taxes using 2003 tax rates: Request for Action Page 4 6-23-03 Ownership Units Unit Value & Size i Overall Taxes Generated , City Taxes Generated Total City Taxes 18 2 bdrm - $135,000 $1,851 per unit $582 per unit $10,467 8 3 bdrm - $157,500 $2,222 per unit $701 per unit $5,608 9 4 bdrm - $185,000 $2,675 per unit $847 per unit $7,623 Rental Units 35 $100,D00 er unit $78,542 per all units $26,155 per all units $26,155 Total City Taxes ' I , $49,853 Ponding has been completed on the northern portion of the site. Ponding requirements could be satisfied using the existing pond. According to the City Engineer the pond was sized to serve both the Public Works facility and 5501 Boone Avenue North. Final ponding requirements would need to be resolved. The property is currently zoned 1, industrial. Surrounding zoning includes: Industrial to the north and south, public space to the west (Public Works facility), R-5, "Senior/Disabled" Residential to the east and R-4 High Density Residential to the southeast. Rezoning to R-4 or similar high-density zoning would be required to facilitate this proposal and would be consistent with the surrounding zoning. As stated previously, in 1995, the City approved a plan for the construction of an adult day care center on the site and approved a rezoning of the property from 1-1 to R-5, subject to the project proceeding. The project did not proceed and the rezoning did not take effect. Staff recommends that the EDA direct staff to continue. working with PPL on this proposal for the following reasons: • The PPL proposal is a CGBG eligible use and Hennepin County would allow the City to retain the $100,000 in CBG funds utilized for original land acquisition. If a CDBG eligible project is not solidified by October 2003, the City will be required to pay back the CDBG funds to the County. + PPL will purchase the property for the City's original purchase expense. PPL is not asking the City to donate the land. The proposal includes thirty-five (35) ownership units, providing additional life -cycle housing options per the City's Life Cycle Housing Study prepared in 1997. The thirty-five (35) affordable rental units will assist in the replacement of the sixty (60) existing affordable units that may eventually be displaced at the Livable Communities Area redevelopment site adjacent to the City's Golf Course. Affordable rental replacement units will be looked upon favorably by the Metropolitan Council in upcoming grant applications. • Estimated City taxes of $50,000 per year will be generated by this development based on 2003 tax rates. Currently, the property is tax exempt. • The proposed use is compatible with the zoning of the property to the east and rezoning of the property would be justifiable. • The proposal includes an additional sixty-two (62) off-street surface parking spaces intended to be leased to Northridge Care Center to alleviate their parking problem and parking issues along Boone Ave. N. FUNDING Total acquisition cost was $376,764. The City used $100,000 in CDBG funds towards a portion of the acquisition. Request for Action Page 5 ATTACHMENTS • Location, Topographic and Zoning Map Plat Map • Pond Location MaplBonestroo Exhibit ® Development Proposal, June 17, 2003 • Site Plan • Building Plans • Proforma • Land Disposition Agreement • Hennepin County Correspondence, June 18, 2003 • City Council Minutes, June 10, 2002 Appraisal (Complete copy available for review in the Department of Community Development) 6-23-03 BROOKLYN PARK .... .. .... mEeN..... .._�_. --- MEADOW p LAKE _ ELEMENTARY .—._ - gFAVC% '�. xsi� r+nw-.� - S -- -'- Jaz' -._—_ Ess• rve haw `� k�. ....._ �.�.._ `e'°°"' . LAKE -- �.__. --- - - •E pb. 1 411 >�PUWE PgyG ._5 HOSTERMAN B CB JR HIGH .---- - „a. - SCHOOL WINNETKA - - - ' ' R-2 e� ELEMENTARY --... .. ET RAPHAEL ?SCHOOL"E CHURCH - =� a `q a� ZONING DISTRICT MAP R-1 Single Family Residential I ! ! 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L ! � -i4-.ma X - e, -: Address: Developer: Proposed Development: Bedroom Mix: Parking: Proposed Pricing: 5501 Boone Avenue, New Hope Project for Pride in Living, Inc. 70 -units total 35 for -sale condos 35 rental units 35-2 bedroom 17-3 bedroom 18-4 bedroom • Underground parking for 94 vehicles. • Surface parking spaces for 102 vehicles (including up to 63 off- street surface parking spaces to accommodate North Ridge's overflow parking needs). • Each unit will have at least one underground parking space and some of the larger units will have access to two spaces. For Sale Sale Price 2bdrm 910 sf $135,000 3bdrm 1200 sf) $157,500 4bdrm 1490 sf $185,500 *Rents will be similar to the existing market in New Hope. Design Elements: Although the exact configuration of the building has not yet been determined, our preliminary design is for a 3 -story building with two separate wings (or possible two buildings), one side for renters and the other for owners. The two sides of the building will share a common lobby, elevator and management office. Each side will have its own community room on the main level. Universal design techniques will be employed so that units can be made accessible for people with disabilities. Site Characteristics: The development will, in its design, incorporate the storm water retention pond in a way that will create an amenity for the site. Although this site is surrounded primarily by Industrial/ Manufacturing uses and is adjacent to the Public Works salt dome, we feel that these challenges can be overcome through careful planning and analysis and believe that it is appropriate for the Rental Monthly Rent* 2bdrm 910 sf $700 3bdrm 1200 sf) $820 4bdrm 1490 sf $1,036 *Rents will be similar to the existing market in New Hope. Design Elements: Although the exact configuration of the building has not yet been determined, our preliminary design is for a 3 -story building with two separate wings (or possible two buildings), one side for renters and the other for owners. The two sides of the building will share a common lobby, elevator and management office. Each side will have its own community room on the main level. Universal design techniques will be employed so that units can be made accessible for people with disabilities. Site Characteristics: The development will, in its design, incorporate the storm water retention pond in a way that will create an amenity for the site. Although this site is surrounded primarily by Industrial/ Manufacturing uses and is adjacent to the Public Works salt dome, we feel that these challenges can be overcome through careful planning and analysis and believe that it is appropriate for the proposed use given the proximity to other high-density residential uses, access to transit, and its proximity to sources of employment, shopping, parks, and schools. Management: PPL would manage the rental component of the project, the Homeowner Association will ultimately be responsible for selecting a management company for the ownership units. Marketing: PPL will pre -sell 50% of the for -sale units prior to the start of construction. During construction there will be an on-site marketing office with information on the units, financing options, and down - payment and closing cost assistance. Financing Homeownership: Development costs for the for -sale units will be covered by proceeds from the sale of units. Actual sales prices for the homeownership units will be determined by the appraised value. Additional assistance may be available to close affordability gaps and will be secured by subordinate mortgages. Rental: Funding sources for the rental portion of the project are proposed to include tax-exempt mortgage financing, Low-income Housing Tax Credit proceeds, State and County deferred loans, and possibly other publictprivate funds. Land Price: PPL intends to buy the land for the appraised value minus the soil corrections (this will be considered by the funders as a contribution by the City). It is envisioned that the City's CDBG contribution will stay in the project and the City would recover its investment. Current Status: marketing Study by Maxfield Research in progress • design modifications will be incorporated Next Steps: • Financing Applications • Determine Market and Financial Structure • Development Agreement • Revisit in August or September • Neighborhood/Public Approval Process Summary: We feel that this development will support the City's redevelopment efforts in a number of ways: by enabling the City to fulfill CDBG requirements, by assisting the City recoup its investment, and by providing quality affordable replacement housing for units displaced at the Golf Course. 'R fill w fYl so ;i ppp9at-ao�g 6oanp A �� aiiA b 'R fill w fYl so ;i I , I , I , I , I , L___________ I MKOI ON I I I I I I I I N Q 1 6`= JS W W I W O�a po O j I , I , I , I , I , L___________ I MKOI ON I I I I I I I I N Q 1 �tl r I i �i <a *i cr I I I I I FI I I -•-------- ---- �- ---b- --• I I I I A I I A I A ________________ M Q ` z�� 2§ ■ .� §§� § : � \�« k§$ k 9 w LO Ox g Z�� Z Od s= Z 33 0 wii An r+n m ; 2§� ■ //t �. /} § } } kk k �_ / �� • g| k � ■E � � § Ox ` e � .. { 'n 2 Debt service Debt Service -Mortgage $108,457 Debt Service Factor 0.066264444 Max supportable mortgage (5.25°% 3Dyr) $1,636,731 Subtotal 02 - Effective Gross Expenses $302,952 Eff-tive Gross Expenses Per Unit Per Month $631 NET OPERATING INCOME $15,269 Development Cost $77 For Sale Develo ment Cost Ac uisition $331,000 Discount for Soil Corrections -$142,618 Naw Construction $4,000,000 Construction Contingency $200,000 Total $4,388,382 Per Sq. Ft. Construction Cost $77 Per unit Const Cost $120,000 Soft Costs $292,500 Marketing 6% $266,000 Develo r Fee $400,000 WtlFees IDGE $0 Costs $12,500 DCE $0 TDC $5,359,382 Total Basis Per Unit TDC $153,125 Rental Development Cost Acquisition $331,000 Discount for Soil Corrections -$142,618 New Construction $4,000,000 Construction Contingency_$200,000 $0 Total$4,388,382 $0 Per Sq. Ft. Construction Cost $77 Per unit Const Cost $120,000 Soft Costs $317,500 Marketing $0 Developer Fee $400,000 Syndication Fees $45,000 Financing Costs $12,500 DCE $29,130 TOC $5,192,512 Total Basis Per Unit TDC $148,357 Sources For Sate Sources 1 st mortgage 5.25°% 3 r) $0 General Partner Cash $0 S ndication Proceeds` 9% Credit $0 HOME $0 FHF $0 LCDA $0 MHFA $0 other $0 Sale Proceeds $5,200,000 2bdrm 910 s $5,192,572 1200 s 04bdrm 1490 s la Proceeds 1$2.4$0,00003bdrm Total Develo ment Cost Gap Rental Sources 1st mo a e 646 30 r $1,600,000 General Partner Cash $0 S ndication Proceeds` 9% Credit $2,BOQ,0$0 HOMEJAHIF $500,000 FHF ICDA $200,000 New Ho a CDBG $0 $ $100,00 MHFA Totat Sauroes $0 Totar Development Cost $5,200,000 Ga $5,192,572 -$7,488 70°% PV Basis $317 $4,917 $157 Income and Operating Expenses Detail Boone Ave Revenue 1.0 INCOME 1.1 Apartment Income 1.2 Parking Income 1.3 Laundry Income 1.4 Other Tenant Charges Other Income Gross Income 1.6 Vacencv & Collection toss Fact Expenses 1.00 Administration Expenses 1.01 Advertising and marketing 1.02 Management fee 1.03 Legal 1.04 Auditing 1.05 Telephone 1.06 On-site Management Payroll 1.07 Other Administration Total Administration 2.00 Maintenance expenses 2.01 Elevator MaintenanWContract 2.02 Exterminating 2.03 Rubbish Removal 2.04 Caretaker Rent Credit 2.05 Janitor Supplies (Incl. In 2.05) janitor payroll 2.06 Maintenance supplies (i.e. Repair Materials) maintenance payroll maintenance contracts 2.07 Grounds contracts grounds supplies 2.06 Snow Removal 2.09 Repairs - HVAC & Other Contractor Services 2.11 Palnt(Decorating Materials 2.12 Capital Expenditures 2.13 Other, 2.14 Other; Unit Cleanlna e8 Turnmpr R Camel p units 0 17 9 9 0 18 8 9 70 $343,248 $0 $0 $0 $0 $343,248 $500 $18,900 $2,100 $4,000 $600 $10,500 $2,000 $1,000 $1,000 $0 $70 $1,500 $1,000 $6,000 $0 $3,500 $0 $3,500 $22,000 $700 50 $0 $2.100 rent 0 $700 $820 $1,036 0 $0 $0 $0 3.00 Utilities 3.01 Electricity $2,000 3.02 Water & Sewer $17,500 3.03 Gas and Oil $1,400 Total Utilities $20,900 400 Taxes, Insurance and Interest 5.01 Real Estate Taxes $40,000 Insurance $33,0x0 Interest -note $0 Interest -sec de $1,000 Total Taxes, Insurance and Interest $74,000 Non -reimbursable expenses $0 Total Non -reimbursable expenses $0 5.00 Reserves and Escrows 5.02 Replacement Reserve $5,250 5.03 Painting and Decora8ng Reserve (Included in 5.02) $7,875 5.04 Misc. Reserves $2000 Total Reserves and Escrows $15,125 14--kib{af ff- e ` ' Total Mgmt and Operating Expenses Ex Per UniUMo. ` ' $463 m' Debt service factor (7. i5) $108.457 . il ,f��;:r U7-5 _mac -K Contract No. A2086— r r LAIND DISPOSITION AGREEXIEtiT THIS AGREEMENT trade and entered into by and between the Count}- of Hennepin. State of Minnesota. hereinafter referred to as the "County" through its Office of Planning and Development, hereinafter referred to as "OPD" and the Economic Development Authority. in and for the City of New Hope, a Minnesota Municipal Corporation. hereinafter referred to as the "EDA each of which parties is a governmental unit for the State of Minnesota pursuant to Minnesota Statutes. Section 471.59 WITNESSETH: WHEREAS, the County through OPD is a duly designated Urban Counry Communin Development Block Grant entitlement recipient pursuant to the provisions of the Housing and Community Development Act of 1974. Title 1 of Public Law 93-383. as amended, (42 USC 5301 er seq), and '*WHEREAS, the city of New Hope is an authorized subgrantee participant in the Urban Hennepin County Community Development Block Grant program by virtue of a Joint Cooperation Agreement executed between City and County through OPD pursuant to MSA 471.59, and WHEREAS, as Third Party Agreement has been executed between the city of New Hope and the EDA for purposes of implementing this CDBG funded activity, and WHEREAS, the Urban Hennepin County Community Development Block Grant program permits the City to use Community Development Block Grant funds to acquire lands for the purpose of assisting in the development of an adult daycare and/or senior center public facility, and WHEREAS, the EDA has acquired through its power of eminent domain property located at 5501 and 5425 Boone Avenue Notch, in the City of New Hope, for an adult daycare and/or senior center public facility. That said properties are legally described in paragraph 1 of the herein agreement. Further, the award of damages paid to the fee owners of the subject property totaled S376.764.00. For the purposes of this agreement, the parties hereto agree that this amount equals the purchase price paid by the EDA for the property. NOW THEREFORE. in consideration of the mutual covenants and promises contained in this agreement, the parties hereto mutually agree to the following tenets and conditions: H. The EDA acknowledges receipt of the sum of 3100,000,00 dollars provided through the Urban Hennepin County Community Development Block Grant program to purchase and acquire property at 5501 and 5425 Boone Avenue North in the City of New Ho pe. of Of Minnesota, legally described below. The parties acknowledge and agree the tottal purchasept the following described properties was 3376.764.00, price for 5501 Boone Avenue North That pan of Lot 2. Block 2. lying North of the North line of the South 6=9.85 ferr of said Lot 2, Block 2, as measured along the East and West lines thereof. excepr the North 150 feet thereof. Science Industry Center. according to the plat thereof on file or of record in the Office of the Registrar of Titles in and for Hennepin Counry. Minnesota. Subject to uciliry easements shown on plat; Subject to an overhead easement in favor of Northern States Power Company as set forth in Document No. I098475. Files of Registrar of Titles; Subject to the storm sewer easement as set forth in the Notice of Subsequent Adverse Claim. Document No. 2058I34. Files of the Registrar of Titles. 5425 Boone Avenue North The North 75 feet of the following described property.. The North 300 feet of the South 639.88 feet (as measured along the East and West lines thereof) of Lot 2. Block 2. Science Industry Center. according to the plat he on file or of record in the Office of the Registrar of Titles in and for Hennepin County. Minnesota. Subject to utility easements as shown on plat. II. In consideration for the receipt of the SI00.000.00 Urban Hennepin County Community Development Block Grant, the EDA covenants and a reel that the u ase of such urchase and acquisition of said roe is for the c..elo mens of an adult daycare facility andror senior center ublic facility and that such u ose shall be im iemented not later than three (3) ears from and ; the dace CDBG reimbursement was received by the £DA from the Count If at the end of such t (3) year period implementation of said project has not actually be un but it can be demonstrated r suc time that said project is still viable and feasible, thc- 2— Cit shat! have an o tion to extend the at ro urtng w tc it tnaY o such land for an additinnn� .ti�__ ��. _-_- If at the end of the initial period of three 3 if the initial period should be so extended, it a ()Years or during the second three (3) year period proposed is no longer viable or feasible so thap he £DAars to tcould noCounte develop the D that said project rhes, in such event. the County through DPD may, J n the site. 2 1'. This Agreement is effective as of the kdav of 1957 �G and shall continue in full force and effect until the Project is completedCo(n the described site or until � the land is sold or approved for an alternate use in accordance with Paragraph III above or ar the expiration of three years, whichever set of events occurs first. The EDA having signed this Contract. ang the Herne County Board of Commissioners having duly approved this Contract on the of " 19—U, and pursuant to e G such approval and the proper County officials having signed this Contract, the parties agree to be bound by the provisions herein set forth. Appro'ved�s to legality and form Assistant 4unry Attorney L. Dater( -2( Approvers to, ecut n: r COUNTY OF HENNEPIN STATE OF MIN OTA By VICE -Chairman of its County oar' LZ �r 711( And Assis;vyC tmty Administra4ay ATTEST : ~ -+� Cler o the Counry Board ECONOM DEVELOPMENT AUTHORITY in and for the CITY OF p By W. Peter Enck. President 4 i And Daniel ]. Donahue,ecutive Director ATTEST: AMENDMENT NO. I TO AGREEMENT, CONTRACT NO. A20867 THIS AGREEMENT made and entered into by and between the COUNTY OF HENNEPIN, STATE OF MINNESOTA, hereinafter referred to as the "County," through its Office of Planning and Development, hereinafter referred to as "OPD," and the Economic Development Authority in and for the City of New Hope, a Minnesota Municipal Corporation, hereinafter referred to as the "EDA", each of which parties is a governmental unit for the State of Minnesota pursuant to Minnesota Statutes, Section 471.59: WITNESSETH: WHEREAS, the EDA and the County have previously entered into Agreement, Contract No. A20867, and WHEREAS, under the provisions of Paragraph H, the EDA wishes to exercise its option to extend the period during which it may hold the land, which it purchased with Community Development Block Grant funds provided through a third party agreement with the city of New Hope, for an additional three (3) year period, and WHEREAS, the EDA has demonstrated that the purpose for which the land was purchased, namely the development of an adult day care facility and/or senior center public facility, is still viable and feasible: NOW, THEREFORE, in consideration of the mutual terms herein set forth, the parties agree as follows: Articles II and V of the Agreement shall be amended to read as follows: II. The EDA covenants and agrees that the purpose of such purchase and acquisition of said property is for an adult day care facility and/or senior center public facility and that such development shall occur not later than three (3) years from and after the date of this Agreement as specified in Paragraph V V. This Agreement is effective as of October 1, 2000 and shall continue in full force and effect until an adult day care facility and/or senior center public facility is completed on the site or until the land is sold or approved for an alternate use in accordance with Paragraph III above, whichever of said events occur first. The EDA having signed this Amendment, and the Hennepin County B rd of Commissioners having duly approved this Amendment on this �� of 2000, and pursuant to such approval and the proper County officials having signed this Amendment, U the parties agree to be bound by the provisions herein set forth. APPROVED AS AND EXECUTI Assistant C Attorney Date �' ` ' '� %', "L t COUNTY OF HENNEPIN, STATE OF MINNESOTA By: A.. Chair of its County Board ---� And: Q• "y' 4"istantlDeputy/County inistrator Attest: 'k .. 