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2016-00886 - detached garage
CITY OF ORONO * 2016 - 00886 * 2750 KELLEY PARKWAY DATE ISSUED: 08/26/2016 ORONO,MN 55356- (952)249-4600 FAX: (952)249-4616 ADDRESS : 755 TONKAWA RD PIN : 05-117-23-33-0003 LEGAL DESC : AUDITOR'S SUBD.NO.217 LOT 001 BLOCK 000 PERMIT TYPE ACCESSORY STRUCTURE PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE GARAGE-DETACHED ACTIVITY 438-ADDNS OF RES GARAGES&CARPORTS VALUATION $ 87,000.00 NOTE: ADDITIONAL PERMITS:ELECTRICAL(STATE) NOTE:PIWOR TO RELEASE OF ESCROW MONEY AN AS-BUILT SURVEY AND HARDCOVER CALCULATIONS MUST BE SUBMITTED AND AP D. INITIA APPLICANT PERMIT FEE SCHEDULE 1,007.48 STATE SURCHARGE(VALUATION) 43.50 TRESTLE CUSTOM HOMES,LLC TOTAL 1,050.98 275 MARKET ST Payment(s) SUITE 531 CREDIT CARD 6595 1,050.98 MINNEAPOLIS,MN 55405- (612)782-7111 Minnesota State License#:BUIL-BC652324 OWNER SARAH BUSTON,JULIE BROWN 755 TONKAWA RD LONG LAKE,MN 55356- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended fora riod of 180 days at any time after work has commenced. The a lic tis ponsible for assuring all required inspections are r ested i 116rce with the State Building Code.This permit may be r yoked at y ti or due cause. Applic—NEWP&bibeeattire Date Issued Signature Date CITY OF ORONO BUILDING PERMIT APPLICATION FOR NEW STRUCTURES OR ADDITIONS Mailing Address: Permit number: kpr, PO �s7 PO Box 66 2� Crystal Bay, MN 55323-0066 Date received: _ A ,, Street Address:' -------�--Fr��, Received by: 2750 Kelley Parkway ,zu f� —V� Ian review fee: l�kfSHO�� Orono, MN 55356 �:_c '- Main: 952-249-4600 o al Fee: Fax: 952-249-4616 www.ci.orono.mn.us 5d . This application form must be completed in full and all required information must be submitted. 5 g j►S Incomplete applications will be returned. (Please print) 9 JJS(o GENERAL INFORMATION: Job Site Address: 75 20 Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑ Yes No /f yes,a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will e required unless applicant demonstrates sufficient on-site parking is available. Non-permitted events will not be allowed. CONTRACTOR/APPLICANT INFORMATION: Name: _TP-L�-► CC,= r UUM State License# Z Expiration Date: 3 AZ Phone: cell (BIZ. Sp office (L • Z /l Mailing Address: A T. VIT'C City: l''llKWt- 045 ZIP: O Contact Person: jDET-LD� C{�y t,4 Applicant is: ontractor / Homeowner (Circle One) Email and/or Fax: ?eTEvL TIAL=5TL>ELUb �loNltr C PROPERTY OWNER INFORMATION: Name: - c? E7- &,C>.V 1-1 Phone (day): _763- z1q 3- 0 7 68 Address: 755 -T0N kap/A MoD City: C�2C7 o ZIP' 5,535 Email and/or Fax JI3�D.�/N_t� Lae70r=►T-. CQ,.j ARCHITECT/ENGINEER INFORMATION: Name: c Phone (day): &2- - ZO __ Address: -a-2-ey11 MAAE�? ,( IC- 12 City:Ntuule�5 ZIP: Email and/or Fax: G6-CL-1_ PROJECT INFORMATION: Description of project: _/ 1.Type of Project 2. Proposed Use 3. Structure Type 4. Sewage Disposal & Water Supply XNew Construction El Single Family with Accessory Bldg./Garage ❑Addition attached garage Deck N�Public Sewer T&Accessory Building ❑ Single Family with ❑ Office/Commercial ❑ Relocation detached garage ❑ Residence ❑ Private Sewer ❑ Other: (specify)D�M r'i CAQ- ❑ Multiple Family/Condo ❑ Retaining Wall(s) ❑ Public 4-feet or greater Public Water "Any earth movement may also require ❑ Commercial ❑Storage MCWD review & permits. ❑ Industrial ❑Warehouse ❑ Private Well Minnehaha Creek Watershed District )MCWD Other: (sp ) El Other(specify; ( ; nw ecl 15320 Minnetonka Blvd _�•�= !" Minnetonka, MN 55345 Phone: 952-471-0590 Fax: 952-471-0682 www.minnehahacreek.or Estimated Construction Valuation (excluding land) $ 57,QC0.00 RECEIVED JUL 2 6 2016 CITY OF ORONO STRUCTURE INFORMATION: 1. Structure Dimensions 1. Structure Dimensions(continued) a. Length (ft.)