0. dv'ao�eii Depo/Clerk of the County Board Date: ! C� -- b —00 ECONOMIC DEVELOPMENT AUTHORITY in and for the CITY OF NEW HOPE �- ChOirlPresidbnt frc; fe"L - t By: Executive Dir r J Attest: 2 City Clerk EDA RESOLUTTON NO. 2000- 04 RESOLUTION APPROVING EXTENSION TO LAND DISPOSITION AGREEMENT RELATING TO DEVELOPMENT OF 5501 BOONE AVENUE NORTH BE IT RESOLVED by the Board of Commissioners of the Economic Development Authority in and for the City of New Hope as follows: WHEREAS, the Economic Development Authority in and for the City of New Hope (hereafter EDA) and the County of Hennepin (hereafter County) have entered into a Land Disposition Agreement (hereafter Contract) relating to the development of 5501 Boone Avenue North as an adult day care facility, and WHEREAS, specifically, the County has provided the EDA with a $100.000.00 grant provided through the Urban Hennepin County Community Development Block Grant Program, and WHEREAS, the Contract requires the EDA to refund the $100,000.00 grant if the property at 5501 Boone Avenue North is not developed with an adult day care facility by October, 2000 unless said deadline is extended, and WHEREAS, the Contract provides that the use deadline may be extended for an additional three (3) years provided it appears reasonably feasible the adult day care development will occur during the extension period, and WHEREAS, Minnesota Masonic Homes remains interested in the property at 5501 Boone Avenue North for an adult day care facility and has requested that the EDA seek an extension to the Contract evidenced by Exhibit A attached, and WHEREAS, the County, based on Minnesota Masonic Homes expressed interest to develop 5501 Boone Avenue North as an adult day care facili three-year extension to the Contract evidenced b its Se tY, is willing to provided a Exhibit B, and Y ptember 8, 2000 letter attached as WHEREAS, the County has Prepared an addendum to the Contract, attached as Exhibit C titled Amendment No. l To Agreement, Contract No. A20867, which provides for an extension of the Coffiract to October 1, 2003. NOW THEREFORE BE IT RESOLVED by the Economic Development Authority of the City New Hope as follows: 1. That Amendment No. 1 To Agreement, Contract No. A20867 attached as Exhibit C, is hereby approved. 2. That the President and Executive Director are hereby authorized and directed to sign Amendment No. 1 To Agreement, Contract No. A20867. Dated the 251 day of September, 2000. L D 011ier. President Pro tem r Attest: Daniel I Dorigue, Executive Director �Ammey%SASWOC.MUkao Appe.M EX, Vd �A I-foresky Ken From: Mark.Hendrickson@co.hennepin.mn.us Sent: Wednesday, June 18, 2003 5:33 PM To: Doresky Ken Subject: 5501 Boone Ave. Ken, I reviewed the information you provided on the PPL proposal for 5501 Boone Ave. Since the proposed project would be built on property previously acquired with CDBG funds for a non -housing purpose you want to know if the current proposal would meet CDBG requirements for a housing project. As we discussed earlier the project appears to meet CDBG low/mod income benefit requirements. To be considered CDBG eligible, at least 20% of the rental units and 51% of the owner units need to affordable to households at or below 80% MFI. Further, some of rental units need to affordable to households below 60*. The Consolidated Plan, as applicable to CDBG resources, established a high priority for new rental units for households below 50%MFI and targets some of the unit goal for homeownership households between 50t and 80% MFI. Based on the information provided it appears all 35 rental units have proposed rents that would be considered affordable to households at 60% MFI and all 35 ownership units would be affordable to households at 80% of MFI. However, none of the rental units appeared to be affordable to households with income below 60%MFI. The final eligibility determination will need to be made based on actual figures in a development agreement. The development agreement needs to establish unit rent and unit sale prices, and income eligibility for renters and owners by household size. The final CDBG L/M income benefit determination will be made within 1 year after initial occupancy of the units. As you know, the property at 5501 Doone -s cur erlt'y auuject to a Lana Disposition Agreement between the city and the county. This agreement, which was extended for an additional 3 year period, is set to expire in October 2003. To avoid repayment of CDBG funds it will be necessary to have approved a CDBG eligible project on this site by this date. Let me know if you have any questions or need additional information. Marls 1 RESOLUTION 02-93 Resolution Relating to Local Government Information Systems; Authorizing the Item 6.4 Execution and Delivery of Second Amendment to the Joint and Cooperative Agreement. RESOLUTION 02-94 Resolution Approving Change Order No. 2 in the amount of $37,445 to Contract Item 6.7 with Dave Perkins Contracting, Inc., Improvement Project No. 706 (2001 Backyard Drainage and Utility Improvements). IMP. PROJECT 715 Motion Authorizing Staff to Proceed with a Written Offer to Purchase the Property Item 6.8 Located at 5518 Winnetka Avenue North for its Appraised Value of $159,000 (Improvement Project No. 715). IMP. PROJECT 713 Mayor Enck introduced for discussion Item 8.1, Discussion Regarding Status of Item 8.1 LivingWorks Ventures Proposed Project on City -Owned Property at 5425/5501 Boone Avenue North (Improvement Project No. 713). Mr. Kirk McDonald, Director of'Comrnunity Development, acknowledged the presence of Duane Reynolds representing LivingWorks Ventures. Mr. McDonald explained that at the February 11, 2002, Economic Development Authority meeting, staff discussed a concept proposal where LivingWorks Ventures would develop a portion of the city -owned property at 5425/5501 Boone Avenue North, possibly in conjunction with several similar or housing -related agencies. The EDA directed staff to proceed to have the appraisal updated and to meet with specified agencies to determine their potential interest in development on the property. The EDA indicated that they would like a development for the total site, as opposed to a piecemeal development of only a portion of the site. At the March 25, 2002, council meeting the City Council approved a Resolution Establishing an Understanding of Agreement Between LivingWorks Ventures and the City for the sale and development of the property at 5501 Boone Avenue North. The City Council approved the resolution because LivingWorks Ventures needed some type of written understanding with the City in place by March 30 in order to meet HUD's requirement of continuous site control or they would forfeit $572,900 from HUD. The resolution was non-binding on the City, however, it did provide LivingWorks Ventures the documentation they needed to retain their funding from HUD as they explored the development process with the City. Mr. McDonald reviewed the status of the actions taken to date and responses from several parties as follows: • Araisal U date — The appraisal update has been completed by Patchin Messner & Dodd and the market value of the property as of April 16, 2002, is estimated at $662,000, based on two important conditions: 1. The property is zoned R-5 "Senior/Disabled" Residential 2. The site is not affected by unstable soil conditions (it has been determined in the past that soil correction measures will be needed to build on the site.) o Meet with Greater Metropolitan Housing Co oration GMHC — A meeting } was conducted with Carolyn Olson, President of GMHC, and they initially r�r°f indicated an interest in developing the remaining property with housing units (condominium, townhomes, etc.). They requested that more detailed information be sent to them regarding soil issues, density requirements, etc., and that information was sent. After analyzing the information, they have responded that the workload for their architects on other projects and the unknown costs of soil corrections or pilings for this site make it difficult to New Hope City Council 1 age 2 Juiid 10, 2002 pursue this project at this time. + Meet with Tasks Unlimited _ A meeting was initially conducted with representatives from Tasks Unlimited regarding the potential development of a retirement lodge on the site in conjunction with other organizations and Tasks have submitted a proposal to outline their initial plans for the project. Tasks would construct an eight -unit, single room occupancy supportive housing facility for retirement age people who have been diagnosed with serious and persistent mental illness. The proposal states that assuming that Tasks and the City could come to terms on the price of the Iand, a PILOT agreement, and any other financial considerations, and construction could begin within several months after other issues have been resolved. No further discussions have been held with Tasks, pending proposals for the remainder of the property. Meet with Masonic/North Ridge — A meeting was conducted with representatives from Masonic/North Ridge regarding parking issues and the possibility of utilizing the site for interim surface parking. They agreed to develop a detailed short and long-term parking plan for their property, but were not overly supportive of utilizing the property currently owned by the City to address their parking needs due to the distance from their facilities. No information has been received from Masonic/North Ridge to date and staff has sent a letter to follow up the initial meeting and requesting parking plan information. Mr. McDonald pointed out that within the past month, a large local manufacturer who is looking for property to construct a new facility has contacted the City about the potential of acquiring the city site and adjacent sites for a new facility. Mr. McDonald requested direction from Council as to how the Council wants to proceed on this property and project. He stated Vinland is ready to move forward, but staff has not been successful in securing a development plan for the entire site. GMHC has indicated they are not interested at this time and Minnesota Masonic/North Ridge also does not seem interested in the site. Options that staff would suggest include: Consider a different site for LivingWorks Ventures, such as the city -owned property on 62nd Avenue or another site. (LivingWorks Ventures has viewed and is interested in the property on 62nd Avenue.) + Proceed with developing only a portion of the 5501 Boone site with the Vinland and Tasks projects. • Continue to try and solicit interest from other housing organizations for total development of the site. + Continue to coordinate with Minnesota Masonic/North Ridge on utilizing the remainder of the site for off-street parking purposes. Potentially utilize the property for industrial development. Mayor Erick suggested exploring an industrial development for the site. He noted the benefits offered by LivingWorks Ventures if they could secure an ideal site. Councilmember Cassen pointed out that an industrial zoning classification is the highest and best use for the property. Councilmember Gwin-Leath favored the development only if the entire site could be utilized. She suggested that staff work with LivingWorks Ventures to locate an alternate suitable site. Councilmember Collier concurred with Councilmember Gwin-Lenth,s comments and pointed out that soil issues could limit future industrial development on the New Hope City Council 14bv Jaric iV, 2VVL property. Councilmember Collier initiated discussion regarding the unsafe on - street parking conditions near North Ridge Care Center. Mayor Enck expressed his disappointment in the NorthRidge administration for failure to take action regarding the on -street parking situation on Boone Avenue. He directed staff to contact them again. Mr. Duane Reynolds, LivingWorks Ventures, was recognized. He thanked the City Council and staff for considering the proposed development. IMP. PROJECT 597 Mayor Enck introduced for discussion Item 8.2, Discussion Regarding Preliminary Item 8.2 Development Proposals for City -Owned Property at 9200 491h Avenue North (Improvement Project No, 597). Mr. McDonald, Director of Community Development, stated within the past several weeks, staff has been contacted by and met with two different parties who are interested in potentially developing the city -owned property at 9200 49'' Avenue North. Both parties have submitted lettets of interest and concept plans for the development of the site. Staff requests to discuss these preliminary proposals wi the Council and receive direction from the Council as to how to proceed. He s ed the property is located on the north side of 49'h Avenue, is zoned I Industrx , and is surrounded on the west, north and east sides by industrial zoned property. a property located south of the site, across 49h Avenue, is zoned R-1 Single F 'y Residential. The property was purchased by the City because a portion of the property was identified in the New Hope Surface Water Management Plan as a future potential site for water quality pond to help improve the water quality of the Iarge wetland north of, and adjacent to, the site. Mr. McDonald reviewed the townhomes proposal submitted by SVK Development, Inc. He noted SVK Development has indicated that they would be interested in some form of purchase of the city property for a small townhome project. SVK has prepared several concept plans for townhomes on the site, with an intent to provide as much ponding as practical. Mr. McDonald stated staff agrees that there is a need for the development of townhomes in the City, however, staff does not necessarily feel that a site currently zoned for and surrounded by industrial uses on three sides is appropriate for a housing development. SVK has indicated that they have completed projects such as this onysimilar sites (in St. Louis Park) with success. The developer also has the capability to complete construction on sites with poor soil conditions. No specific discussions have been held on the cost of the land. He estimated that each townhome would generate $1,075 in city taxes per year Next, Mr. McDonald reviewed the expansion proposal submitted by Navarre Corporation, 7400 49th Avenue. Navarre Corporation has submitted concept plans regarding their desire to acquire the city property at 9200 49'h Avenue. Navarre has desired to construct a second building west of their current site for the last several years and has been negotiating with Ahrens Trucking for the acquisition of their property at 7600 49`b Avenue. The purpose of acquiring the city property would be to relocate Ahrens Trucking to that site and construct a new facility for Ahrens, and Navarre would then proceed to construct a new 100,000 square foot building west of their current facility. Navarre would coordinate with the city on ponding for the 9200 49" Avenue site. Per the developer's correspondence, the scope of the proposed work is to relocate Ahrens Trucking from its present location at 7600 49th Avenue North to a new, New Hope City Council A Paget aunt 10, 2002 -- PATCHIN MESSNER & DODD May 9, 2002 VALUATION COUNSELORS City of New Hope 4401 Xylon Avenue North New Hope, MN 55428-4898 ATTN: Mr. Kirk McDonald Dear Mr. McDonald: (952) 895-1205 Fax (952) 895-1521 RE: Complete Appraisal, Summary Report Vacant Multi -family Land at 5501 Boone Avenue North New Hope, Minnesota At your request, i have made a Complete Appraisal of the above captioned property for the purpose of estimating its market value. The function of this appraisal is to provide the City of New Hope, valuation guidance for the sale and development -of the subject. This Complete Appraisal is intended to comply with the Uniform Standards of Professional Appraisal Practice, (USPAP), of the Appraisal Foundation. This appraisal is presented in a summary reporting format, as described in USPAP Standards Rule 2 -- 2(b). As such; this report presents only summary discussions of the data and analyses used in the appraisal process. Additional information and documentation concerning the data and analyses of this appraisal have been retained in our files. The subject property was inspected on April 16, 2002. Based upon this inspection of the property, and after consideration of the many factors influencing market value, the market value of the subject, as of April 16, 2002, is estimated at $662,000. SIX HUNDRED SIXTY TWO THOUSAND DOLLARS The above opinion of value assumes two very important conditions as follows; 1) The property is zoned R-5, "Senior/Disabled" Residential. 2) The site is not affected by unstable soil condition. TWIN CITIES OFFICE: ROCHESTER OFFICE: Skyline Square Building, Suite 220 (507) 252-1615 12940 Harriet Avenue South P.O. Box 7343 Burnsville, MN 55337 Rochester, MN 55903 �e May 9, 2002 VALUATION COUNSELORS City of New Hope 4401 Xylon Avenue North New Hope, MN 55428-4898 ATTN: Mr. Kirk McDonald Dear Mr. McDonald: (952) 895-1205 Fax (952) 895-1521 RE: Complete Appraisal, Summary Report Vacant Multi -family Land at 5501 Boone Avenue North New Hope, Minnesota At your request, i have made a Complete Appraisal of the above captioned property for the purpose of estimating its market value. The function of this appraisal is to provide the City of New Hope, valuation guidance for the sale and development -of the subject. This Complete Appraisal is intended to comply with the Uniform Standards of Professional Appraisal Practice, (USPAP), of the Appraisal Foundation. This appraisal is presented in a summary reporting format, as described in USPAP Standards Rule 2 -- 2(b). As such; this report presents only summary discussions of the data and analyses used in the appraisal process. Additional information and documentation concerning the data and analyses of this appraisal have been retained in our files. The subject property was inspected on April 16, 2002. Based upon this inspection of the property, and after consideration of the many factors influencing market value, the market value of the subject, as of April 16, 2002, is estimated at $662,000. SIX HUNDRED SIXTY TWO THOUSAND DOLLARS The above opinion of value assumes two very important conditions as follows; 1) The property is zoned R-5, "Senior/Disabled" Residential. 2) The site is not affected by unstable soil condition. TWIN CITIES OFFICE: ROCHESTER OFFICE: Skyline Square Building, Suite 220 (507) 252-1615 12940 Harriet Avenue South P.O. Box 7343 Burnsville, MN 55337 Rochester, MN 55903 Moreover, it should be noted that this letter does not qualify as an appraisal, and that the reader is directed to the following report for the data, analyses and conclusions than support this value estimate. The appraisal report is contingent upon the assumptions and limiting conditions submitted within the report as well as those for the zoning and soil conditions. This report has been made in conformity with accepted professional, ethical and performance standards of real estate appraisal practice. The "Contingent and Limiting Conditions" section of this report should be thoroughly read and understood before relying on any information or analysis presented herein. If you have any questions or comments after reading the appraisal, please contact the firm. Certified to this 9th day of May, 2001 PATCHIN MESSNER & DODD Eric Bjorklund, SA Minnesota Certified General Real Property Appraiser License #4003154 PATCHIN MESSNER & DODD June 19, 2003A V Project for Pride in Living, Inc. Attn: Chris Wilson, Development Manager 1925 Chicago Avenue South Minneapolis, MN 55408 Subject: Housing Development Proposal — June 23, 2003 New Hope EDA Meeting Dear Mr. Wilson, Thank you for submitting a development proposal for the City -owned site at 5501 Boone Avenue North. The New Hope EDA is scheduled to consider this proposal on June 23, 2003. The meeting will take place immediately after the City Council meeting that night. Staff strongly recommends that you be in attendance at the meeting. Attached, please find a copy of the staff report. The City Council Meeting will begin at 7:00 PM at the New Hope City Council Chambers, City Hall, 4401 Xylon Avenue North, New Hope MN 55428. If you have any questions or comments, do not hesitate to contact me at 763-531-5137 Sincerely, Ken P. Doresky, AICP Community Development Specialist Kirk McDonald Director of Community Development Enc.: New Hope EDA Request for Action Cc: Dan Donahue, City Manager Steve Sondrall, City Attorney Valerie Leone, City Clerk (Improvement Project File 493) �* ITY OF NEW HOPE 4401 Xylon Avenue North • New Hope, Minnesota 55428-4898 • www. ci.new-hope.mn.us City Hall: 763-531-5100 • Police (non -emergency): 763-531-5170 + Public Works: 763-592-6777 • TDD: 763-531-5109 City Hall Fax: 763-531-5136 • Police Fax: 763-531-5174 + Public Works Fax: 763-592-6776 June 24, 2003 Project for Pride in Living, Inc. Attn: Chris Wilson, Development Manager 1925 Chicago Avenue South Minneapolis, MN 55408 Subject;: 5501 Boone Avenue North, New Hope EDA Action Dear Mr. Wilson: On' June 23, 2003, the New Hope Economic Development Authority (EDA) considered PPL's concept development proposal for the City -owned property at 5501 Boone Avenue North. The EDA was generally supportive of the proposal and directed staff to continue coordination with your organization regarding the potential future sale and subsequent redevelopment of the property. The City is of the understanding that a market study for the project is underway. Once the market study is complete, staff would like to meet again to further discuss the project. If you have any questions or comments, do not hesitate to contact me at 763-531-5137 Sincerely, Ken P. Doresky, AICP Community Development Specialist Kirk McDonald Director of Community Development Cc: Dan Donahue, City Manager Steve Sondrall, City Attorney Roger Axel, Building Official Chuck Tatro, General inspector Valerie Leone, City Clerk (Improvement Project File 749) CITY OF NEW HOPE 4401 Xylon Avenue North + New Hope, Minnesota 55428-4898 • www, ci.new-hope.mn.us City Hall: 763-531-3100 • Police (non -emergency): 763-531-5170 « Public Works: 763-592-6777 • TDD: 763-531-5109 City Hall Fax: 763-531-5136. Police Fax: 763-531-5174 • Public Works Fax: 763-592-6776 STS CONSULTANTS9 LTD. OBoone Avenue Apartments and Condominiums in New Hope, Minnesota Project for Pride in Living Minneapolis, Minnesota STS Project 99338 4 THE INFRASTRUCTURE IMPERATIVE STS CONSULTANTS a►sL" Pr. lr". J`01STS CONSULTANTS STS Consultants, Ltd. 10900 - 73rd Ave. N., Suite 150 Maple Grove, MN 55369-5547 763-315-6300 Phone 763-315-1836 Fax December 2, 2003 Project for Pride in Living 1925 Chicago Avenue Minneapolis, MN 55404 Attn: Mr. Chris Dettfing Re: Subsurface Exploration and Geotechnical Engineering Analysis for the Proposed Boone Avenue Apartments and Condominiums Located at Boone Avenue North, South of East Research Center Road in New Hope, Minnesota; STS Project 99336 Dear Dettling: We have performed a subsurface exploration and geotechnical engineering analysis for this proposed apartment building/condominium building project. The attached report contains the logs of 14 soil borings, seven in each building, an evaluation of the conditions encountered in the borings, and our recommendations for suitable foundation type, allowable working load on driven piles, lateral stresses on subgrade walls, parameters for the pavement thickness design, and other geotechnical related design and construction considerations. We appreciate the opportunity to work with you on this project. If you have any questions about our recommendations, please call us at 763/315-6300. To arrange for our testing services during the pile driving and construction phase of this project, please call Mr. Steve Ruesink, P.E. at the same phone number. Sincerely, STS CONSULTANTS, LTD. - � Mervy�Minss, P.E. mes H. Overtoom, P.E. 6s:Lo Senior Project Engineer Principal Engineer/Vice President MM/dn Encs. cc: Mr. Jeffrey Hanson - Blumentals Architecture, Inc. I HEREBY CERTIFY THAT I AM A PROFESSIONAL ENGINEER REGISTERED UNDER THE LAWS OF THE STATE OF MINNESOTA, AND THAT THIS REPORT WAS PREP RED BY ME OR NDER MY DIRECT SUPERVISION. Signed Registration No. 8435 rvyn indess, P.E. D&t 2 /d3 Date THE INFRASTRUCTURE IMPERATIVE 8699336-i.doc CN b STS GONSIJLTANTS Table of Contents 1.0 PROJECT OVERVIEW...............................................................1 1.1 Project Description................................................................ 1 1.2 Project Scope and Purpose .................................................. t . 2.0 EXPLORATION AND TESTING PROCEDURES ....................... 3 2.1 Boring Layout and Soil Sampling Procedures ...................... 3 2.2 Groundwater Measurements and Borehole Abandonment.. 4 2.3 Laboratory Testing Procedures.............................................4 2.4 Boring Log Procedures and Qualifications ........................... 4 3.0 EXPLORATION RESULTS.........................................................6 3.1 Site and Geology..............•---................----............................ 6 3.2 Soil Conditions 3.3 Groundwater Conditions 4.0 ANALYSISAND-RECOMMENDATIONS...................................8 4.1 Discussion ........................................ 8 4.2 Site Preparation for Buildings ............................................... 9 4.3 Foundation Recommendations ........................................... lo 4.4 Basement or Garage Floor Slabs ....................................... 11 4.5 Underground Utility Lines .................................................... 11 4.6 Subgrade Walls................................................................... 12 4.7 Utility Trench Backfill........................................................... 12 4.8 Exterior Pavement Areas .................................................... 13 4.9 Construction Considerations ............................................... 14 4.10 Winter Construction........................................................... 14 4.11 Construction Safety........................................................... 14 4.12 Field Observation and Testing .......................................... 15 4.13 General Qualifications....................................................... 15 5.0 STANDARD OF CARE.............................................................16 THE INFRASTRUCTURE IMPERATIVE F1699336-i.doc 667 STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 1 1.0 PROJECT OVERVIEW 1.1 Project Description You propose to build two, three-story apartment buildings with underground parking. Each building will have perimeter masonry bearing walls to first floor level, a first floor or garage ceiling consisting of precast, prestressed concrete structural elements, and two rows of interior precast concrete columns supporting the first floor. Construction above M will be wood frame. At this time, structural loads have not been provided, but we estimate loads of 4 to 6 kips per lineal foot on the perimeter bearing walls, and 125 to 150 kips on interior column footings. They design floor grades have not yet been determined, i but we estimate that the basement floors would be at about 7 feet below average present grade at each building pad, or approximately at elevation 893 to 894 feet. A storm water detention pond will also be constructed as part of this development. Paved surface driveways and parking areas will be constructed beside each building, some at the south end of the property, and some at the north end. Access to the project will be off Boone Avenue. 1.2 Project Scope and Purpose Our services were performed in accordance with the project scope outlined in our proposal dated September 4, 2003. This work was authorized by Mr. Chris Dettling on October 30, 2003. The purposes of this exploration are to: • Perform a subsurface exploration and testing program consisting of 14 soil borings to 75 foot depth. We actually drilled some borings deeper and some borings shallower. • Describe the soil and groundwater conditions encountered iri our exploration. to Characterize the subsurface conditions with respect to the site geology and the proposed construction. THE INFRASTRUCTURE IMPERATIVE t R699336.1.doc EIR3111 STS CorvsuLra.nrTs Boone Avenue Apartments STS Project 99336 December 2, 2003 • Analyze the available subsurface information which is applicable to this project. 4 Present recommendations for design of foundations and floor slabs. ■ Discuss the construction considerations related to earthwork and foundations. 0 T THE INFWABTRLJGTLJRE IMPERATWE 2 R699336-1.doc Boone Avenue Apartments STS Project 99336 December 2, 2003 QW6; 5T5 C ❑ IV 5 V LTANT9 The drill crews sampled the soil in advance of the auger tip at 2.5 foot intervals of depth to 10 feet and at 5 foot intervals thereafter. The soil samples were obtained using a split - barrel sampler which was driven into the ground during standard penetration tests in accordance with ASTM D-1586, Standard Method of Penetration Test and Split -Barrel Sampling of Soils. An explanation of typical STS drilling and sampling procedures is presented in STS Field and Laboratory Procedures in the Appendix. Recovered soil samples were described on field logs, containerized, and transported to our laboratory for further examination and testing. The field logs also document sample THE INFRASTRUCTURE IMPERATIVE 3 R699336-i.doc 2.0 EXPLORATION AND TESTING PROCEDURES 2.1 Boring Layout and Soil Sampling Procedures STS recommended the number of borings and selected the boring locations and depths. ' An STS engineer staked the borings by measuring from the centerline of Boone Avenue, and from the north and south property lines, using dimensions obtained from the architect's site plan. The approximate boring locations are shown on the Soil Boring Location Diagram in the Appendix. At each boring location, we have also indicated the total combined depth of fill and post -glacial organic soil. The ground surface elevations at the borings were determined by our drill crew, with reference to a manhole cover at the ® intersection of Research Center Drive East and Boone Avenue North. We were informed by the City of New Nope Engineering Department that the elevation of this benchmark is 892.3 feet National Geodetic Vertical Datum. We drilled the borings on November 14 to 22, 2003 with two drill rigs, namely a Diedrich D-120 and a CME -750, each operated by a two person crew. The drill crews advanced the borings using continuous flight hollow stem augers to about 25 foot depth, and then used a tricone bit and drilling mud to advance the hole and keep it open. Detailed descriptions of typical drilling procedures are included in the Appendix. Drilling methods, depths, casing usage, drill rig type, foreman, and other drilling information are indicated on the boring logs. The drill crews sampled the soil in advance of the auger tip at 2.5 foot intervals of depth to 10 feet and at 5 foot intervals thereafter. The soil samples were obtained using a split - barrel sampler which was driven into the ground during standard penetration tests in accordance with ASTM D-1586, Standard Method of Penetration Test and Split -Barrel Sampling of Soils. An explanation of typical STS drilling and sampling procedures is presented in STS Field and Laboratory Procedures in the Appendix. Recovered soil samples were described on field logs, containerized, and transported to our laboratory for further examination and testing. The field logs also document sample THE INFRASTRUCTURE IMPERATIVE 3 R699336-i.doc OFSTS CONSULTANTS Boone Avenue Apartments STS Project 99338 December 2, 2003 2.4 Boring Log Procedures and Qualifications The results -of the field and laboratory observations and tests are printed on final boring logs included in the Appendix. Similar soils were grouped into the strata shown on the boring logs, and the appropriate estimated USCS classification symbols were also added. Note that the stratification depth lines between soil types on the logs are estimated based on the available data. In-situ, the transition between soil types may be distinct or gradual in either the horizontal or vertical directions. The soil conditions have been established at our specific test hole locations only. Variations in the soil stratigraphy may occur between and around the borings, the nature and extent of which would not become evident until exposed by construction excavation. These variations must be properly THE INFRABTRUCTLRE IMPERATIVE R699336-1.doc intervals, test data, observations of drilling resistance, groundwater occurrence and other pertinent conditions. 2.2 Groundwater Measurements and Borehole Abandonment The drill crews observed the borings for free groundwater while drilling. The use of drilling mud obscured the groundwater levels, and later more reliable levels were not available. The observed groundwater information is noted on the lower left corner of the boring logs. The crew backfilled all of the borings with high solids bentonite grout to comply with Minnesota Department of Health regulations. 2.3 Laboratory Testing Procedures The penetration test split -spoon samples were visually examined by a geotechnical engineer to estimate the distribution of grain sizes, plasticity, consistency, moisture ' condition, color, presence of lenses and seams, and apparent geologic origin. The engineer classified the soils according to type using the STS Classification System, which is closely based on the Unified Soil Classification System. A chart describing the STS Classification System is included in the Appendix. An explanation of typical laboratory procedures is presented in the Appendix. 2.4 Boring Log Procedures and Qualifications The results -of the field and laboratory observations and tests are printed on final boring logs included in the Appendix. Similar soils were grouped into the strata shown on the boring logs, and the appropriate estimated USCS classification symbols were also added. Note that the stratification depth lines between soil types on the logs are estimated based on the available data. In-situ, the transition between soil types may be distinct or gradual in either the horizontal or vertical directions. The soil conditions have been established at our specific test hole locations only. Variations in the soil stratigraphy may occur between and around the borings, the nature and extent of which would not become evident until exposed by construction excavation. These variations must be properly THE INFRABTRUCTLRE IMPERATIVE R699336-1.doc 911:6,q 5T5 CONSULTANTS Boone Avenue Apartments STI S Project 99336 December 2, 2003 assessed when utilizing the information presented on the boring logs. Additional comments on boring log preparation and qualifications are contained in an Appendix sheet entitled STS Standard Boring Log Procedures. f THE INFRASTRLICTURE IMPERATIVE 5 H699336-1.doc rN V 601 STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 3.0 EXPLORATION RESULTS 3.1 Site and Geology This site is a former wetland that was filled over at some time prior to, 1967. Thus the existing fill has been in place for over 35 years. The existing fill surface is somewhat uneven. There was approximately a 9 foot maximum difference in elevation among our borings. A pond has been excavated at the north end of the property. The existing fill thickness is variable, and is up to a maximum of 26 feet at one location. Below the fill is a post -glacial formation of pgat and highly organic silt. The naturally t occurring non-organic soils below the peat consist of a stratum of clayey glacial till, underlain by sand and sandy glacial till, both deposited by the Superior ice lobe of the Wisconsin glaciation. After these soils were formed, they were over-ridden by the later Des Moines ice advance, and were well consolidated, 3.2 Soil Conditions The site is covered by an average 13-1/2 foot thickness of fill. The fill varies from a minimum of 6 feet thick at boring 2, to a maximum of 26 feet at boring 13. It consists of'a relatively thin upper layer of topsoil and silty sand, underlain by sandy clay with random pockets of organics. Some of the fill appears to have been moderately compacted when it was placed, and other portions are loose. Most of the fill is non-organic and it would be reuseable as structural fill. We found a post -glacial deposit of peat and organic silt with mollusk shell fragments below the fill at 13 of our 14 borings. There was no organic soil below the fill at boring 1 only_ The organic soil thickness varies from a maximum of 20 feet at boring GME -93-4 to a minimum of 2 feet at boring 2. The fill has been partially compressed and consolidated by the weight of superimposed fill, which has been in place for a long time. Nevertheless it is still weak and compressible, and considerable future settlement potential remains. 0 THE INFRASTRLIFTURE IMPERATIVE 6 R699336-i.doc M Lbs 5T5 ConlsuLrANrs Boone Avenue Apartments STS Project 99336 December 2, 2003 Directly below the fill and/or organic soils is a layer of low plasticity sandy clay with traces of gravel, which is approximately 25 to 30 feet in total thickness. The uppermost several feet of the clay till is soft to firm at some locations, but the major portion is very stiff to hard in consistency. A stratum of Superior outwash sand and sandy glacial till commences at depths of 32 (boring 1) to 68-112 feet (boring 13) below present ground surface. This soil has been highly over -consolidated. Standard penetration N -values range from 21 to over 100. It has very high load bearing capacity and very low compressibility, and is a very good foundation subsoil. We extended boring 7 deeper, and encountered a stratum of hard sandy clay glacial till at 99 foot depth. This lower till material, which is also related to the Superior ice lobe of the Wisconsin glaciation, has an N -value of 43. 