= Number of bedrooms= 2. Occupancy: �/►. �� `T b.Width (ft.)= Number of garage stalls: 3. Occupant Load: Areas in square feet Attached = c. Basement= Detached= 4. Type of Construction: �l i d. 1 st Story = ,{,� ,ICJp e. 2nd Story= 5. Code Edition: ZJ�mn � /'�� C f. '/s Story = g.Total Area= REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Applicable ❑ Building Permit Escrow Agreement and Fees ❑ Plan Review Fee 19 ❑ Completed Application Form 91 ❑ Proposed B ilding Plans—2 full size sets,to scale and 1 reduced 11 x 17 or 8'/2 x 11 set ❑ Minnesota State Energy Code Calculations and Mechanical Code Requirements ❑ Survey—2 full size,to scale(meeting ALL survey requirements) ❑ Hardcover Calculations ❑ Septic System Certification ❑ Min nehaha Creek Watershed District(MCWD) Permit or -(ov 5%40vL-0 Documentation from MCWD stating no permit is required lois T2cVrI tqc\,/ ❑ Landscape Walls and/or Retaining Wall Plans ❑ Stormwater Pollution Prevention Plan SWPPP ❑ Access Permit ❑ ET Data Privacy Advisory Form APPLICANT/OWNER ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Building Department-, • Agrees to pay the City of Orono for engineering consultant review costs in excess of$500; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so,the staff has no alternative but to reject it until it is complete-, • Acknowledges the Escrow Agreement is completed and signed; • Understands some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the application may not be issued. • Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the Certificate of Occupancy is requested, a temporary Certificate of Occupancy may be issued upon receipt of a $10,000 escrow to ensure completion of the as-built survey and all site improvements. Applicant's Signature: Date: -7 - 7-4 • [L Owner's Signature: Date: Last Updated: January 2016 FLAN REVIEW ,,CHECKLIST FOR NEW STRUCTURES / ADDITIONS T55Address: � 1 Uflua= _W Permit No.: 2z 1(0 « W r1 4 Description of work: aginb2 S� Date Rec'd: I - Z.(p•((Q Septic review by: Yv to Date Approved: Zoning review by: Date Approved: Building review by: �— Date Approved: Grading review by: Date Approved: Zoning District: -� Zoning File#: Reso#: Reso Date: Zoning: Lot Area: Z, 21 SF 4 A Width: Lot Coverage: SF % Survey Submitted: 9Yes ❑ No Date of Survey: T Mi W Revised date(?): 13. 2 l ' L5 Landscape plan submitted? ❑ Yes ❑ No Landscaper: Proposed Setbacks: FLake) &ar(Street) ( N S E W ) ( NIde E W ) Other Buildings Wetland Side �— I q' t 'Mk •a- aPPIOV i 2• r r rs Defined Height: Peak Height: FFE: FFE m s 6 feet= (Existing Contour; Perimeter (linear f t) = 50%_ / L. . below grade Basements Yes ❑ No, Stories FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: The distance between the lowest proposed Slab at or above grade— START WITH floor(of the basement or crawl pace)and measure from highest existing the highest point of the roof grade to the highest point of the START WITH roof even if fill was brought in to i If you have a... elevate home. / SUBTRACTION • GABL OR HIPPED ROOF(no Slab below grade—measure (BASED ON windows): Subtract half the distance from highest existing grade to the ROOF TYPE) between the highest point of the roof highest point of the roof. to the low point of the corresponding If you have a... gable or hipped roof SUBTRACTION GABLE OR HIPPED ROOF • GABLE OR HIPPED ROOF(with (BASED ON (no windows): Subtract half the distance between the windows): Subtract half the distance ROOF TYPE) highest point of the roof to between the top of the highest the low point of the window and the highest point of the roof corresponding gable or hipped roof • ALL OTHER ROOF TYPES(flat, GABLE OR HIPPED ROOF mansard,etc):No subtraction. (with windows): Subtract