3.3 Groundwater Conditions Free groundwater was observed in the four GME soil borings. drilled in 1993, and in one of the STS borings, namely boring 7. The observed groundwater was at depths of ' to 14.3 feet below ground surface, corresponding to elevations of 882.8 to 894.4 feet. A large wetland approximately 2,000 feet south by southwest of this site has an average summer water elevation less than 890 feet. Meadow Lake is located about 3,000 feet northeast of the site and has a water level less than 900 feet. Bass Creek is located abut 2,500 feet northwest of this property, and has an average summer water elevation less than 890 feet. The water level in the man-made pond directly north of boring 2 was approximately at elevation 890 feet at the time of our exploration. Based on the observations and our regional groundwater study, it is our opinion that the groundwater level at this site should be taken to be at elevation 889 feet for design purposes. This value can fluctuate seasonally and annually, depending primarily on precipitation and climatic conditions. THE INFRASTRUCTURE IMPERATIVE 7 A699336-1.doc STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 4.0 ANALYSIS AND RECOMMENDATIONS 4.1 Discussion The existing fill is not uniform in thickness or density, contains some organic inclusions, and is considered unreliable for foundation support. The underlying peat and organic silt are weak and compressible and are unsuitable foundation subsoils. These soils generally extend much too deep for economical excavation and replacement, the only exception being at borings 2 and 1, where the total fill and organic soil thickness is 8 to 12 feet. 1 k If the condominium building at the north end of the site were shifted northward and eastward, it would probably overlie an area of somewhat better soil conditions, but at least half of the building would stili be in unfavorable soils. In our opinion both buildings should be supported on driven piles which derive their load- bearing capacity from a combination of skin friction and end bearing in the underlying very stiff sandy clay glacial till or the dense sand and silty sand. The fill and peat can potentially continue to settle with time, and thus an allowance must be made for downdrag or negative skin friction on the piles, which tends to reduce their available load- bearing capacity for structural loads. Installation of underground parking levels in the buildings will involve some excavation below present grades. In view of the fact that the existing fill has been in place for a long time, it is our opinion that the garage or basement floor slabs could be ground supported, as opposed to being structural slabs supported on piles. If the long-term groundwater level at this site is approximately at elevation 889 feet, then the lowest floor slab elevation should be set at 891 feet or higher. This would involve placement of fill around portions of the buildings, to raise the grade adjacent to first floor level. 0 THE IHIFRA8TRUCTUF1E IMPERATIVE $ R699336-1.doc i6 STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 The pavement subgrade soil will consist of sandy clay fill which is frost -susceptible and tends to soften during the spring thaw. This is not a good pavement subgrade, and a :kicker pavement section will be required to compensate. 4.2 Site Preparation for Buildings The man-made pond at the north end of the site should be drained, and soft bottom sediments should be dredged out and removed, to expose a firm to stiff base. This area should be filled with non-organic soil derived from the excavation of the new pond between the buildings. The excavated soil will consist primarily of lean sandy clay. This soil spould be moisture conditioned to within ±2% of optimum, and placed in 6 to 8 inch loose lifts compacted to at least 95% of the maximum Standard Proctor dry density, ASTM D-698. In the remainder of the site area, existing topsoil or upper soil containing vegetation and roots should be stripped and removed, to expose non-organic soil. The exposed surface after topsoil stripping should be surface rolled and compacted. Fill that is required around the buildings and in the exterior pavement areas should be placed in 6 to 8 inch lifts and compacted with appropriate vibratory rolling equipment to at least 95% of the maximum Standard Proctor dry density. When the two basement excavations are made, they should be oversized by at least 4.5 feet all around, to leave sufficient room for the pile driving and forming of the pile caps or grade beams. The exposed subgrade at the base of the basement excavations should be test rolled with a fully loaded dump truck. If soft or rubbery zones are detected by the test rolling, they should be cut out and replaced with new compacted fill. Procedures to reduce subgrade deterioration and for subgrade improverhent when locally unsuitable soils are encountered are discussed in sheets entitled STS Subgrade Stabilization Guideline and STS Subgrade Protection Guideline in the Appendix. 0 THE INFRASTRUCTURE IMPERA7[V£ 9 8699336-1.doc I 9.9ia STS Corlsul_ranlTs Boone Avenue Apartments STS Project 99336 December 2, 2003 4.3 Foundation Recommendations The buildings should be supported on driven piles which extend into the naturally occurring very stiff sandy clay glacial till or the underlying dense sand layer. The most suitable pile type for this site would be steel pipe piles, relatively thick walled to resist driving stresses, driven closed -ended and then filled with concrete. A number of pile sizes are available. We recommend that the pile outside diameter be within the range of 10.0 inches to 12.75 inches, and that the wall thickness should be at least 0.25 inches. For purposes of this report, we will consider two pile sizes only, namely 10 inch OD x 0.250 inch wall thickness, and 12-3/4 inch OD x 0.250 inch wall thickness. These piles 1 should be driven closed -ended, and should have a steel plate welded to the tip. However the diameter of the end plate must not exceed the outside diameter of the pile shaft. The piles should be fabricated with Type 3 steel which has a yield point of 45,000 psi. They should be driven with a hammer having a rated capacity of at least 20,000 foot-pounds per blow. A Delmag D-19 hammer can be adjusted to have rated energies between 20,000 and 43,000 foot-pounds, and would be an appropriate hammer. The following table presents our estimated pile lengths at various boring locations, for both pile sizes. Estimated Pile Lengths - feet Boring Location Pile Size - 13,®1 B`4 B-9 10.0" OD x 0.250" 50-55 57-60 65-70 12.75" O.D. x 0.250" 35-40 57-60 60-65 Gross pile capacity = 125 tons Allowance for downdrag = 25 tons Net available load bearing capacity 100 tons With safety factor= 2, safe working load per pile = 50 tons Each pile should be driven to a gross capacity of at least 125 tons. We estimate that the negative skin friction or downdrag could potentially be 25 tons. Thus the net load capacity of each pile would be 100 tons. With a factor of "safety of 2, the load per pile available to carry the structure is 50 tons per pile. THE INFRASTRUCTURE IMPERATWE 4 R699336-1.doc C 61 STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 Piles should not be more than 2% out of plumb and not more than 2 inches off location. After the piles are driven, an electric light should be lowered into them, so they can be checked for defects or breakage. If defective piles are found, they should be appropriately replaced with other piles. After each pile has been approved by the inspector, it should be filled with 2,000 psi concrete. The bases of pile caps or grade beams over the piles should be at least 3.5 feet below outside finished grade for frost protection. The pile lengths which we have indicated in this report are estimates only, and must be confirmed by an appropriate test pile program in the field. We recommend that at least three piles per building should be designated as test piles, should be driven first, and should be fully monitored with a Pile Driving Analyzer. Driving of both the test piles and the production piles should be fully monitored by an independent piling inspector, and a complete driving log maintained for each one. The piles should be driven to the pile - driving criteria determined from the test pile program. 4.4 Basement or Garage Floor Slabs In our opinion, the basement or garage floor stabs can be ground supported. However they should be structurally separate from walls and columns, so that the floors can move independently with respect to the building. The floor slabs should be conservatively designed. A minimum 8 inch thick granular base course should be installed below the slabs and compacted. The slabs should be designed for a modulus of subgrade reaction of 200 pounds per square inch per inch (pci). 4.5 Underground Utility bines If Underground utility lines serving the building will tend to settle differentially with respect to the building. To reduce the risk of breakage, we recommend that all utility lines entering the building should be installed through oversized holes through the walls or € OTHE INFRAsTFRURTURE IMPERATIVE 11 R699336-i.doc 9.1i6q STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 grade beams, so that some rotation of the pipes is possible without causing breakage. Utility lines below the floor slabs should be structurally tied to the floor. 4.6 5ubgrade Walls We recommend that a perimeter drain system be installed around the outside of each basement or garage level. The backfill around and over the drain pipe should be a free - draining granular material such as 3/4 to 1-1/2 inch crushed rock. The wall backfill should either consist of imported sand having less than i% passing the No. 200 sieve, or it could consist of a drainage board such as Mira-DrainTm applied } directly to the wall and then backfilled on the outside with on-site sandy clay. The sandy clay fill on this site should not be used as wall backfill without special measures, except for the uppermost 12 to 18 inches. Sandy clay backfill against the entire height of the walls would slow or stop the flow of infiltrating water to the drain pipes. This could lead to a build-up of hydrostatic pressure against the walls, and contribute to seepage through the walls. :2' The wall backfill should be compacted sufficiently so that it does not settle after construction, but it should not be over -compacted or it could exert excessive lateral pressures on the walls. 3 Basement wails backfilled either with a thin layer of sand surrounded by sandy clay, or with a drainage board surrounded by sandy clay should be designed to resist the lateral pressure exerted by an equivalent fluid having a density of 52 pounds per cubic foot. 4.7 Utility Trench Backfill aft On-site, inorganic sandy clay fill could be used as utility trench backfill, provided that it is 31 moisture conditioned to within ±2% of the optimum moisture determined from the Standard Proctor compaction test. The fill above the crown of the pipe should be spread in 6 to 8 inch loose lifts and compacted with appropriate vibratory rolling equipment to at least 95% of the maximum Standard Proctor dry density up to a level of 3 feet below MI O MI TI -II= 114rRASTRUc rURE IMPERATIVE 12 8699336-1.doc H E` STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 design pavement subgrade, and to 98% of the Standard Proctor density within the uppermost 3 feet. Inadequate compaction or use of wet backfill could cause settlement and distress of the overlying pavement. 4,8 Exterior Pavement Areas Site preparation in pavement areas which are in a cut section should include removing topsoil and soil containing vegetation and roots. In these areas, the exposed naturally occurring subgrade should be test rolled with a fully loaded dump truck. If soft or rubbery zones are detected by the test rolling, they should be additionally subcut and replaced with new compactedill. 1 Fill areas which are to be paved should be compacted to the same specifications as structural fill under or around the building pads. We estimate that a properly compacted sandy clay subgrade would have an estimated stabilometer R -value of 8. For moderate traffic volumes, and a 15 -year pavement design life, our recommended pavement thickness design is: Material Thickness - inches Light Duty Heavy Duty Hot -mix bituminous wearing course 1.5 1.5 Hot -mix bituminous binder course 1.5 2 Aggregate base course, MnDOT Class 5 100% crushed rock or recycled concrete 6 8 MnDOT Class 3 base aggregate, or select granular sub -base course, MnDOT 3149.232 6 6 Geofabric separator, MnDOT 3733 Type V Optional The 15 year design life does not mean that the pavement will last 15 years with no maintenance. Within several years after initial paving, some thermal shrinkage cracks will develop. These should be- sealed with a liquid bitumen, to retard water intrusion into the base course and subgrade. Localized patch failures may also develop where delivery T THE INFRASTRUCTURE iMPERATWE 13 R699336-1.doc t He C14 L1 STS CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 or garbage trucks turn on the pavement. When these occur, they should be cut out and patch repaired. Periodic seal coating should also be applied, to preserve the longevity cf the pavement. 4.9 Construction Considerations The new storm water detention pond should be excavated early in the construction process, with drainage directed toward it, so that the site is not vulnerable to ponding during or after a rainfall. The earthwork contractor should allow for spreading and disking of wet sandy clay soil prior to use as fill. The excavations for the building basements, to the anticipated depths and elevations, should not encounter 'groundwater intrusion. ' In the event that rain water or perched groundwater enters the excavations, it must be removed prior to further construction activities. Under no circumstances should fill or concrete be placed into standing water. 4.10 Winter Construction The upper fill soils at this site are not conductive to winter earthwork and this should be avoided. Only unfrozen fill should be used. Placement of fill and/or foundation concrete must not be permitted on frozen soil, and the bearing soils under footings or under the floor slab should not be allowed to freeze after concrete is placed, because excessive post -construction settlement could occur as the frozen soils thaw. 4.11 Construction Safety All excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P "Excavations and Trenches". This document states that excavation safety is the responsibility of the contractor. Reference to this OSHA requirement should be included in the job specifications. THE INFRASTRUCTURE IMPERATIVE 14 R699836-1.doc M 10pJ F1 , ly 5T5 CQNSiJLTArVT5 Boone Avenue Apartments STS Project 99336 December 2, 2003 The responsibility to provide safe working conditions on this site, for earthwork, pile driving, building construction, or any associated operations is solely that of the contractor. This responsibility is not borne in any manner by STS Consultants, Ltd. 4.12 Field Observation and Testing We recommend that the earthwork for this project be observed and tested by a geotechnical engineer or qualified engineering technician to determine that compaction and moisture requirements are being met. The subgrades for the basement floors and in exterior pavement areas should be test rolled and unsuitable areas improved. Structural materials should also be tested for conformance to specifications. E r The pile driving should be continuously monitored, with a full driving .log kept for each pile. At least six test piles, three in each building, should be driven early in the pile - driving operation and fully monitored with a Pile Driving Analyzer. STS would be pleased to provide the necessary field observation, monitoring and testing services during construction. 4.13 General Qualifications This report has been prepared to aid in the evaluation of two apartment buildings at this site, and to assist the architect and civil engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects relevant to soils and foundations. In the event that there are any changes in the nature, designs or locations of the buildings, the recommendations contained in this report will not be considered valid unless STS reviews these changes and modifies or verifies the recommendations in writing. When the final grading/development/drainage plan has been prepared, we should be given the opportunity to review it to determine if the recommendations contained in this report have been interpreted in accordance with our intent. Without this review, we will not be responsible for misinterpretation of our data and/or our recommendations, or how these are incorporated into the final design. A OTHE INFRASTRUCTURE IMPERATIVE 15 fills R699336-i.doc a a X 9 Ellb 5T5 CONSULTANTS Boone Avenue Apartments STS Project 99336 December 2, 2003 5.0 STANDARD OF CARE The recommendations and opinions contained in this report are based on our professional judgment. The soil testing and geotechnical engineering services performed for this project have been conducted in a manner consistent with that level of skill and care ordinarily exercised by other members of the profession currently practicing in this area under similar budgetary and time constraints. No other warranty, express or implied, is made. THE INFFRA8Tmur3TUFZE IMPERATIVE 16 0 A699336-i.doc I ST >—pope` I I I 25 I I I I BOONE AVE N. LEGEND -i� B-# STS BORING LOCATION O GME -934 GME BORING LOCATION a COMBINED THICKNESS OF FILL AND PEAT TO EAST RES FARC h CENTER DRIVE iii�s'rs �T 0 25 50 1 Y SCALE IN FEET e cd i 0 n v 1i6, STS Consultants Ltd. Consulting Engineers 99336 TS PROJECT FILE G99336-01.DWG CALE AS SHOWN I X01 � f6 OWNER LOG OF BORING NUMBER 79�,'�� Project for Pride in Living, Inc. PROJECT NAME ARCHITECT -ENGINEER STs Consultants Ltd. Boone Ave. Apartments & Condominiums Blumentais Architecture, Inc. + S7E LOCATION Boone Ave. N., S. of Research Center Rd. NB, New Hope, MN UNCONFINED COMPRESSIVE STRENGTH 70NSIFT.' 3 3 4 s Z o W 0 Z 7 PLASTIC WATER LIQUID LIMIT % CONTENT % LIMIT % o i = DESCRIPTION OF MATERIAL -- -- ,-----� LU W u a w a. a LU LU} „ a- ?p 10 20 30 40 50 'C v f- � SURFACE ELEVATION +894.9 NGVD `� m STANDARD ® PENETRATION BLOWS/FT. 3 FILL: C ayey sand trace roots - gray -brown - moist - SC 10 20 30 4D 50 R ZD 2 S5 FILL: Sandy clay, trace gravel and organics - gray -brown - very 18 Stiff to soft - (CL) 4 3 SS 4 SS RB 12.0 5 55 Sandyclay, trace to a little gravel -gray - very stiff to hard - 23 r■ (CL) RB 31 6 SS a 0 RB 7 SS �2 RB f a SS 4 RB 32.0 1 9 5S Clayey fine to medium sand, trace gravel - gray - saturated - in 35.5 dense - (SC) Fine to medium sand, and fine to coarse sand, trace to a little 10 SS silt, trace gravel - brown to red -brown - saturated - dense - 3 (SP -SW) RB 11 553 I 1 RB 12 SS ILI X40 • RB 53.5 RB Silty fine to medium sand, little to some gravel - red -brown - saturated dense to - very dense - (SM) A4 14 5S RB 1 15 SS 9 RB 16 55 72,0 End of boring at 72.0 ft. Boring backfilled with high solids bentonite grout. c� y ti t6 The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL 0 BORING STARTED STS OFFICE 11/17/03 Minneapolis Area - 06 WL Z BORING COMPLETED BORINGBY 11!17103 DN SHEET NO. OF 1 1 0 INL RIG/FOREMAN Diedrich DAM= i APP'D BY MM STS JOB NO. 99336 t I X01 ! ` OWNER Project for Pride in Living, Inc. 1LOG OF BORING NUMBER Z PROJECT NAME ARCHITECT -ENGINEER STS Consultants Ltd. Boone Ave, Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TonlsrFr.2 3 4 PLASTIC WA7ER 5 LIQUID c~iv UI z z LL ° i ISI DESCRIPTION UM IT% CONTENT% LIMIT % d OF MATERIAL ?-----e----� a w w W w w >„ 10 20 30 40 50 W J J J `r o w CL g p LC STANDARD co < < it SURFACE ELEVATION +896.1 NGVflM ® PENETRATION 13tOW5lFT, 1 AS ' � 2.0 FILL: Sandy and clayey silt, and organic clayey silt, trace roots 10 20 30 40 50 and gravel - brown and black - ML -CL -OL 2 SS FILL: Sandy clay, trace gravel - gray -brown - firm to stiff - (CL) 39 8.() Organic clayey silt - black - soft - (OL -OH) 4 SS Sandy clay, trace gravel - gray - firm to 10 ft. depth, stiff to very stiff below 10 ft. - (CL) RB �. � 18 5 SS RB j 15 6 SS RB I- 7 SS ! ^14 4I t RB B SS -15 RB y 18 9 SS 38.5 k 461 RB 10 S5 Fine to medium sand, and fine to coarse sand, trace to a little silt, trace gravel - brown to red -brown - saturated - dense - RB (SP -SW) 50.0 9 8 11 SS RB 12 SS End of boring at 50.0 ft. Boring backfilled with high solids bentonite grout. M I i H I a The stratification Eines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. m WL 0 BORING STARTED 11122!03 STS OFFICE Minneapolis Area - 06 zWL BORING COMPLETED 122I03 ENTEREDN SHEET NO. OF 0 WL RIGlFOREMAN APP'D BY 1 1 STS JOB NO. CME-750/GD MM 99336 OWNER LOG OF BORING NUMBER 3 Project for Pride in Living, Inc. PROJECT NAME ARCHITECT `i -ENGINEER srs cunsurtants I.ta. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TONSlFT.2 3 4 5 IU PLASTIC WAFER LIQUID z z LIMIT % CONTENT % LIMIT % a o � � � } DESCRIPTION OF MATERIAL X_"- — — — -- — — � 1- ? z ;o a y 10 20 30 40 50 LU J J J p w aa a 0 STANDARD SURFACE ELEVATION +903.7 NGVD 4 ¢ ¢ � o m PENETRATION SLOWS/FT. 10 20 30 40 50 1 1 AS_�.L 12.0 FILL: Clayey sand, trace gravel - gray - moist - (SC) Hsi FILL: Sandy clay, trace gravel - gray - firm to stiff - (CL) 5 2 SSI 3 SS 16.8 12 X12 RB', 4 SS I FLU�9 IRBI Organic clayey silt, mollusk shell fragments - black to gray -black - firm to soft - (OL -OH) RB 23.0 Sandy clay, trace to a little gravel - gray - stiff to very stiff - (CL) 4 R8 7 SS RB 8 S5 S2 RBj S 5 1 - 9 5S RB ti x.25 10 SS RB{ 11 SS RB ti 9 12 SS RB 60,0 B 13 SS RB Fine to medium sand, and fine to coarse sand, little to some gravel - red -brown - saturated - dense to very dense - (SP -SW) 54 14 SS RB IB 15 S5 RB 16 SS. RB 80.0 i 17 5S I End of boring at 80.0 ft. Boring backfilled with high solids bentonite grout. The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 91118/03 STS OFFICE Minneapolis Area - 08 I WL BORING COMPLETED ENTERED BY SHEET NO. OF 91/18/03 DN 1 1 WL RIGIFOREMAN APP'D BY STS JOB NO. Diedrich D-1201DZ MM 99336 WEL) OWNER LOG OF BORING NUMBER 4 Project for Pride in Living, Inc. PROJECT NAME ARCHITECT -ENGINEER Boone Ave. Apartments partments &Condominiums Blumentals Architecture, Inc. SITE LOCATION -&UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN rONsrFr.2 3 4 5 If w± UI PLASTIC WATER LIQUID i z • LIMIT % CONTENT % LJM7 % LL ! o i � DESCRIPTION OF MATERIAL X---0----� z n I 10 20 30 40 50 o w I. U LL rX o STANDARD v¢i n I I� SURFACE ELEVATION +900.5 NGVD j m PENETRATION BLOWSlF7. 10 20 30 40 50 I AS , 2.7 FILL: Organic sandy silt, trace roots - black - moist - (OL) 2 ASI I FILL: Sandy clay, trace gravel and organics - gray -black to brown - stiff - (CL) RB 3 SS 11-1 6 RB i 116.0 !R!8n21.0 Peaty organic silt - black - soft - (Pt -OH) Organic silt, mollusk shell fragments - black - soft to firm - (OH) RB • 25.0 f s 6 SS Silty fine to medium sand - gray - saturated - medium dense - 28.0 SM Sandy clay, trace to a little gravel - gray - stiff to hard - (CL) 14 7 SS RB 13 8 SS I LU RB 18 9 SS RB 9 10 ISS RB /1" ( IT LA GE 11 ISS 1 rI RBTIN 19 11 56.5 9 _ to medium sand, trace to a little silt, trace gravel - KFine RB red -brown - saturated - dense to very dense - (SP) 13 SS11 8 RB (5 14 SS 67.0 End of boring at 67.0 ft. I I I i r Boring backfilled with high solids bentonite grout. The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 11/19/03 STS OFFICE Minneapolis Area - 06 Wl BORING COMPLETED ENTERED BY SHEET NO. OF 11/19103 DN 1 1 WL RICIFOREMAN APP'D BY STS JOB NO. Diedrich D-1201DZ MM 99336 WEL) a4 OWNER LOG OF BORING NUMBER rj � 4 Project for Pride in Living, Inc. _ I PRO,ECT NAME ARCHITECT -ENGINEER ` STS Consultants Ltd. Boone Ave. Apartments $r, Condominiums Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TDN5lFT-2 3 4 5 Uy PLASTIC WATER LIQUID ti U LIMIT % CONTENT °10- LIMIT 45 F DESCRIPTION OF MATERIAL----0----� }a} r=- Z 1- (X A i D 20 30 40 50 O w a a 0i O F STANDARD v`n � �, SURFACE ELEVATION +903.2 NGVQ > m ® PENETRATION BLOWSIFT. to 73 20 30 aD so 1 SS FILL: Sandy clay, trace gravel - dark brown to brown to gray -brown - stiff to firm - (CL) 1 2 SS 5 10 3 SS 4 SS 'A 22 8 5 SS HS 6 SS 4 RR 20.0 r Peat and organic clayey silt, mollusk shell fragments - black to gray -black - firm to soft - (Pt -OH) 1 7 SS 24.5 8 5S il Organic clayey silt - gray -black - firm - (MH -OH) 27.5 2 EE 9 5S Sandy peat - gray -black - saturated - firm - (Pt) i RB X12 i 135.0 i 10 55 1 RB Sandy clay, trace gravel -gray -firm to very stiff - (CL) t 70 i� 11 SS RB 10 7 12 SS RB 13 SS \22 RB 14 SS RB 1 151 SS 62.0 Fine to medium sand, and fine to coarse sand, trace to a little — E 16 S5 silt - brown to gray -brown - saturated - dense to very dense - RB (SP -SW) - 45 17 SS 01 �54 RB 18 SS 80.0 I RB 19 SS End of boring at 80,0 ft. Boring backfilled with high solids bentonite grout. The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 11/12/03 STS OFFICE Minneapolis Area - 06 s 'I WL BORING COMPLETED ENTERED BY SHEET NO. OF y 11/12103 DN 1 1 WL RIGIFOREMAN APP'D BY STS JOB NO. Diedrich D-1201DZ MM 99336 a4 OWNER LOG OF BORING NUMBER 6 Project for Pride in Living, Inc. PROJECT NAME ARCHITECT-ENGINEER STS consukmts Ltd. 1 Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION -&UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TONSlFT.2 3 4 5 LU3 L) PLASTIC WATER UQUID 0 a L ¢ LIMIT % CONTENT % LIMIT % w z ; DESCRIPTION OF MATERIAL �-----0----� s q �¢ r LU J LuJ LU L4 7 10 20 30 40 50 H 4 w 0 LL 1 - STANDARD co SURFACE ELEVATION +903.2 NGVD � a M PENETRATION KOWsrFT. � mJ 1 SSI FILL: Peat and organic ciayey silt, trace roots -black to 10 20 39 40 50 3.0 gray-black - moist Pt-OL . P5 FILL: Sandy clay, trace gravel - gray-brown - firm to stiff - (CC) --- 3 SS 7. RB 4 SS �3 RB 5 SS gj- 20.0 ++ .�I Well decomposed peat - black - saturated - soft - (Pt) r fi ISS 11 RB 1 r e� 27.0 7 SS Organic clayey silt, mollusk shell fragments - gray-black - soft - RB (OH) 32A e SS Sandy clay, trace to a little gravel - gray-brown to gray - stiff to RB very stiff - (CL) 9 S5 I10 RB 10 1 SS X11 RB 11 SS 22 RB 12 SS 1 © JR13 r� 13 t�3 `M 162.0 14 SS Fine to medium sand, trace to a little silt, trace gravel - RB red-brown - saturated - dense to very dense - (SP) 15 SS®3 69.0 End of boring at 69.() ft. . Boring backfilled with high solids bentonite grout. I �I ■ m The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 0 11/49/03 STS OFFICE Minneapolis Area - 06 JI WL BORING COMPLETED z 11!19103 ENTEREDDB�Y SHEET NO. 1 OF 0 WIL RIGIFOREMAN APP'D BY STSJOB N0. Diedrich D120/DZ MM 99336 3 IN OWNER LOG OF BORiNG NUMBER 7 Project for Pride in Living, Inc. ?ROJECT NAME ARCHITECT -ENGINEER srs consultaatsLtd. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATIONUNCONFINED Boone Ave. COMPRESSIVE STRENGTH N., S. of Research Center Rd. NE, New Hope, MN 7ONSIFT! 3 4 5 �_ z w PLASTIC WATER z L10LIID LU z o o r LIMIT % CONTENT % DESCRIPTION OF MATERIAL >E ----OO ---- LIMIT % -� a J W I J } y„ 10 20 30 40 a a 50 ❑ w a a vi 0 ❑ STANDARD ~ ® PENETRATION BLOWSIFT. y it SURFACE ELEVATION +902.1 NGVD D m 10 20 30: 40 Mixed FILL: Organic silty sand and sandy clay, trace roots - 50 2 brown -black - dam - SM -OL -CL 3 FILL; Sandy clay, trace gravel brown to gray -brown -firm to stiff - (CL) 4 S 5 5 HS 15.0 Organic clayey silt - black to gray -black - soft to firm - (OL)kv-— — H5 19.5 7 ssTl Sandy clay, trace gravel - gray - soft - (CL) r RB 24.5 8 S`SJJ Sandy clay, trace gravel gray - stiff - (CL) RB M9 S5 1 10 RB 10 _S_STIE 14 RB 11 IsS 14 RB 12 SS J 14 RB RB Fine to coarse sand, trace to a little silt, trace gravel - brown to 74 ISS red -brown - saturated - dense to very dense - (SP -SW) 33 I RB _ 15 1 5S T�5 RB 16 S5 I I Pq _ 5 68.5 '® Silty fine to medium sand, trace clay, trace to a little gravel - 17 ISS red-brown to reddish -gray - saturated - dense to medium dense R8 - (SM) 18 SS b35 RB J" 79 SS RB 20 554 RB 21 SS 'S M RB 22 55 20 99.0 q 23 S5 102.0 Sandy clay, little gravel - dark gray- hard - (CL) , c� En End of boring at 102.0 ft. Penetr meter 7.J Boring backfilled with high solids bentonite grout. ri c� M The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL 0 BORING STARTED STS OFFICE 17111/03 Minneapolis Area - 06 J WL ZI BORING COMPLETED 11/11/03 ENTEREDDN SrEET NO. OF m WL 1 1 RIGIFOREMAN CAME-7501GD APP'D BY STS JOB NO. MM 99336 le c L uj v s©�----I OWNER Project for Pride in Living, Inc. PROJECT NAME i LOG OF BORING NUMBER 8 ARCHITECT -ENGINEER STSConsuttantr,Ltd. Boone Ave. Apartments & Condominiums I Blumentals Architecture, Inc. SITE LOCATION -&UNCONFINED COMPRESSIVE SIRE Boone Ave. N.. S. of Research Center Rd_ NF_ Naw Nina RRM roNSIFT.' LL v PLASTIC WATER LIQUID Z o Z LIM!T % CONTENT% LIMIT % 0- DESCRIPTION OFMATERIAL X------0----� ` w w z~ LU a w 4 O 1 w w 0 } iz 10 20 30 40 50 C vai a y SURFACE ELEVATION +894.8 NGVD a LL `z m STANDARD ® PENETRATION BLOwSIFT. 10 20 30 44 50 1 SS FILL: Sandy clay, trace gravel - gray to red -brown - firm to stiff I. (CL) 1 _ 2 55 23 3 SS 18.5 Well decomposed peat, trace roots - black - wet - firm to soft - RB (Pt) ?'I 5 ISSI RB � 17.6 4 66' Organic clayey silt - dark gray - saturated - soft - (OL -OH) RB :23.5 Sandy clay, trace gravel, lenses clayey sand - gray - saturated A RB - soft to very stiff - (CL, lenses SC) 12 8 SS RB i3 9 SS RB 21 10 SS 1 1 RB � 36 11 SS RB I .8 12 S5 RB 8 13 SS 55.5 Fine to coarse sand, trace to a little silt, trace gravel - brown to red -brown - saturated - very dense - (SP -SW) c 14 SS RB 3 15 SS RB 16 SS *72.0 ' Silty fine to medium sand, little gravel - red -brown - saturated - 17 SS 75.0 very dense - SM End of boring at 75.0 ft. Boring backfilled with high solids bentonite grout. The stratification lines represent,the approximate boundary lines between soil types: in situ, the transition may be gradual. BORING STARTED 0 11114/03 J BORING COMPLETED z 11/14/03 E2 wt RIG/FOREMAN Diedrich D-1; STS OFFICE Minneapolis Area - 06 ENTEREDBYI SHEET NO. 1 OF 1 APP'D BY STS JOB NO. MM 99336 63 OWNER LOG OF BORING NUMBER Project for Pride in Living, Inc. 1 PROJECT NAME ARCHITECT -ENGINEER sTsconsultantsLw. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. S:TE LOCATION Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN UNCONFINED COMPRESSIVE STRENGTH TONS/FT.zEmil 3 a s Z LU I Z I PLASTIC WATER LIQUID ¢ a z Ci I moi} DESCRIPTION OF MATERIAL LIMIT % CONTENT % >E -----i-- — LIMIT % —� F_7 ra J J ❑ J 17 14 24 34 40 50 o w ga g ran r¢n 0-10 F- j it SURFACE ELEVATION +902.8 NGVD Z m STANDARD ® PENETRATION BLOWS/FT 1 AS i FILL: Mildly organic silty sand, trace roots - dark brown - moist .0 2 4 30 44 54 3.0 SM -OL 25 FILL: Sandy clay, trace gravel and organics - gray -brown to 3 SS i gray - stiff to very stiff - (CL) 14 4 5S ' 1� 'a RB 5 5S i 0 RBI 21.0 ' Well decomposed peat - black - wet - soft to saturated - (Pt) 7 SS RB a i �4 R8 32.5 1 JEI Organic clayey silt, mollusk shell fragments - gray -black - RBI saturated - soft - OH 37.0 Fine to medium sand - brown - saturated - medium dense - �. 10 SSSP RB Sandy clay, trace to a little gravel -gray -firm to hard - (CL) 11 55 12 IRBf 12 ISS11 1 21 RB; \ 2 13 SS 3 R8 14 SS1111 RB 15 S5, �2 IRS 66.0 Fine to medium sand, and fine to coarse sand, trace gravel - 16 SS reddish -gray - saturated - very dense - (SP -SW) RB' 17 S5' 75,0 v I End of boring at 75.0 ft. Boring backfilled with high solids bentonite grout. O N m t6 The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL 0 BORING STARTED STS OFFICE 11120!03 Minneapolis Area - 06 -' WL c7 z BORING COMPLETED ENTERED BY 11120103 DIN SHEET N0. OF 1 1 MWL RIGIFOREMAN Diedrich D-1201DZ APP'D BY MM STS JOB NO. 99336 3 31 31 x I The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual, WL OWNER LOG OF BORING NUMBER 10 �'I �i Project for Pride in Living, Inc. WL PROJECT NAME ARCHITECT -ENGINEER Srs Consultants Lw. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TONsrF7.2 3 4 5 LL v STS JOB NO, PLASTIC WATER LIQUID z z 5C MM LIMIT % CONTENT % LIMIT % LLa0 0 DESCRIPTION OF MATERIAL X----- - --� _ z a ZC370 EL7 w " 20 30 40 50 J J J 7 K C3 LU 0- " 2 m 2 U SURFACE ELEVATION +903.4 NGV[) 2 m < ran < it ® PENETRATION BLOWS/FT. io zo 30 ao so 1 AS FILL: Silty sand and sandy silt, bituminous pavement and 3.5 concrete chunks - red -brown - moist - (SM -ML) 30 FILL: Sandy clay, trace gravel, inclusions of organic clayey silt jF . 3 S5 I - gray to gray -brown to gray -black - stiff to very stiff - (CL, OL) 4 SS 1 5 SS IT HS i 6 SS 121.0 9 RB Well decomposed peat - black - firm to soft - (Pt) 7 ISS 25.0 Organic silt and organic clayey silt, mollusk shell fragments - 8 ISS11 I gray -black - firm to soft - (OH) RB 9 SS RB 37.0 10 S5 Sandy clay, trace to a little gravel, cobble at 55.5 to 56 ft_ depth gray - stiff to hard - (CL) RB x.20 11 SS RB 5 12 ISS RB 4 13 SS RB '' 14 S S 35 RB , 9 15 SS RB 166.5 � 16 55 Fine to medium sand, and fine to coarse sand, trace to a little silt, trace - brown to 54— gravel red -brown - saturated - very dense - RB (SP -SW) 155 17 S5 RB 16 SSIT gp p 9 End of boring at 80.0 ft. Boring backfilled with high solids bentonite grout. I The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual, WL BORING STARTED STS OFFICE Minneapolis Area - 06 11/13/03 WL BORING COMPLETED ENTERED BY SHEET NO. OF 11/13103 DN 1 1 WL RIGIFOREMAN APP'D BY STS JOB NO, Diedrich D-1201DZ MM 9933fi 259 1 239 F -i + OWNER LOG OF BORING NUMBER Project for Pride in Living, Inc. PROJECT NAME ARCHITECT -ENGINEER srs consultants Ltd. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN TONSIFT.' 3 4 5 j PLASTIC WATER LIQUID z w F LIMIT % CONTENT % LIMIT % LL x a C; w DESCRIPTION OF MATERIAL > X-----0----� Zi LU w w J J J w w ¢ > J til IX 10 20 30 40 50 C3 w n aa. O t STANDARD LU SURFACE ELEVATION +904.0 NGVD 2 M® PENETRATION BLOW -SIFT 1 JAS FILL: Organic sandy and clayey sift, trace roots - black - moist j 70 20 30 40 50 - (OL)1 E5.3 2 2 SS '® ' 3 SS FILL: Sandy clay, trace gravel, inclusions organic silt - brown aSS to brown -black - stiff - (CL, some OL) �4 RB 5 SS RB 6 SS 20.5 Well decomposed peat and peaty organic silt, mollusk shell 14 7 SS fragments - black - wet to saturated - soft to firm - (Pt -OH) RB j a ss a RB 32.0 I 9 SS Sandy clay, trace to a little gravel, random cobbles - gray - stiff 1 to hard - (CL) RB 10 SS 5 RB 11 SS I :16 S RB 12 SS 1 0 RB 13 SS RB 14 SS 42 60.8 Fine to medium sand, trace silt and gravel - red -brown - 44 15 S5 saturated - dense to very dense - (SP) JB 16 70.0 \ �5 End of boring at 70.0 ft. Boring backfilled with high solids bentonite grout. i E a M The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. m M WL 0 11!21103 BORING STARTED STS OFFICE Minneapolis Area - 06 JI WL z BORING COMPLETED ENTERED BY 11121103 DN SHEET NO. OF Cr WL M RIGIFOREMAN Diedrich D-120/DZ APP'D BY M 1 STS JOB No. 99336 1!TC_1 -242.0 I 17 4 .74 OWNER LOG OF BORING NUMBER 12 M1; t Project for Pride in Living, Inc. PROJECT NAME ARCHITECT -ENGINEER I `r1 STS consultants ltd. Boone Ave. Apartments & Condominiums P Blumentals Architecture, Inc. SITE LOCATION UNCONFINED COMPRESSIVE STRENGTH Boone Ave, N., S. of Research Center Rd. NE, New Nope, MN TONSIFT.2 3 4 5 F w PLASTIC WATER LIOUID v LIMIT % CONTENT % LJMlT % ga DESCRIPTION OF MATERIAL r$ X_----fl----� h > Z a W y 10 20 30 40 50 LU LU LU W LU Uj C3 W IL as (L p �o y STANDARD SURFACE ELEVATION +898.9 NGV d a ¢ w v, v, n tr z ® PENETRATION BLOWSIFT, 14 20 30 4D 50 1 AS FILL: Silty sand, Concrete chunks - dark brown - moist - (SM) 0" 2 SS )012 5.5 FILL: Sandy clay, trace gravel - brown - very stiff - (CL) 8.5 0 Organic clayey silt - black - stiff - (OL) R8 12.0 5 SS Well decomposed peat, lenses organic silt - black - wet - firm to soft - (Pt, lenses OH) RB II _ 71 6 SS I I _ RB y 23.5 q Sandy clay, trrace gravel, random titin lenses clayey sand - gray RB - firm to very stiff - (CL, lenses SC) %.14 T 1 8 SS RB 1 :15 9 SS RB :1 10 SS RB 23 t1 S5 RB 9 12 SS11 R131 53.5 .. 3 13 SS Fine to medium sand, grading to fine to coarse sand, little to RB some gravel - brown to red -brown - saturated - dense to very 0 14 SS dense - (SP -5W) RB 15 SS RR 66.0 Silty fine to medium sand, little gravel - red -brown - saturated - 16 5ST1 dense - (SM) RB 74.5 Sandy and clayey silt, trace to a little gravel - red -brown - hard - ML -CL End of boring at 75.0 ft. Boring backfilled with high solids bentonite grout. NOTE: Hit auger refusal on concrete chunks in original borehole at 4 ft, depth. Moved bodoo I ft, South ___j The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 11113!03 STS OFFICE Minneapolis Area - 06 WL BORING COMPLETED ENTERED BY SHEET NO. OF 11114!03 DN 1 1 WL RIGIFOREMAN APP'D BY STS JOB NO. Diedrich D-1201DZ MM 99336 -242.0 I 17 4 .74 OWNER LOG OF BORING NUMBER 13 'I rrzll Project for Pride in Living, Inc. PROJECT NAME ARCHETECT-ENGINEER MCDnSultantsLxd. Boone Ave. Apartments & Condominiums Blumentals Architecture, Inc. SITE LOCATION NED COMPRESSIVE STRENGTH -0-UNCONFINED Boone Ave. N.E! 2 3 4 5 PLASTIC WATER LIQUID z z I LIMIT% CONTENT% LIMIT% o o I Lu EL �I} DESCRIPTION OF MATERIAL �S --- ----� > z F- a > 1D 20 30 40 50 w W LU n � J J W u a a d O I m Er STANDARD G w0 SURFACE ELEVATION +903.9 NGVD m ® PENETRATION BLOWSIFT. v,I�; J 10 20 30 40 50 1 AS2 FILL: Organic sandy and clayey silt, trace roots - brown -black - 5 moist - OL 2 ' SS FILL: Sandy clay, trace gravel and organics - gray -black to 10 3 SS gray -brown - stiff to very stiff - (CL) 10, �.1a 4 SS ! RB 5 SS � RB I I I �34 6 SS RB i 1 7 SS 26.0 gB Well decomposed peat - black - wet to saturated - soft to firm - 8 SS (Pt) / RB 9 SS RB 37 0 j 10 SS Organic clayey silt, mollusk shell fragments - dark gray - soft to firm - (OH) RB I 42.0 I 11 SSFine to medium sand - gray - satruated - medium dense - SP Sandy clay, trace to a little gravel - gray - stiff to hard - (CL) RB y 12 12 SS RB X15 13 SS RB X18 14 SS a RB 15 SS RB 68.5 42. Fine to medium sand, trace silt and gravel - red -brown - RB I saturated - dense - (SP) I SS Ttq75.0 17 I i End of boring at 75.0 ft, I Boring backfilled with high solids bentonite grout. The stratification lines represent the approximate boundary lines between soil types: in situ, the transition may be gradual. WL BORING STARTED 11120!03 STS OFFICE Minneapolis Area - 06 WL BORING COMPLETED ENTERED BY SHEET NO. OF 11/20/03 DN 1 1 WL RIGIFOREMAN APP'D BY STS JOB NO. Diedrich D-1201DZ MM 99336 LPIL �� i LOG OF BORING NUMBER 14 Project for Pride in Living, Inc. I PROJECT NAME ARCHITECT -ENGINEER STS consuttantsLtd. I Boone Ave. Apartments & Condominiums Blumentais Architecture, Inc. SITE LOCATION Boone Ave. N., S. of Research Center Rd. NE, New Hope, MN 0TNSlFTONS/FT.'I2ED COMPRESSIVE SIREN( 3 4 5 w z z PLASTIC WATER LIQUID z % 0 S2w ~ DESCRIPTION OF MATERIAL LIMIT % CONTENT LIMIT % a 30 40 W Ei a a 10 20 a p 50 STANDARD � V SURFACE ELEVATION +896.9 NGVD J ® PENETRATION BLOWS/FT. 1 AS FILL: Clayey sand, trace roots - brown to gray -brown - moist - 10 20 30 4D 50 3.4 S C FILL: Sandy clay, trace gravel and 3 SS firm - (CL) organics - gray - very stiff to 8 4 SS RR IRB RB SS RB SS RB SS RB S5 RB RB SS RB SS RB NaeL - LJOCK - wet - tlrm to soft - (F - gray -black to gray - firm to soft - Sandy clay, trace to -i-little gravel - gray - very (CL) -,-� •• " .� �� sena - reaalsn-gray - saturated - dense - (SC) Fine to medium sand, and fine to coarse sand, trace to a little silt, trace gravel - red -brown - saturated - dense to very dense (SP -SW) Silty fine to medium sand, Iatle gravel - red -brown - saturated - very dense - fqRA "w of uuu,ly at 75.0 tt. Boring backfil ed with high solids bentonite grout. The stratification lines represent the approximate boundary lines between Boll types: in situ, the transition may be gradual. WL BORING STARTED STS OFFICE WL11!17!03 Minneapolis Area - 06 BORING COMPLETED ENTERED BY SHEET NO. OF WL 11117!03 1 1 RIG/FOREMAN APP'D BY STS JOB NO. Diedrich D-120/DZ MM QQaRc 4 '.9 -,-� •• " .