SUBTRACTION Subtract the distance between the half the distance between (BASED ON basement/crawl space floor and the the top of the highest EXISTING highest existing grade adjacent to the / window and the highest GRADES) foundation OR 10 feet(whichever is less), point of the roof • ALL OTHER ROOF TYPES (flat,mansard,etc):No EQUALS Defined building height subtraction. Defined building height EQUALS Updated: May 2016 z:\forms\plan review checklist 5-2016.docx Shoreland District MCWD Permit Average Lakeshore Setback Bluff Met? Yes f] No Permit Number: 0 Yes 0 No N/A 0 Ye No N/A—see attached Setback: Stormwater Quality Existing Proposed Overlay District Tier Hardcover Hardcover Variance Required CUP Required circle one % and sf % and sf X4,"1 Q� l(p,ZSb 0 Yes No 0 Yes No 1 Ito, 2 3 4 5 Type(s): Type(s): 3gq sf Fees to be Charged YES NO Permit L'__� Plan Review (/ State Surcharge �- Investigation Fee SAC—Number of SAC Units Other(specify) Square Footage $ per Square Footage Basement X = $ 1 s' Floor X = $ 2nd Floor X = $ Garage X � _ $ © Estimated Construction Value: $ LY} !,©yo Orono Inspections Required Work Requiring Separate Permits Footing 0 Site 0 Plumbing 0 Grading/Filling 0 Poured Wall XSilt Fence/Erosion Control 0 Mechanical 0 Fire Q ,Foundation Survey 0 Hardcover Removal 0 Fireplace 0 Water Connection 0 Framing 0 Other(specify) 0 Masonry 0 Sewer Connection 0 Waterproofing/Drain tile 0 Mfg. 0 Lawn Irrigation 0 Foundation Waterproofing 0 Other(specify) 0 Landscaping PFraming ED<31nsulation 0 As-Built Survey Final 0 Lathe Required State Permits 0 Other(specify) 0 Well Electrical REMARKS (in-house): OFFICIAL REMARKS -TO BE NOTED ON PERMIT AND INITIALLED: 0 See Builder Acknowledgement Form %X Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. Updated: May 2016 z:\forms\plan review checklist 5-2016.docx Permit Application: Self-Checklist for Completeness Please note, the applicant must initial in the boxes below to acknowledge the minimum required information is included with the submittal. If not, the application will NOT be accepted. Call 952.249.4620 to schedule a meeting with staff if you have questions on application submittal requirements. U Completed Application El n Plan Review Fee Paid Signed Escrow Agreement & Escrow Payment Plans (to scale) x2 :moi Certificate of Survey (to scale) showing the proposed project & meeting all requirements x2 Hardcover Calculations (if applicable) I am aware that Orono will not issue a building permit without a ��` copy of IVICWD permits (or documentation from the MCWD stating V the proposed oject does not trigger their permitting l V' requir m I will contact the MCWD at 952-471-0590 reg rding his oject. Signed by: Address: Permit #: W:\Applications,License or Permit Applications\Zoning Applications\Permit Application Completeness Checklist 2015.docx V Christine Mattson From: Adam Edwards Sent: Friday,August 05, 2016 2:58 PM To: Christine Mattson Subject: RE:755 Tonkawa Road/#2016-00886 Stamped Approved From:Christine Mattson Sent: Monday,August 01, 2016 3:40 PM To: Roger Peitso<rpeitso@ci.orono.mn.us>;Adam Edwards<aedwards@ci.orono.mn.us> Subject:755 Tonkawa Road/#2016-00886 We received a building permit application for a detached garage. Adam has a copy of the building plans, survey and SWPPP. Roger has the same including the entire file. Please review and provide comments. Thank you. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono I MN 155356(physical address) PO Box 66 I Crystal Bay I MN 155323-0066 (mailing address) 9 952.249.4620 18 952.249.4616 ® cmattson@ci.orono.mn.us I www.ci.orono.mn.us Summer Office Hours: (Monday, May23 through Friday,September 2,2016) Monday-Thursday: 7:30 am to 5 pm Friday: 7:30 am to 11:30 am OUR OFFICE WILL BE CLOSED: Monday,September 5, 2016 1 Christine Mattson From: Brown, Julie <jbrown@loveofit.com> Sent: Wednesday,August 10, 2016 10:46 AM To: Christine Mattson Cc: Peter Crain Subject: Re: 755 Tonkawa Road/#2016-00886 Good morning Christine. I will bring the signed agreement and a check down this afternoon. As far as landscaping, the area around the new garage is wooded and mulched. Our intent is to mulch around the garage so it matches the adjacent area. Our property fortunately has significant other landscaping and the garage will not be a focal point in that regard. Thanks. Julie On Tuesday, August 9, 2016, Christine Mattson<CMattsonkci.orono.mn.us>wrote: Peter, Per our telephone conversation this morning, I've asked surveyor, Mark Gronberg to update the survey to shown the patio next to the proposed garage/accessory is to be removed and to provide existing and proposed hardcover calculations. Please confirm with the property owner if there will be any proposed exterior/landscaping improvements i.e. patios, grading, sidewalks, retaining walls, etc. in conjunction with the proposed project? The landscape plan should include the name of the individual performing the work. Any proposed patios, grading, sidewalks, retaining walls shown on a landscape plan should also be reflected on the survey. �l Permits involvinggrading and/or review b rr `� and an escrow agreement. The 10 g Y r ri purpose of the escrow is to guarantee reimbl n n� (� �.during the review of your plans. Additionally this escrow will guaranty I v 1 to erosion control and stormwater. The required escrow amount foi closed. The property owner must sign the enclosed agreement and submit Please don't hesitate to contact me if you Christine Mattson 1 Planning Assistant City of Orono 2750 Kelley Parkway Orono ( MN 55356 (physical address) PO Box 66 Crystal Bay , MN 55323-0066 (mailing address) Iff 952.249.4620 ( A 952.249.4616 ® cmattson e,ci.orono.mn.us I -u www.ci.orono.mn.us Summer Office Hours: (Monday,May 23 through Friday,September 2, 2016) Monday -Thursday: 7:30 am to 5 pm Friday: 7:30 am to 11:30 am OUR OFFICE WILL BE CLOSED: Monday, September 5, 2016 E 2 Christine Mattson From: Christine Mattson Sent: Tuesday,August 09,2016 1:09 PM To: 'Mark' Cc: 'peter@trestlecustomhomes.com' Subject: 755 Tonkawa Road Hi Mark, The contractor for 755 Tonkawa Road, Peter Crain, mentioned the concrete pad next to the proposed garage was to be removed. You have it identified as item S on the survey. Please show this to be removed on the survey and provide two copies for our review.Also please provide existing and proposed hardcover calculations. Thank you! Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono I MN 155356(physical address) PO Box 66 1 Crystal Bay I MN 55323-0066(mailing address) 9 952.249.4620 1 8 952.249.4616 ® cmattson@ci.orono.mn.us 1 -2�www.ci.orono.mn.us Summer Office Hours: (Monday, May 23 through Friday,September 2,2016) Monday-Thursday: 7:30 am to 5 pm Friday: 7:30 am to 11:30 am OUR OFFICE WILL BE CLOSED: Monday,September 5,2016 1 Christine Mattson From: Adam Edwards Sent: Friday,August 05, 2016 2:58 PM To: Christine Mattson Subject: RE:755 Tonkawa Road/#2016-00886 Stamped Approved From:Christine Mattson Sent: Monday,August 01,2016 3:40 PM To: Roger Peitso<rpeitso@ci.orono.mn.us>;Adam Edwards<aedwards@ci.orono.mn.us> Subject:755 Tonkawa Road/#2016-00886 We received a building permit application for a detached garage. Adam has a copy of the building plans,survey and SWPPP. Roger has the same including the entire file. Please review and provide comments. Thank you. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono MN 155356(physical address) PO Box 66 I Crystal Bay I MN 155323-0066 (mailing address) 2 952.249.4620 I A 952.249.4616 ®cmattson@ci.orono.mn.us I -t�www.ci.orono.mn.us Summer Office Hours: (Monday, May 23 through Friday,September 2,2016) Monday-Thursday: 7:30 am to 5 pm Friday: 7:30 am to 11:30 am OUR OFFICE WILL BE CLOSED: Monday,September 5,2016 i City of Orono olio, Hardcover Calculation Worksheet J } zI Property Address: 7S5 t'�Buk�-ou' �c �,eaGyrr) ``�'rrtsK Prepared by: G0,044 �� ��a Date: -Z Stormwater Quality Overlay District Tier: (Circle one) er 9 Tier 2 Tier 3 Tier 4 Tier 5 Step 1 � H RDCOVE In the following table identify all items of existing hardcover on the property,keyed by letter to Certificate of Survey(survey must accompany this form). Use as many lines as necessary to accurately depict existing hardcover status of the property. For Tier 1 properties,identify any features by letter which are split at the 75' setback line and calculate hardcover square footage separately for each portion. Key to Hardcover Item (Describe) Length x Width Total Survey �S u_are Feet (Ex=019L Gaa s ;<< ' . ' i 2-0 si.) A 3 97k S.F. B of r S.F. C ♦vF S.F. D L.o�AG. S.F. Ei S.F. F re Al Toa/ S.F. G r ! S.F. H I Rock do)t0eg2 S.F. 1 / S.F. S.F. K / G _ S.F. L S.F. S.F. N _ /S S.F. O 7 Y -S.F. P Q S.F. R A0.4 r/0 5 S.F. S ".1 S.F. T S.F. U S.F. V S.F. W S.F. X S.F. Y S.F. Z S.F. 1 Total Existing Hardcover /y 92 S.F. Exclucld#`le.l#a><dco�rer � SF _ S.F. 2) Total Excludable Hardcover S.F, (3) Net Existing Hardcover [Subtract line(2)from line 1 S.F. _Total Lot Area S Existing Hardcover Percentage [(3)+(4) (Proposed Hardcover next page) January 8,1013 City of Orono 6SHO Hardcover Calculation Worksheet Property Address: 75-5' T®�vlu ,r Ao4.Q Cf0�XroA✓f e4V4,V J Prepared by: Date: Stormwater Quality Overlay District Tier: (Circle one) (Eip Tier 2 Tier 3 Tier 4 Tier 5 Step 2. ROPOSED HARDffiets In the folloWng�a"ble,aen of proposed hardcover on the property, keyed by letter to Certificate of Survey(survey must accompany this form). Include all existing hardcover items that are intended to remain,as well as all proposed hardcover items that will be added. Use as many lines as necessary to accurately depict proposed hardcover status of the property. For Tier 1 properties, identify any features by letter which are split at the 7V setback line and calculate hardcover square footage separately for each portion. Key to Hardcover Item(Describe) Length x Width Total -Survey (Square Feet Exam a (Garage) 24'x NY 720 S.F. A ITY'IA-1G .S/mcc..t'E S.F. B u t 15 S.F. C si XIM 441AY CC13 S.F. D sI Oti'7 P "'E yG S.F. E if 7 S.F. F J*0 S.F. G ++ CVAIC. Al. VA- N04frG 151 S.F. H t$ org O&Aorx 2z S.F. I t® A 1-/R A !E S.F. C,0'rt/C IV -0 k .1r? O O S.F. K JU 4 4 S.F. L WAILL AV oL,T uol t t.k S.F. M Ale 'ofd & 11 S.F. N J*f I O S.F. O 4f1 L41.4 LX 75f S.F. P 0FrX, 44OV0.0 d 't=r" ot R T' id W.4 GL '14019 S.F. a +t A k T'O® 4 T S.F. R ,s rl 0 5'73' S.F. S H D S.F. T 6 S.F. uAC !t S.F. V S.F. W S.F. X I S.F. Y S.F. 2 S.F. 1 Total Proposed Hardcover 9 S.F. Excludable Hardcover Me City code sec 78-1664): S.F. S.F. S.F. S.F. S.F. 2 Total Excludable Hardcover S.F. 3 Net Proposed Hardcover Subtract line 2 from line M1 S.F. 4 Total Lot Area r Pa 7j V S.F. Proposed Hardcover Percentage t(s)+(4)I 416, ,?S% Sub&lskn Applkalon-January 2016 This is an information pocket regarding Hardcover. Every effort has been made to ensure the accuracy of Me information contained herein;however,if any information is not consistent wilt provisions of the City Code,the Code provisions will prevail. Page 19 Christine Mattson From: Miriam Eason <meason@minnehahacreek.org> Sent: Tuesday,July 26, 2016 4:27 PM To: Melanie Curtis; Christine Mattson Cc: Peter Crain Subject: No MCWD permit required for 755 Tonkawa Rd Good afternoon, I