� �� sena - reaalsn-gray - saturated - dense - (SC) Fine to medium sand, and fine to coarse sand, trace to a little silt, trace gravel - red -brown - saturated - dense to very dense (SP -SW) Silty fine to medium sand, Iatle gravel - red -brown - saturated - very dense - fqRA "w of uuu,ly at 75.0 tt. Boring backfil ed with high solids bentonite grout. The stratification lines represent the approximate boundary lines between Boll types: in situ, the transition may be gradual. WL BORING STARTED STS OFFICE WL11!17!03 Minneapolis Area - 06 BORING COMPLETED ENTERED BY SHEET NO. OF WL 11117!03 1 1 RIG/FOREMAN APP'D BY STS JOB NO. Diedrich D-120/DZ MM QQaRc PROJECT Adult Day Care Center CLIENT L.W. Samuelson Construction, Inc. w w LL W W LOG OF BORING 93- 1 SITE New Hope, Minnesota ARCHITECT-FNGINFa=R I Black fibric PEAT, trace shells.- soft - wet - (Pt) (Swamp Deposit) 8SS 29.0 9SS Black ORGANIC SILT, trace clay - very loose - wet - (ML -OL) (Swamp Deposit) 34.0 OSS Gray.SANDY CLAY, trace gravel - soft to stiff - (CL) (Glacial Till) 15S 1255 In Z DESCRIPTION OF MATERIAL LU Z a _ U NESTANDARD LL z - >- W o y Q H N SURFACE ELEVATION CONTENT % 898, i 1AS J Dark brown to black SILTY CLAY, trace U, 0) y. gravel - (CL) (Topsoil) 2i 25S 4,0 Brown fine SILTY SAND, trace gravel - 3SS (SM) (FILL) 6.0 Brown SANDY CLAY, trace gravel, 6" 4SS asphalt layer at 2.4 feet - stiff - (CL) (FILL) 5SSj Black fibric PEAT, trace wood, straw, Dots - firm - moist - (Pt) (FILL) Gray and brown mottled SANDY CLAY, trace gravel, organics - stiff to firm - 6SS I (CL) (FILL) I Black fibric PEAT, trace shells.- soft - wet - (Pt) (Swamp Deposit) 8SS 29.0 9SS Black ORGANIC SILT, trace clay - very loose - wet - (ML -OL) (Swamp Deposit) 34.0 OSS Gray.SANDY CLAY, trace gravel - soft to stiff - (CL) (Glacial Till) 15S 1255 2 I , 7 I Boring continued on next page 9 WMVENSW•L. ® —LL BORING STARTED 3»5W LGME CON511LTANTS, INC. BARING COMPLETEDGhMstarlals • Emiro,,,,,an,.] 3115193 W, L.14000 21st Avsnva No. RIG CME -550 DRILLER KJB Minneapolis, MN $5447{012)559.1858 DRAWN JLI-I APPROVED GRR Borin cr au er -'oB 3924 SHEET i of 2 removalThe stratification lines represent approximate boundaries between soil types; insitu the transirinn ma„ I,o . ,. ,I—i -. UNCONFINED COMPRESSIVE STRENGTH TONS/FT. NESTANDARD 12 4 5 0WATER CONTENT % LU Q J PENETRATION ISLOWSIFOOT] U, 0) y. IL 2i 20 30 40 5o 2 I , 7 I Boring continued on next page 9 WMVENSW•L. ® —LL BORING STARTED 3»5W LGME CON511LTANTS, INC. BARING COMPLETEDGhMstarlals • Emiro,,,,,an,.] 3115193 W, L.14000 21st Avsnva No. RIG CME -550 DRILLER KJB Minneapolis, MN $5447{012)559.1858 DRAWN JLI-I APPROVED GRR Borin cr au er -'oB 3924 SHEET i of 2 removalThe stratification lines represent approximate boundaries between soil types; insitu the transirinn ma„ I,o . ,. ,I—i 0 raII PO "1 �M 4 x_10 1 "-' 14SSI 5�S S ssS 7SS 8SS 9SS Boring continued from previous page Gray SANDY CLAY, trace gravel - soft to stiff - (CL) 59.01 Gray fine to coarse SAND WITH SILT, 1 trace gravel - medium dense to dense - wet - (SP -SM) 64.0 (Coarse Alluvium) Brown fine to coarse SAND, trace gravel, silt - medium dense to dense - wet - (SP) (Outwash) 1.0 End of boring at 81 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 81 feet Borehole backfilled with cuttings Frost encountered to 1.5 feet WATER LEVEL OBSERVATIONS W.L. fo 9 feet while drilling W.L. W.L. ]Bon caved at 33 feet a#ter au er oval 14 LOG OF BORING 93- 1 PROJECT SITE t Adult Day Care Center New Hope, Minnesota 1 CLIENT ARCHITECT -ENGINEER L.W. Samuelson Construction, Inc. 18 iu t UNCONFINED COMPRESSIVE STRENGTH TONSIFT. 21 w tL -- � U �0 0 DESCRIPTION OF MATERIAL 31 1 N 2 6 4LU w > _+ > > Z Q z I 32 w m WATER CONTENT % L W a- -i Q W _.�--- CL F- H to Q J STANDARD PENETRATION (SLOWSIFOOT) u Q z Q (continued) a 0I. � -�-' N ¢ N V7 r- Z 1 10 20 30 40 60 1 "-' 14SSI 5�S S ssS 7SS 8SS 9SS Boring continued from previous page Gray SANDY CLAY, trace gravel - soft to stiff - (CL) 59.01 Gray fine to coarse SAND WITH SILT, 1 trace gravel - medium dense to dense - wet - (SP -SM) 64.0 (Coarse Alluvium) Brown fine to coarse SAND, trace gravel, silt - medium dense to dense - wet - (SP) (Outwash) 1.0 End of boring at 81 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 81 feet Borehole backfilled with cuttings Frost encountered to 1.5 feet WATER LEVEL OBSERVATIONS W.L. fo 9 feet while drilling W.L. W.L. ]Bon caved at 33 feet a#ter au er oval 14 1 t 1 18 t t 21 31 I I I 32 24 39 BORING STARTED 3115193 GME CONSULTANTS, INC. BORING COMPLETED 3115193 Geotechnical. Materiels. Environmental 1400021st Avenue No. RIC' CME -550 DRILLER KJB Minneapolis, MN 66447 (6121669-185e DRAWN JLH APPROVED GRR JOB 3924 SHEET 2 of 2 The stratification lines represent approximate boundaries between soil types; insitu the transition may be gradual. LOG OF BORING 93- 2 PROJECT SITE Adult Day Care Center New Hope, Minnesota CLIENT L. W. Samuelson ARCHiTECT-ENGI NEER Construction, Inc. W _ UNCONFINED COMPRESSIVE STRENGTH TONS/FT. 2 LA. I= mZ ni L 1 2 3 4 6 DESCRIPTION OF MATERIAL 3 D -' WATER > 2 ] w JO CONTENT % , u_ Uj a L s Q N w - W Q Q J J STANDARD PENETRATION (BLOWSIFOOT) ti w Q z H Q SURFACE ELEVATION W N j .- 0-- a N Q UI 8955.4 V) CL � P 2 10 20 30 40 80 1AS Dark brown fine to medium SILTY SAND, trace gravel, roots - (SM) (Topsoil) Brown and gray SANDY CLAY, traceIT 2SS gravel, organics - firm - (CL) (FILL) s , , 1 3SS 7 +I +r F 14.0 + 4SS Black fibric PEAT : soft - wet - (Pt) ! 3 (j (Swamp Deposit) YY 1 I 20.0 1 5SS Black ORGANIC SILT, trace clay - very s loose - wet - (ML -OL) , 24.0 (Swamp Deposit) + 6SS Gray SANDY CLAY, trace gravel, 1' sand , layer at 29 feet - very soft to very stiff - (CL) I (Glacial Till) 1 I 7SS 3 t , 86S 8 , 1 9SS 11 721, 10SS 13 Boring continued on next page WATER LEVEL OBSERVATIONS BORING STARTED 3116193 W.L. 1 feet while drillin GME CONSULTANTS, INC. BORING W.L. COMPLETED 3116193 Enviror`me°td W.L. 14000 x1 t Avenue No, RIG CMR -550 DRILLER K B 8121668-1868 nnesPefis. MN 66447 DRAWN JLH APPROVED GRR JOB x 3924 srIEET 1 of 2 Baringcaved at 45 feet after au UF The stratification lines represent approximate boundaries q removal between soil types; insitu the transition may be gradual. Adult Day Care Center CLIENT L.W. Samuelson Construction, Inc. ur W LN LOG OF BORING 93- 2 SITE New Hope, Minnesota ARCHITECT.ENGI,,,F J 1 1 SS Boring continued from previous page 14 3 Gray SANDY CLAY, trace gravel - very d soft to very stiff - (CL) 't klSS 55.5 (Outwash) Dark brown fine to coarse SAND, trace 20 gravel, silt - medium dense to dense - wet - (SP) f 13SS 27 4 SS 5SS - lass 76.0 End of boring at 76 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 76 ' feet Borehole backfilled with cuttings Frost encountered to 1.0 feet 'NOTE: Sampler advanced by weight of rod and hammer lip mil mom WATER LEVEL OBSERVATIONS W•L. 1 feet while drillin W.L. W -L. Barin caved at 45 feet after au removal 28 51 BORING STARTED GME CONSULTANTS, INC. Gsotechniesl- Msterials•Envirornnentsl BORING COMPLETED 14000 21st Avenue No. RIG CME - 551 Minnsspc6s, MN 55447 10 12) 559-1859 DRAWN • JLl JOB 392 The stratification lines represent approximate boundaries between soil types; insitu the transition rn, - k„ _._ 4 .. 1 3116/93 - DRILL I 116/93- DRILLe:R KJB APPROVED GRR SHEET 2 of 2 G m UNCONFINED COMPRESSIVE 5TAENGTI; TONSIFT. z DESCRIPTION OF MATERIAL U ? L Lu > Q Z0 oWATER CD m Ir Ir F- W IL 2 c r OC UA wQ p N Q tn C Z (continued) J 1 1 SS Boring continued from previous page 14 3 Gray SANDY CLAY, trace gravel - very d soft to very stiff - (CL) 't klSS 55.5 (Outwash) Dark brown fine to coarse SAND, trace 20 gravel, silt - medium dense to dense - wet - (SP) f 13SS 27 4 SS 5SS - lass 76.0 End of boring at 76 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 76 ' feet Borehole backfilled with cuttings Frost encountered to 1.0 feet 'NOTE: Sampler advanced by weight of rod and hammer lip mil mom WATER LEVEL OBSERVATIONS W•L. 1 feet while drillin W.L. W -L. Barin caved at 45 feet after au removal 28 51 BORING STARTED GME CONSULTANTS, INC. Gsotechniesl- Msterials•Envirornnentsl BORING COMPLETED 14000 21st Avenue No. RIG CME - 551 Minnsspc6s, MN 55447 10 12) 559-1859 DRAWN • JLl JOB 392 The stratification lines represent approximate boundaries between soil types; insitu the transition rn, - k„ _._ 4 .. 1 3116/93 - DRILL I 116/93- DRILLe:R KJB APPROVED GRR SHEET 2 of 2 G UNCONFINED COMPRESSIVE 5TAENGTI; TONSIFT. LL in 2 3 5 4 17.,, oWATER CD m NTENT % F- W STANETRATION (BLOWS/FOOT) UA wQ > - tn C Z 10 20 30 40 60 J 1 1 SS Boring continued from previous page 14 3 Gray SANDY CLAY, trace gravel - very d soft to very stiff - (CL) 't klSS 55.5 (Outwash) Dark brown fine to coarse SAND, trace 20 gravel, silt - medium dense to dense - wet - (SP) f 13SS 27 4 SS 5SS - lass 76.0 End of boring at 76 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 76 ' feet Borehole backfilled with cuttings Frost encountered to 1.0 feet 'NOTE: Sampler advanced by weight of rod and hammer lip mil mom WATER LEVEL OBSERVATIONS W•L. 1 feet while drillin W.L. W -L. Barin caved at 45 feet after au removal 28 51 BORING STARTED GME CONSULTANTS, INC. Gsotechniesl- Msterials•Envirornnentsl BORING COMPLETED 14000 21st Avenue No. RIG CME - 551 Minnsspc6s, MN 55447 10 12) 559-1859 DRAWN • JLl JOB 392 The stratification lines represent approximate boundaries between soil types; insitu the transition rn, - k„ _._ 4 .. 1 3116/93 - DRILL I 116/93- DRILLe:R KJB APPROVED GRR SHEET 2 of 2 G PROJECT Adult Day Care Center CLIENT L.W. Samuelson Construction, Inc. ul�W tL LOG OF BORING 93-3 FA ITE New Hope, Minnesota RCFlITECT ENGINEER U1 zJ DESCRIPTION OF MATERIAL LU > > _ W Z w to u F- a W to a 3 m SURFACE ELEVATION 898.8 1AS Dark brown SILTY SANDY CLAY, trace grave! - {CL} (Topsoil} 2S5 Brown, gray and dark brown SANDY 0 CLAY, trace gravel - stiff to very stiff - 3SS (CL} (FILL} 4SS LU 9.0 ]SS Black fibric PEAT -firm -wet - (Pt) (Swamp Deposit) 14.0 0 Black fibric PEAT and ORGANIC SILT - very soft - wet - (Pt and OL) (Swamp Deposit) 19.0 Gray SANDY CLAY, trace gravel - soft to stiff - (CL} (Glacial Till) 8SS 9SS oS5 155 2SS 10 9 26 IN EI7 15 Boring continued on next page 13 1(19 WATER LEVEL OBSERVATIONS W L BORING STARTED 3112193 ® 14 feet while driliin GME CONSULTANTS, INC. BORING COMPLETED W.L. eoteehnioel- Met-riele - Envirpnmantal 3�12�9 14000 21s2 Avenue No. RIG CME -550 DRILLER KJB L' inneapolis, MN 65447 DRAWN gill, eszl ssa-te5s JLH APPROVED GRR $Orin caved at 29.6 feet after au er The stratification lines represent approximate boundarie524 SHEET 1 of 2 removal between Soil types; insitu the transition may be gradual. N t 2 3 4 6 I 0 WATER CONTENT % LU --G- -- J Z) STANDARD PENETRATION (BLOWSIFOOT) U LU to> Q --o-- N IX Z 10 2030 40 64 10 9 26 IN EI7 15 Boring continued on next page 13 1(19 WATER LEVEL OBSERVATIONS W L BORING STARTED 3112193 ® 14 feet while driliin GME CONSULTANTS, INC. BORING COMPLETED W.L. eoteehnioel- Met-riele - Envirpnmantal 3�12�9 14000 21s2 Avenue No. RIG CME -550 DRILLER KJB L' inneapolis, MN 65447 DRAWN gill, eszl ssa-te5s JLH APPROVED GRR $Orin caved at 29.6 feet after au er The stratification lines represent approximate boundarie524 SHEET 1 of 2 removal between Soil types; insitu the transition may be gradual. Adult Day Care Center CLIENT L.W. Samuelson Construction, Inc. L W U_ tr w LOG OF BORING 93- 3 SITE New Hope, Minnesota ARCHITECT -ENGINEER 59.0 5SS Red brown fine to coarse SAND WITH SILT, trace gravel - dense to medium dense -wet - (SP -SM) (Glacial Till) 6Ss 7SSJ 170.0 End of boring at 70 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 70 feet Borehole backfilled with cuttings Frost encountered to 1.5 feet WATER LEVEL OBSERVATIONS W.L. ® 14 feet while drillin W. L. W.L. Barin caved at 29.6 feet after au removal Lu UNCONFINED COMPRESSIVE STRENaN TONSlFT• z DESCRIPTION OF MATERIAL , Z J 1 2 3 4 6 Uj UA 0. J U WATER CL m CONTENT 91 Q Z N a Q 3 N {continued) `� ? --— 49.0 Boring continued from previous page 13SS Gray SANDY CLAY, trace gravel - soft to tiff - (CL) Brown fine to coarse SAND, trace gravel, silt - medium dense - wet - (SP) 14S5 {Outwash) 59.0 5SS Red brown fine to coarse SAND WITH SILT, trace gravel - dense to medium dense -wet - (SP -SM) (Glacial Till) 6Ss 7SSJ 170.0 End of boring at 70 feet Hollow stem auger used to 41 feet Rotary mud drilling used from 41 to 70 feet Borehole backfilled with cuttings Frost encountered to 1.5 feet WATER LEVEL OBSERVATIONS W.L. ® 14 feet while drillin W. L. W.L. Barin caved at 29.6 feet after au removal T CC Z 10 20 30 40 ro 26 f41 UNCONFINED COMPRESSIVE STRENaN TONSlFT• f , w I 1 2 3 4 6 3 WATER in LU m CONTENT 91 J D STANDARD PENETRATION (BLOWS/FOOT) U 7 W w `� ? --— T CC Z 10 20 30 40 ro 26 f41 f , , 18 28 BORING STARTED 3/12193 GME CGNSULTANTS, INC. BORING COMPLETED 3112193 . 060SCilniBal• Matarials• Envir nmental 1400021stAwe-nue Na. RIG CME -550 GRILLER KJB Minnaapelis, MN 55447 (812) 559-1959 DRAWN JLH APPROVED GRR JOB 392T SHEET 2 of 2 The stratification lines represent approximate boundaries between soil types; insitu the transition may be gradual. Boring continued on next page 15 WATER LEVEL OBSERVATIONS W.L. 1 10 feet while drillinGME CONSUL BORING STARTED 3172193 W. L. W.L. Borin caved at 46 feet after au removal TANTS, INC. BORING COMPLETED G&0tGehnlOel • Matariala - Environmental 3112193 14000 21 at Avenue No. RIG CME -550 DRILLER f� jB Minneapolis. MN 65447 {121 559-1869 DRAWN .)LH APPROVED GFRR Jos �' 3924 SHEET The Stratification lines represent approximate boundaries 1 of 2 between soil types; insitu the transition may be gradual. LOG OF BORING 93- 4 rAdultay Care Center SITE New Hope, Minnesota muelson Construction, Inc.ARCHITECT ENcrNEER F_ LL _ VNCONFINEO COMPRESSIVE STRENGTH—TONS/1-7. X to H --0--- il LU z DESCRIPTION OF MATERIAL � 1 2 3 4 s t� Ui L Z a. j _ U m I- p WATER w CONTENT % I H F— a 0W _a �, J STANDARD PENETRATION (BLOWS/FOOT{ LU N Q 3 N SURFACE ELEVATION UZ)jLU En � 1AS $96.0 Dark brown SILTY SANDY CLAY, a. � z- 1D za �G 40 60 trace gravel - (CL) (Topsoil) 25S Brown SANDY CLAY, trace gravel - stiff 11 3SS - (CL) (FILL) 8.0 12 4SS Gray brown fine to medium SILTY SAND WITH CLAY, trace gravel - medium 25 dense to loose - moist - (SM -SC) (FILL) SSS s 14.0 r i r J 6SS Black sapric PEAT - soft - wet - (Pt) r (Swamp Deposit) 3 r 19.0 I' 7SS Dark gray ORGANIC SILT WITH SAND r - very loose - wet - (ML -OL) 1 (Swamp Deposit) ' 24.0 ; BSS Black sapric PEAT - soft - wet - (Pt) r (Swamp Deposit) 2 I 9S5 r ` 4 34,0 105S Gray SANDY CLAY, trace gravel - firm to very stiff - (CL) 12 (Glacial Tilly r r 11SS ' i1 1 1 i 12SS 1 Boring continued on next page 15 WATER LEVEL OBSERVATIONS W.L. 1 10 feet while drillinGME CONSUL BORING STARTED 3172193 W. L. W.L. Borin caved at 46 feet after au removal TANTS, INC. BORING COMPLETED G&0tGehnlOel • Matariala - Environmental 3112193 14000 21 at Avenue No. RIG CME -550 DRILLER f� jB Minneapolis. MN 65447 {121 559-1869 DRAWN .)LH APPROVED GFRR Jos �' 3924 SHEET The Stratification lines represent approximate boundaries 1 of 2 between soil types; insitu the transition may be gradual. 1 LOG OF BORING 93- 4 PROJECT SITE Adult Day Care Center New Hope, Minnesota CLIENT L. W. Samuelson ARCHITECT -ENGINEER Construction, Inc. UNCONFINED COMPRESSIVE STRENGTH TONSIFT. m DESCRIPTION OF MATERIALw T- N 123 4am w Z w w p mCONTENT WATER °,6LL 0-} CL Cr L �STANDARD -Q-H PENETRATION (SLOWSIFOOT) o a 3 (continued) a w j _ 0_. W Cr z 10 20 ao 4o so � 13SS Boring continued from previous page Gray SANDY CLAY, trace gravel - firm to 1 s very stiff - (CL) t �14SS 22 r 59.0 15SS Brown fine to coarse SAND, trace gravel, silt - medium dense - wet - (SP) 20 (Outwash) ` 16SSfine to coarse SILTY SAND, trace 37 \ dense - wet - (SM) (Glacial Till) t t i 7 SS 39 1 boring at 70 feet FIB3 stem auger used to 41 fest ud drilling used from 41 to 70 backfilled with cuttings countered to 2 feet WATER LEVEL OBSERVATIONS W.L. ®10 feet while drillin W. L. W.L. Boring caved at 46 feet after aL removal gBOIRING RTED 3112193 GME CONSULTANTS. INC. t 3112193 Geotechnical• Materials - En"rorrtmantal14000 21st Avenue No. DRILLER KJBMinnampolis, MN 65447 APPROVED GRR SHEET 2 of 2 The stratification lines represent approximate boundaries between soil types; insitu the transition may be gradual. 0 STS Genera! Notes DRILLING & SAMPLING SYMBOLS: SS: Split Spoon - 1-318" I.D. 2" O.D. Unless otherwise noted ST: Shelby Tube -2" O.D. Unless otherwise noted PA : Power Auger DB: Diamond Bit -NX, BX, AX AS : Auger Sample JS : Jar Sample VS : Vane Shear OS : Osterberg Sampler HS :Hollow Stem Auger WS: Wash Sample FT : Fish Tail RB: Rock Bit BS: Bulk Sample PM : Pressuremeter Test GS: Giddings Sampler 5T5 CONSULTANTS Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch O.D. split spoon sampler, except where otherwise noted. WATER LEVEL MEASUREMENT SYMBOLS: WL Water Level WCI Wet Cave In WS While Sampling DCI Dry Cave In WD While Drilling BCR Before Casing Removal AB After Boring ACR After Casing Removal Water levels indicated on the boring logs are the levels measured in the boring at the time indicated. In I. pervious soils, the indicated elevations are considered reliabre groundwater levels. In impervious soils, the accurate determination of groundwater elevations may not be possible, even after several days of observations: additional evidence of groundwater elevations must be sought. GRADATION DESCRIPTION AND TERMINOLOGY: Coarse grained or granular soils have more than 50% of their dry weight retained on a #200 sieve; 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 described as clay or clayey silt if they are cohesive and silt if they are non -cohesive. In addition to gradation, granular soils are defined on the basis of their relative in- place density and fine grained soils on the basis of their strength or consistency and their plasticity. Description of Other Major Component of Components Sample Size_ Range Present inSample Percent Dry Weight Boulders Over 8 in. (200 mm) Trace 1-9 Cobbles 8 inches to 3 inches (200 mm to 75 mm) Little 10-19 Gravel 3 inches to #4 sieve (75 mm to 4.78 mm) Some 20-34 Sand #4 to #200 sieve (4.76 mm to 0.074 mm) And 35-50 silt Passing #200 sieve (0.074 mm to 0.005 mm) Clay Smaller than 0.005 mm CONSISTENCY OF COHESIVE SOILS: Unconfined Compressive Strength, Qu, tsf Consistency <0.25 0.25-0.49 0.50-0.99 1.00-1.99 2.00-3.99 4.00-8.00 X8.00 VerySoft Soft Medium (firm) Stiff Very Stiff Hard Very Hard RELATIVE DENSITY OF GRANULAR SOILS: N -Blows per foot 0-3 4-9 10-29 30-49 50-80 >80 Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense STS Soil Classification System (r) s 03 STS Consultants Group mbols 1 Typical Names Laboratory Classification Criteria MH c� I'a GW gravel -sand mixtures, little al C o or no fines Y D w a Poorly graded gravel, ° E w x GP U � gravel -sand mixEurea, a oD Not meeting all gradation requirements for GW little or no fines t o c o u z C N D U V NZ L7 p O N 0 p E C C o ° D s o o # 'r- C7 9) e tl O L w e E v U o r S cases requiring use of dual symbols v cloy mixtures c a #� u 'o a UI VI line or PI greater than 7 y ° a Orti a •D ` n c U o E w O mei $o Deo Das z Cu= p�ogreatar than 6; Cc- Diu pea ekwean 1 do 3 a 0 Dom L a [ ° v SP a`az c of meeting all gradation requirements for SW . f o n Da CCL C. y Q 0. o = a `e c _ ED ° v SM Silty sand, sand -silt c i0-. mixtures a o a a Atterberg limits below ;4" line or PI less than 4 D E bz v` - V c e w .. between 4 and 7 are borderline V 03 STS Consultants Group mbols 1 Typical Names Laboratory Classification Criteria MH Well -graded, gravel, 30)2 GW gravel -sand mixtures, little Cu= 2 --greater than 4; Cc= Dm D�between 1 do 3 or no fines Y D w a Poorly graded gravel, ° E w x GP plasticity, tat clay gravel -sand mixEurea, a oD Not meeting all gradation requirements for GW little or no fines t o c N D U V NZ GM Silty gravel, gravel -sand- D c Silt mixtures I o Atterberg limits below "A" "A" c r '� line or PI leas than 4 Above line with o " „ a a,`a e t PI between 4 and 7 are borderiina GC E o a a. ci D Clayey grovel, gravel -sand- L o 1 c Atterberg limits above "A" cases requiring use of dual symbols cloy mixtures c a #� u 'o a UI VI line or PI greater than 7 y ° a Orti on E OUT SW Well -graded sand, gravelly �" o i o sand, little or no finse c $ u �Um Deo Das z Cu= p�ogreatar than 6; Cc- Diu pea ekwean 1 do 3 a 0 Dom x SP Poorly graded sand, gravelly o D'3 .,, D c Not sand, little or no fines D e D c c u meeting all gradation requirements for SW . f o n Da CCL C. y Q 0. t SM Silty sand, sand -silt c i0-. mixtures a o a a Atterberg limits below ;4" line or PI less than 4 ti Limits plottingin v` - V c hatched with PI $ « an o o between 4 and 7 are borderline SC Da m Clayey sand, sand -clay 0 u !+ �'a Atterberg limits above "A" cases requiring use of dual symbols y mixtures o n W line or PI greater than 7 Inorganic silt and very fine ML sand, rock flour, silty or clayey fine sand or clayey 60 silt with slight plasticity Inorganic clay of low to CL medium plasticity, gravelly 50 clay, sandy clay, silty clay, lean cloy OL silt and organic .. 4C Silty silty clay of low plasticity a X D v Inorganic silt, micaceous c 30 MH or diatomaceous fine sandy y>, or silty soils, elastic silt u a_ 20 CH Inorganic clay of high plasticity, tat clay OH Organic clay of medium to high plasticity, organic silt PT IPeat and other highly organic soil 4 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit (LL) Plasticity Chart {2) _ �I�Illlllllllllllll�i� � �I•I�/I�I� �I�IIIIIII� ��IIIIIIIIIII�� .�■il■rls,• ��IIIIIIIIIII�IIIIIIIIIIII�IIi• -Illllllllllllllilill]-'llllll� IIIIIIIIIIIIIIIII�I-I-�I� �IIIIIIIIIIIIII�I�� l��II�III� 10 7 MM 1) See STS General Notes for component gradation terminology, consistency of cohesive soils and relative density of granular soils. 2) Reference: Unified Soil Classification System 3) Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW—GC, well—graded gravel—sand mixture with clay binder. Ys\uEPL\ FM saw aJlisncAnoN SVMA" i- lL l M12I :3Q STS Field and Laboratory Procedures SUBSURFACE EXPLORATION FIELD PROCEDURES Hand -Auger Drilling (HA) STS CONSULTANTS In this procedure, a sampling device is driven into the soil by repeated blows of a sledge hammer or a drop hammer. When the sampler is driven to the desired sample depth, the soil sample is retrieved. The hole is then advanced by manually turning the hand auger until the next sampling depth increment is reached. The hand auger drilling between sampling intervals also helps to clean and enlarge the borehole in preparation for obtaining the next sample. Power Auger Drilling (PA) In this type of drilling procedure, continuous flight augers are used to advance the boreholes. They are turned and hydraulically advanced by a truck, trailer or track -mounted unit as site accessibility dictates. In auger drilling, casing and drilling mud are not required to maintain open boreholes. f Hollow Stem Auger Drilling HS In this drilling procedure, continuous flight augers having open stems are used to advance the boreholes. The open stem allows the sampling tool to be used without removing the augers from the borehole. Hollow stem augers thus provide support to the sides of the borehole during the sampling operations. Rotary Drilling (RB) In employing rotary drilling methods, various cutting bits are used to advance the boreholes. In this process, surface casing and/or drilling fluids are used to maintain open boreholes. Diamond Core Drilling (DB) Diamond core drilling is used to sample cemented formations. In this procedure, a double tube (or triple tube) core barrel with a diamond bit cuts an annular space around a cylindrical prism of the material sampled. The sample is retrieved by a catcher just above the bit. Samples recovered by this procedure are placed in sturdy containers in sequential order. THE INFRABTRucTURE IMPERATIVE STS Field and Laboratory Procedures �q 5T5 CONSULTANTS FIELD SAMPLING PROCEDURES Auger Samolina (AS In this procedure, soil samples are collected from cuttings off of the auger flights as they are removed from the ground. Such samples provide a general indication of subsurface conditions; however, they do not provide undisturbed samples, nor do they provide samples from discrete depths. Split -Barrel Sampling (SS) - (ASTM Standard D-158fi-99] In the split -barrel sampling procedure, a 2 -inch O.D. split barrel sampler is driven into the soil a distance of 18 inches by means of a 140 -pound hammer falling 30 inches. The value of the Standard Penetration Resistance is obtained by counting the number of Plows of the hammer over the final 12 inches of driving. This value provides a qualitative indication of the in-place relative density of cohesionless soils. The indication is qualitative only, however, since many factors can significantly affect the Standard Penetration Resistance Value, and direct correlation of results obtained by drill crews using different rigs, drilling procedures, and hammer -rod -spoon assemblies should not be made. A portion of the recovered sample is placed in a sample jar 1 and returned to the laboratory for further analysis and testing. Shelby Tube Sampling _Procedure ,(ST) - ASTM Standard D-1587-94 I In the Shelby tube sampling procedure, a thin-walled steel seamless tube with a sharp cutting edge is pushed hydraulically into the soil and a relatively undisturbed sample is obtained. This procedure is generally employed in cohesive soils. The tubes are identified, sealed and carefully handled in the field to avoid excessive disturbance and are returned to the laboratory for -extrusion and further analysis and testing. Giddings Sampler (GS This type of sampling device consists of 5 -foot sections of thin-wall tubing which are capable of retrieving continuous columns of soil in 5 -foot maximum increments. Because of a continuous slot in the sampling tubes, the sampler allows field determination of stratification boundaries and containerization of soil samples from any sampling depth within the 5 -foot interval. 0 THE INFRASTRUCTURE IMPERATIVE STS Field and Laboratory Procedures ? STS CONSULTANTS LABORATORY PROCEDURES Water Content We The water content of a soil is the ratio of the weight of water in a given soil mass to the weight of the dry soil. Water content is generally expressed as a percentage. Hand Penetrometer Q In the hand penetrometer test, the unconfined compressive strength of a soi[ is determined, to a maximum value of 4.5 tons per square foot (tsf) or 7.0 tsf depending on the testing device utilized, by measuring the resistance of the soil sample to penetration by a small, spring - calibrated cylinder. The hand penetrometer test has been carefully correlated with unconfined compressive strength tests, and thereby provides a useful and a relatively simple testing procedure in which soil strength can be quickly and easily estimated. Unconfined Compression Tests Mu) + In the unconfined compression strength test,' an undisturbed prism of soil is loaded axially until failure or until 20% strain has been reached, whichever occurs first. Dry, Density (Yd) The dry density is a measure of the amount of solids in a unit volume of soil. Use of this value is often made when measuring the degree of compaction of a soil. Classification of Samples In conjunction with the sample testing program, all soil samples are examined in our laboratory and visually classified on the basis of their texture and plasticity in accordance with the STS Soil Classification System which is described on a separate sheet. The soil descriptions on the boring logs are derived from this system as well as the component gradation terminology, consistency of cohesive soils and relative density of granular soils as described on a separate sheet entitled "STS General Notes". The estimated group symbols included in parentheses following the soil descriptions on the boring logs are in general conformance with the Unified Soil Classification System (USCS) which serves as the basis of the STS Soil Classification System. 0 THF- INFRASTRUCTURE IMPERATIVE STS Standard Boring Log Procedures STS CONSULTANTS STS STANDARD BORING LOG PROCEDURES In the process of obtaining and testing samples and preparing this report, standard procedures are followed regarding field logs, laboratory data sheets and samples. Field logs are prepared during performance of the drilling and sampling operations and are o. intended to essentially portray field occurrences, sampling locations and procedures. Samples obtained in the field are frequently subjected to additional testing and reclassification in the laboratory by experienced geotechnical engineers, and as such, differences between the field logs and the final logs may exist. The engineer preparing the report reviews the field logs, laboratory test data and classifications, and using judgment and experience in interpreting this data, may make further changes. It is common practice in the geotechnical engineering profession riot to include field logs and laboratory data sheets in epgineering reports, because they do not represent the engineer's final opinions as to appropriate descriptions for conditions encountered in the exploration and testing work. Results of laboratory tests are generally shown on the boring logs or are described in the text of the report, as appropriate. Samples taken in the field, some of which are later subjected to laboratory tests, are retained in our laboratory for sixty days and are then discarded unless special disposition is requested by our client. Samples retained over a long period of time, even in sealed jars, are subject to moisture loss which changes the apparent strength of cohesive soil, generally increasing the strength from what was originally encountered in the field. Since they are then no longer representative of the moisture conditions initially encountered, observers of these samples should recognize this factor. k U 13 M. THE INFFwa-rmuc-ru RE IMPERATIVE 11 STS Subgrade Protection Guideline ,N7 Care should be exercised to minimize disturbance and degradation of subgrade soils for foundations, slabs -on -grade, pavements and areas to be filled. Water should not be allowed to pond on the surface of exposed subgrade soils, as this could cause a softening of the subgrade, particularly when subjected to construction traffic. Disturbed or softened subgrade soils should be removed to a suitable undisturbed subgrade prior to fill or concrete placement. j Wet subgrade conditions may result from precipitation, runoff and groundwater seepage through excavation walls and bottom. Precipitation risk can be minimized by scheduling construction for drier seasons. The subgrade should be sloped to drainage ditches and sumps to minimize water accumulations. Runoff from adjacent areas should be eliminated by use of berms and ditches to channel water away. Groundwater seepage may be minimized by use of dewatering systems such as wells and/or groundwater isolation systems such as cutoff walls or trenches. Dewatering wells and/or groundwater isolation systems are recommended where upward seepage is likely to cause the subgrade to loosen and become "quick" or where lateral seepage may erode the face soil or cause "piping" of fines from the soil 33 matrix as exhibited by muddy or silt laden water. 3 If moisture or disturbance sensitive subgrade soils and wet conditions are expected and construction of facilities bearing on the subgrade will not promptly protect the 33 subgrade soils, then consideration should be given to protecting the subgrade by 33 promptly placing appropriate combinations of a geotextile, a gravel base course and a lean concrete mud mat over the prepared and approved subgrade. Geotextiles should be considered for use to separate the subgrade and gravel where subgrade soils are at risk of migrating into the gravel base course. A suitably designed gravel 33 base course should help surcharge the subgrade and act as a drainage layer for 33 removing water accumulations. A lean concrete or flowable fill mud mat with a thickness of several inches or more may be placed directly on the subgrade if 33 upward seepage does not exist. If base drainage is needed, a lean concrete or flowable fill mud mat may be placed over a gravel base course. A mud mat will help 33 to isolate water, provide surcharge against loosening and will provide a stable 33 surface which is resistant to disturbance from construction traffic. Sump and pump systems or dewatering wells should be used to remove any accumulating water or water pressure in the gravel base course. 32 In any areas where unsuitable conditions develop despite protection measures, 33 subgrade stabilization should be performed as described in a separate sheet entitled "STS Subgrade Stabilization Guideline". 33 V 13 0 STS Subgrade Stabilization Guideline � Subgrade stabilization may be required if zones of unsuitable soil are encountered upon excavating to the subgrade level or if Subgrade degradation occurs from construction traffic, moisture accumulations, freeze -thaw cycles or other causes. Care should always be used to minimize disturbance and degradation of Subgrade soils below foundations, slabs -on -grade, pavements and fill areas. Water should not be allowed to pond on the surface of exposed subgrade soils, as this could cause a softening of the subgrade, particularly when subjected to construction traffic. Detrimental groundwater seepage should not be allowed to soften or loosen the subgrade. Unsuitable subgrade soils that are encountered or subgrade soils that become disturbed or softened after exposure should be improved prior to concrete or new material placement. The unsuitable soils should either be properly compacted in place (if feasible based on material type, moisture content and thickness), or over- excdvations should extend through the unsuitable 'soils to remove them to an underlying competent soil stratum. If improvement by over -excavating is performed, footing walls can be extended deeper and supported at the level where suitable soil is encountered. Alternatively, the over - excavations can be backfilled to the design level using either a suitable compacted structural fill material or a flowable cementitious fill. If the over -excavations are backfilled using structural soil till, the over -excavations should extend a minimum of 1 foot horizontally from each edge of the footing for each foot of fill required below the footing base. The structural soil fill should be placed, compacted and tested in accordance with a separate document entitled STS Earthwork Guideline. Generally, a well -graded granular material is more suitable for stabilization work than cohesive soils. If an open -graded granular material is planned as the backfill and the new subgrade or surrounding soils contain zones of cohesionless fine sands or silts which may migrate into the open -graded backfill, then an appropriately designed geotextile should be utilized to separate the stabilization material from the subgrade and surrounding trench soils. Failure to provide such separation may cause lost ground from surrounding soils and detrimental settlements. Horizontal over -excavation is unnecessary if footing wails are extended to the lower suitable subgrade level or if flowable fill is used to backfill the over -excavated area. Flowable fill should have a sufficient Portland cement and/or fly ash content to achieve 28 day unconfined compressive strengths in the range of 50 to 200 pounds per square inch (psi). J STS Earthwork Guideline P Fill or backfill required on the project should consist of a non -frozen, non-organic granular material, aggregate or natural soil that is free of debris and particles larger than 25 percent of the loose lift thickness. The natural water content of cohesive fill soil at the time of compaction : should generally be within -2 to +3 percent of the optimum water content as determined by the Standard Proctor test (ASTM D-698). Difficulty in obtaining the desired degree of compaction is expected for soil that is too dry or too wet. 'rhe water content should be adjusted by sprinkling if 30 too dry or by scarifying and aerating if too wet. Blending with an additive such as fly ash or drier soil may also help produce an acceptable water content. 3M Fill or backfill which is relatively uniform should be used on the project. Non-uniform materials or mixing two or more materials will reduce the degree of certainty in the test results and will tend to cause variable compressibility of the fill. M Fill or backfill should be placed on a firm, checked subgrade in horizontal lifts with a loose thickness not greater than 12 inches for granular material and 9 inches for cohesive soil. It :C should then be compacted with equipment that is suited to the soil type and compaction requirements. Normally, vibratory roller or plate compactors are better suited for granular soils, while a sheepsfoot or other "kneading" type of compactors are more effective in cohesive soils. Lighter, hand -propelled compactors should generally be utilized to compact backfill within 5 feet of structures. unless the structure is designed to resist expected lateral pressures from use of heavier compactors. When using lighter, hand -propelled compactors, a maximum loose lift thickness of 8 inches should be used for granular material and 6 inches for cohesive soil. 33 Unless stated otherwise in the report text, fill or backfill that supports foundations, floor slabs that are loaded in excess of 400 psf, and roadway pavement that is subjected to concentrated automobile or truck traffic should be compacted to a dry density of 95% or more of the maximum dry density determined by Standard Proctor tests (ASTM D-698) on representative samples of the fill material. Fill or backfill that supports lightly loaded floor slabs, sidewalks or pavement that is subjected to dispersed automobile traffic should be compacted to a dry density of 90% or more of the maximum dry density determined by Standard Proctor tests on representative samples of the fill material. Compaction tests may be considered satisfactory if the average of five consecutive tests on similarly compacted material exceeds the required 23 compaction and no individual test is more than 2% below the required percentage of compaction. 33 Proper compaction is generally difficult to achieve near the edge of a slope or embankment fill due to lack of confinement. For this reason, we recommend that the compacted fill or backfill zone extend horizontally beyond the edge of foundations a minimum of 1 foot at the subgrade level and then with depth at a minimum slope of 1 horizontal to 1 vertical. 33 Fill material acceptability, subgrade preparation and testing for suitability, fill placement and fill 313 compaction should be monitored continuously or at least regularly by a qualified soils technician whom reports to the geotechnical engineer for the project. Compaction density for structural fill should be tested at a minimum frequency of once per 5000 ft2 of fill area or once per 200 yd of 32 compacted material placed unless stated otherwise in our report. In non-structural fill areas, testing frequencies may be reduced in half. 33 iij PPL 30 Years of Building Futures Date: Address: Developer: March 22, 2004 5501 Boone Avenue, New Hope Project for Pride in Living, Inc. Affordable Housing & Community Development Since our last update we have made significant progress with the finance package for the development. In December, Hennepin County selected the rental side of the project for funding through their AHIF program in the amount of $300,000. In the month of Feb,uary ve submitted applications to the Minnesota Housing Finance Agency for additional Tax Credits and to Hennepin County for HOME program funds for both the rental and ownership components. A table describing funding status is below. We feel that our applications will be very competitive for two reasons: First, the current level of funding in place for the rental component illustrates a strong readiness to proceed. Second, and possibly the most important aspect of this project is the City's support of the project. Boone Avenue Apartments Committed: LIHTC Equity (MHFA) $3,196,019 MARIF $812,625 FHF $150,000 First Mortgage $750,000 Hennepin Co. AHIF $300,000 New Hope: CDBG $100,000 Total: 5,308,644 Applied for: Additional LIHTC Equity $837,673 (MHFA) Hennepin Co. HOME $450,000 To be applied for: TIF $640,429 Total Development Cost: 7,236,746 We have also made progress on the architectural design of the project. Working with a newly selected architect, Miller Hanson Partners, we have made some design changes that will make the project more attractive, livable, and more cost effective. Affordable Housing & Community Development Employment & Job Training Youth Development Support Services Project for Pride in living • 1925 Chicago Avenue o Minneapolis, MN 55404 - 612-874- 8512 e FAX: 612-872-8995 o ppi@ppl-inc.org • www.ppi-inc.org These new designs do not change the basic parameters of the project—there are still two buildings with underground parking and the bedroom mix and number of units remains at 35 rental and 41 condos—but, we have improved on the exterior elevation, reworked the orientation of the buildings on the site to create more interesting open spaces, modified the interior common spaces to create more livable space, moved stairwells off the ends of the buildings to create light -filled corner units and have changed the rental building from three stories to four in order to decrease the foundation size and save some piling and grade beam expense. Proposed Pricing: The pricing of the for -sale condos has changed a bit because we were able to increase the size of the units. The for -sale units will still be sold at their appraised value (we expect that between 25% and 50% of the units will be affordable to persons at 80% of the Area Median Income, depending on family size). New proposed condo pricing is as follows: # Unit Type Approximate sq. ft. Proposed Sale Price Proposed AMI % Max 9 1 bdrm + den 895 $136,000 80% 3 1 bdrm + den 992 $147,000 Market Rate 61 2bdrm 1000 $143,000 80% 14 2bdrm 1052 $155,000 Market Rate 6 2bdrm +den 1277 $166,000 Market Rate 3 3bdrm 1342 $175,000 Market Rate *For Sale units will be sold at appraised value. Marketing: PPL will issue a Request for Qualifications from Real Estate firms interested in developing proposals to market and sell the condominium units. We anticipate the marketing team to employ a variety of marketing approaches to achieve the greatest market exposure. This will include the following strategies: • Pre-marketing/reservations: PPL will pre -market the development and take reservations to ensure that the project will be a success. • Marketing Office/Model Unit: As soon as feasible, PPL will host open houses, staff a marketing office, and develop a model unit for showings. The surrounding neighbors will be notified early on, in order that those closest to the development have an opportunity to see the project. • MLS and ads: PPL has experienced positive results marketing through the MLS (i.e. Multiple Listing Service) and also with site signage and print media. The development has many unique features that will appeal to the population we are targeting. We are proposing a variety of unit designs and sizes that will work well for a variety of household types. Young families with children, extended families, single parents, the differently abled and seniors will all find plans and options that will well serve their needs and lifestyles. Finally, PPL has a strong reputation for providing quality housing at affordable prices and is known for our willingness and skill in serving homebuyers' needs before, during, and after the sale. Requested Action/ Timeline: At this time we request the following: . Authorize City Staff to proceed with preliminary Tax Increment Financing terms for agreement so that a term sheet can be presented for approval on April 12tH or 26tH 2. Establish a TIF District for the project. 3. Authorize City Staff to proceed with a purchase agreement to be presented for approval on April 12th or 26th. Our goal is to start the Planning Commission process with the April 30, 2004 pre -application meeting to be ready to start construction in August 2004. Attachments: • March 2004 sources and uses. • Property Management letter of intent. • Color rendering and site plan. • CAD elevation. • Building plan. • Unit design. 5501 Boone Ave, New Hope March 15, 2004 USES USES Rental 35 unitsl Ownershi 41 units Acquisition $188,000 Acquisition $188,000 Construction $4,855,621 Construction $5,400,000 Soil Corrections: Pilin Grade Beams $255,000 Soil Corrections: Pilin /Grade Beams $255,000 Construction Contingency $309,000 Construction Contingency $309,000 Per sf construction cost 72,328 s.f.) $75 Per sf construction cast 76,424 s.f.) $78 Per unit construction cost $154,846 Per unit construction cost $145,463 a) Architect's Fee - Design 75% $110,250 a) Architect's Fee - Design 75% of T $98,625 b Architect's Fee - Supervision 25% $36,750 b) Architect's Fee - Supervision 25% $32,875 c Marketing $2,000 c Marketing $2,000 d Surveys and Soil Borings $34,000 d Sures and Soil Borings $35,000 e Payment and Performance Bond Pre $32,000 a Payment and Performance Bond Pr $32,000 Sewer -Water Access Charge $54,625 Sewer -Water Access Charge $62,250 h Appraisal Fee $5,000 h Appraisal Fee $5,000 i Energy Audit i Energy Audit j Environmental Assessment $5,000 Environmental Assessment $5,000 k Cost Certification/Audit $20,000 k Cost Certification/Audit $20,000 1) Market Stud $0 I Market Study $7,250 m Tax Credit Fees $62,000 m CIC Fees $20,000 n) Compliance Fees n Com liance Fees o) Furnishings and Equipment $3,000 o Furnishings and Equipment $3,000 Legal Fees $40,000 Le al Fees $40,000 Other - Architectural Reimb, etc. $14,000 q) Other - Architectural Reimb, etc. $14,000 ri Other - Holding Costs $5,000 r1) Other - Holding Costs $5,000 r2 Other Fees - Specify: contin enc $15,000 r2) Other Fees - Specify: Soft Costs Sub Total $438,625 Soft Costs Sub Total $382,000 Developer's Fee $550,000 Developer's Fee $450,000 $0 Marketing 5% $309,975 Financing Costs $243,500 Financing Costs $243,500 Lease Up Reserve 2mo EGE) $47,000 Lease Up Reserve $0 refunded replacement reserve $80,000 Operating Reserve $30,000 Operating Reserve $0 S. 8 reserve for MARIF units (4) $100,000 Additional Operating Reserve (6mo EG $140,000 Total Development Cost $7,236,746 Total Development Cost $7,537,475 Per Unit Cost $206,764 Per Unit Cost $183,841 Per Square Foot Development Cost $98 Per Square Foot Development Cost $102 SOURCES SOURCES Equity: Syndication Proceeds $0.78) $4,033,692 Total Sales Proceeds $6,199,500 MARIF $812,625 1 BR/Den 12 ® $146,000 $1,752,000 FHF $150,000 2 BR 14 $147,000 $2,058,000 First Mortgage $750,000 2 BR end 6 @ $147,000 $882,000 New Hope: CDBG $100,000 2+den BR 9 @ $167,500 $1,507,500 AHIF $300,000 Hennepin Co. HOME $450,000 HOME $540,000 TIF $640,429 TIF $797,975 Total Sources $7,236,746 Total Sources $7,537,475 a $0 1 gap$0 PPL 30 Years of building FutureAffordable Housing & Community Development City of New Hope Kirk McDonald, Director of Community Development 4401 Xylon Ave N New Hope, MN 55428 Dear Mr. McDonald: At the New Hope EDA meeting on October 27,Mayor Peter Enck inquired about PPL's future property management presence in New Hope in light of our proposed multi -family housing.development at 5541 Boone Avenue. I understand that Mayor Erick attributes much of the success of the Bass Lake Road properties to PPL's on- site management and that he went on -record to say that his support for Boone Avenue is contingent on continued strong property management presence in New Hope. We are very proud of the Bass Lake properties and are delighted to hear that the Mayor has noticed the important contribution our property management team has made to their continued success. Several issues are being addressed in the design of the Boone Avenue Apartments and Condominiums. We have incorporated a manager's office into the design of each of the Boone Avenue Apartments and the Condominiums. While we will have a short-term management roll in the condo until the Home Owner Association is able to select a management company and we will assist with the transition, we believe that PPL and the HOA will be best served if the HOA contracts with another management company. We will work cooperatively with the HONs management company to further the overall curb appeal and a positive quality of life for residents and neighbors. With the addition of 35 units to our portfolio in New Hope, we are now able to commit to a full-time property management position for the New Hope properties to office at Boone Avenue Apartments. There will also be resident caretakers at Bass Lake and Boone Ave. Recently we have restructured our department, adding a Senior Property Manager level of staffing and administrative oversight. This structure will support the New Hope Property Manager, providing an even higher level of service to the properties. Sincerely Morris M nning PropertyDirector Cc: Steve Cramer Barbara McCormick Affordable Housing & Community Development Employment & Job Training Youth Development Support Services Project for Pride in Living ■ 1925 Chicago Avenue - Minneapolis, MN 55404 - 612-874- 8512 - FAX: 612-872-8995 - ppl@ppl-inc.org ■ www.ppl-ihc.org T 7 r•r d F N W m� .o d 7= N c coW :110,Ip � y^ ^ O N IG �0 76 C Q �n G7 C a I D C C N e d ID == N 7 C tA m N {O },"f 1 n o �s� N a OD P N—� er Gly MNRLI >y m m :3(��' (.'1= �• 7C CC C7 M m to T 7 r•r d F N W m� .o d 7= N c coW :110,Ip � y^ ^ O N IG �0 76 C Q �n G7 C a I D C C N e d ID == N 7 C tA m N {O },"f 1 z m K z ° § p 715? % \ % kms§ %® ®\d ( �m «2 �� 3 a r a -o a m z I cn x z 1359 GROSS SQUARE FEET 1303 NET SQUARE FEET 1311 GRO55 SQUARE FEET 1298 NET SQUARE FEET SCALE: 3/16' = V-0' m 2'-S' W-4- �'_$• SCALE: 3/16' _ V-0' 18, 489 GROSS u' Originating Department Community Development By: Kirk McDonald, Director of CD Amy Baldwin, CD Asst. in COUNCIL REQUEST FOR ACTION Approved for Agenda 06-28-04 7- 0 3 file Agenda Section GQk15@p.t item No. 6:13 A RESOLUTION CALLING FOR A PUBLIC HEARING ON THE MODIFICATION OF THE RESTATED REDEVELOPMENT PLAN AND THE TAX INCREMENT FINANCING PLANS FOR REDEVELOPMENT PROJECT NO. 1 AND TAX INCREMENT FINANCING DISTRICTS NOS. 80-2, 81-1, 82-1, 85-1, 85-2, 86-1., 02-1, 03-1 (SPECIAL LAW) AND 04-1 (SPECIAL LAW); CREATION OF TAX INCREMENT FINANCING DISTRICT NO. 04-2 AND ADOPTION OF A TAX INCREMENT FINANCING PLAN. (IMPROVEMENT PROJECT NO. 749) REQUESTED ACTION Staff requests Council approval of the attached resolution, prepared by Krass Monroe, calling for a public hearing on the modification of. the Restated Redevelopment Plan, the modification of the Tax Increment Financing Plans, the creation of Tax Increment Financing District No. 04-2, and the adoption of a Tax Increment Financing Plan relating thereto. The public hearing will be held on August 23, 2004. POLICY/PAST PRACTICE City goal #2 is to pursue the maintenance and redevelopment of commercial and residential properties within the city. In the past, the Council has approved similar resolutions relating to tax increment financing districts. BACKGROUND At the May 10, 2004 EDA meeting; the New Hope Economic Development Authority approved preliminary terms of agreement for a development by Project for Pride in Living at 5501 Boone Avenue North. Tonight's action of scheduling a date for the public hearing is the initial step in creating the tax increment financing district for 5501 Boone Avenue North, which will assist the development in the property. The attached resolution states in part: "This Council shall meet on Monday, August 23, 2004, commencing at 7:00 o'clock p.m., or shortly thereafter, at City Hall, 4401 Xyion Avenue North, New Hope, Minnesota, to hold a public hearing on the following matters: (1) modification of the Restated Redevelopment Plan for Redevelopment Project No. 1 (the "Project Area") to reflect increased geographic area, increased project costs and increased bonding authority; (2) modification of the Tax Increment Financing Plans for Tax Increment Financing Districts Nos. 80-2, 81-1, 82-1, 85-1, 85-2, 86-1, 02-1 and 03-1(Special Law) and 04- 1 (Special Law) to reflect increased geographic area, increased project costs and increased bonding authority within the Project Area; (3) creation of Tax Increment Financing District No. 04-2; and, (4) adoption of a Tax Increment Financing Plan relating thereto, all pursuant to Minnesota Statutes, Sections 469.001 to 469.047, 469.124 to 469.134, 469.090 to 469.108 and 469.174 to 469.1791, inclusive." MOTION BY TO: -/--�3 I_RFAIPLANNINGIQ — Schedule PH for PPL TIF.doc SECOND BY June 8, 2004 Braun Intertec Attn: Jeannie Letendre Martin, Project Manager 245 East Roselawn Avenue St. Paul, MN 55117-1943 Subject: 5501 Boone Ave. N. — Access Agreement Dear Ms. Martin, Enclosed please find a fully executed copy of the Braun intertec Access Agreement. If you have any questions or comments, please contact Kirk McDonald, director of community development at 763-531-5119, Sincerely, Ken P. Doresky, AICP Community Development Specialist Kirk McDonald Director of Community Development Cc: Dan Donahue, City Manager Steve Sondrall, City Attorney Chris Wilson, Project for Pride in Living, Inc. Chris Dettling, Project for Pride in Living, Inc. Valerie Leone, City Clerk (improvement Project File 749) CITY OF VIEW QPE 4401 Xylon Avenue North • New Hope, Minnesota 55428-4898 • www. ci.new-hope.mn.us City Hall: 763-531-5100 • Police (non -emergency): 763-531-5170 • Public Works: 763-592-6777. TDD: 763-531-5109 City Hall Fax: 763-531-5136 o Police Fax: 763-531-5174 o Public Works Fax: 763-592-6776 STATE OF MINNESOTA) ss. newspapers AFFIDAVIT OF PUBLICATION COUNTY OF HENNEPIN) Richard Hendrickson, being duly sworn on an oath states or affirms, that he is the Chief Fi- nancial Officer of the newspaper known as Sun :Past and has full knowledge of the facts stated below: (A) The newspaper has complied with all of the requirements constituting qualification as a qualified newspaper, as provided by Minn. Stat. §331A.02, §331A.07, and other applic- able laws, as amended. (13) The printed public notice that is attached was published in the newspaper once each week, for one successive week(s); it was first published on Thursday, the 26 day of August � , 2004, and was thereafter printed and published on every Thursday to and including Thursday, the day of , 2004; and printed below is a copy of the lower case alphabet from A to Z, both inclusive, which is hereby acknowl- edged as being the size and kind of type used in the composition and publication of the notice: Subscribed and sworn to or affirmed before me on this 26th day of August 2004. s Notary Publics- ------------- MARY ANN CARLSON WTAW KXWC - MWNESOTA MY COMMISSION rcXPMES 1.41-M RATE INFORMATION (1) Lowest classified rate paid by commercial users $ 2.85e�, r line. for comparable space :) Maximum rate allowed by law $ . 6.20 per fine (3) Rate actually charged $ _ 1.40en r line 24A Crystal/Robbinsdale, New Hope/Golde !�JGAL 1OTICES City of New Hope (Official Publication) NOTICE OF PUBLIC 31LA.RING ON A FROP09ED SAIMCONVEYANCE OF REAL PROPERTY IN THL CJXYOF NEW HOPE (5501 BOONE AVE TUE X.) NO-FiCD 113 HEREBY GREN that �ae Etononue De- velopinen: authority in anti Jot the City of New Hopetthe 'EDA.) *Hill rxrer, in the GounuVCommrsbioner& Cham- beis La the Nev Hope City Hall 4401 Ayloa Avenue N, Nery Hope on ihr 13th da- of Septembei 2004, A 7 o'clock p.m (or as soon theiEaiter ab the mat�et may be heard) ;o hear. conbide? and ra&k. upon all yr atter el oral ob)ectiom h any, to a'propoacd salelcouveyanee of the rullowipg. de- sca tbed propexty to Pto)ect fur Prnle is I wLng, lue 5501 Ronne Arenlre N illi] 3:o 06-115-21-34L0021) LoL 2 Block 1, C'crence Indvs&.v Ceme- Sid Addi4oa AD persons deaiumg to be hear d inconrechonwith the con- arderatinn of tnm proposed tiansaalon are requested to be present at this hear usg and to make their comnxents at ob- lectronb, if an,, to ;:he proposal Tile public may see thp terms and conditions of the proposal at the offnxe of the EDA, located at C14 H- all 1401 hvlon Aoenue N. Neu Hope, Minnesota 55128 The EDA will at.thrb hearuw meet to decr.de it the Haleloonveyaucc ra e4msoble Amommodationb such as sign language .urleroretel 01 large printed maiexials are a,m1able upon request it leab'6 5 --king days in advance Please Contact City Clerk Va- lerge Leone telephone (!53) 53L51i7; II]D number (763) 531-51091 to make arrangementA Dated the 26th nay of Augubt. 2004 sr Dame] J Donahue Damel7 Donabue FDa E tecutr�e Director ;Published m the i eza Hope -Golden Valley Sun -Past on the 26th day of August, 2004.1 - G%ug 2b, 2004) p2lCNH99.11309-006 Land't?ansfei NOTICE OF PUBLIC HEARING ON A PROPOSED SALEICONVEYANCE OF REAL PROPERTY IN THE CITY OF NEW HOPE (5501 BOONE AVENUE N.) NOTICE IS HEREBY GIVEN, that the Economic Development Authority in and for the City of New Hope (the "EDA") will meet in the Council/Commissioners' Chambers in the New Hope City Hall, 4401 Xylon Avenue N., New Hope on the 13ffi day of September, 2004, at 7 o'clock p.m. (or as soon thereafter as the matter maybe heard) to hear, consider and pass upon all written or oral objections, if any, to a proposed sale/conveyance of the following described property to Project for Pride in Living, Inc.: 5501 Boone Avenue N. (PID No. 06-118-21-34-0021) Lot 2, Block 1, Science Industry Center P Addition All persons desiring to be heard in connection with the consideration of this proposed transaction are requested to be present at this hearing and to make their comments or objections, if any, to the proposal. The public may see the terms and conditions of the proposal at the offices of the EDA, located at City Hall, 4401 Xylon Avenue N., New Hope, Minnesota 55428. The EDA will at this hearing meet to decide if the sale/conveyance is advisable. Accommodations such as sign language interpreter or large printed materials are available upon request at least 5 working days in advance. Please contact City Clerk Valerie Leone (telephone (763) 531-5117, TDD number (763) 531-5109) to make arrangements. Dated the 26d' day of August, 2004. s/ Daniel J. Donahue Daniel J. Donahue EDA Executive Director (Published in the New Hope -Golden Valley Sun -Post on the 26a' day of August, 2004.) PROJECT NO. 749 5501 Boone Avenue North EDA #5 06/23/03 Discussion Regarding Development Proposal for City -Owned Property at 5501 Boone Avenue North and Direction to Proceed (Improvement Project No. 749) Res. 03-129 9/8/03 Resolution supporting Project for Pride in Living's Metropolitan Council predevelopment grant application for costs associated with the potential development of city -owned property located at 5501 Boone Avenue North (improvement project no. 749) EDA Item 10/27/03 Discussion and update regarding development proposal for city -owned property at 5501 5 Boone Avenue North and direction to proceed with financial/tax increment financing analysis (improvement project no. 749) EDA Item 3/22/04 Update regarding development proposal for city owned property at 5501 Boone Avenue 4 North and direction to proceed with preliminary terms of agreement (improvement project no. 749) Res. 04-123 6/28/04 Resolution calling for a public hearing on the modification of the restated redevelopment plan and the tax increment financing plans for redevelopment project no. 1 and tax increment financing districts nos. 80-2, 81-1, 82-1, 85-1, 85-2, 86-1, 02-1, 03-1 (special law) and 04-1 (special law); creation of tax increment financing district no. 04-2 and adoption of a tax increment financing plan (improvement project no. 749)