spoke to Peter Crain about his proposed garage addition to 755 Tonkawa Road in the City of Orono to Julie Brown.This project does not trigger MCWD rules and does not require an MCWD permit. Thanks, MIRIAM EASON District Representative Minnehaha Creek Watershed District 952-641-4586 http://minnehahacreek.org/ 10 MINNENAHA CREEK WATERSHED DISTRICT 1 RESIDENTIAL ACCESSORY BU I LDI NGS www.ci.orono.mn.us lgkEs H Off`` 952-249-4620 PERMIT A permit is required for all accessory structures. An application packet may be obtained on the City's website (www.ci.orono.mn.us)or at the City offices. DESIGN -IV" 1+10 Accessory structures 120 square feet or larger located on lots of less than 2 acres must be consistent in design and color with the principal structure (house). Garages located within the rear yard on lots that have frontage on a lake must have windows or other ornamental, architectural features on the wall facing the street or private road. SIZE Maximum Individual Accessory Maximum Allowed Total Footprint Lot Area Building Footprint of All Accessory Buildings on a Property* 0.00--1.99 acres 1,000 square feet 2,000 square feet 2.00--3.00 acres 1,200 square feet 2,400 square feet 3.01--3.50 acres 1,400 square feet 2,800 square feet 3.514.00 acres 1,600 square feet 3,200 square feet 4.014.50 acres 1,800 square feet 3,600 square feet 4.51--5.00 acres 2,000 square feet 4,000 square feet 5.01--6.00 acres 2,200 square feet 4,400 square feet 6.01--7.00 acres 2,400 square feet 4,800 square feet 7.01--8.00 acres 2,600 square feet 5,200 square feet 8.01--9.00 acres 2,800 square feet 5,600 square feet 9.01 or more 3,000 square feet 6,000 s uare feet *Only one accessory building may exceed 1,000 square feet. NUMBER Absent any other zoning requirements there is no limit on the number of accessory buildings per property. STRUCTURAL COVERAGE/MASSING Properties less than 2 acres in size are subject to a 15 percent structural coverage limitation. (See the Structural Coverage information sheet.) HARDCOVER Properties located in Tier 1 though Tier 5 within the Stormwater Quality Overlay District are subject to hardcover regulations. These are typically properties within 1,000 feet of lakes or 300 feet of certain creeks. (See the Hardcover information sheet.) Reference: City Code Sections 78-1279, 78-1288, 78-1404. 78- This is an information sheet.Every effort has been made to 1405, 78-1435 through 1438 insure the accuracy of the information contained herein; however,if any information is not consistent with provisions of January 2013 the City Code, the Code provisions will prevail. Page 1 of 4 Lakeshore lots: An accessory building may be placed closer to the street than the house. An accessory building other than a garage must comply with the street setback for a primary structure. These setbacks are: RR-1A, 100 feet; LR- 1A and RR-1 B, 50 feet; LR-1 B and LR-1C 30 feet. A detached garage may be placed 10 feet from the street lot line as long as the overhead door faces to the side or rear(i.e. away from the street). Lakeshore setback for an acc ssory building of any size Lake City Sewer Septic System Classen 150' 150' Dicke 150' 150' Forest 75' 75' French lower basin 150' 150' Lon 75' 100' Lydiard 150' 150' Minnetonka 75' 75' Tanager 75' 100' An accessory building may not be placed lakeward of the average lakeshore setback. This is a line drawn between the most lakeward points of the houses on either side of the property. A grade-level deck (a.k.a. a deck less than 6' in height including railings) may extend into the average lakeshore setback. Setbacks for an accessory b ilding of less than 750 square feet Zoning District Interior Side Street Side LR-1 A 10' 50' LR-1 B 10' 35' LR-1 C or LR-1 C-1 10' 15'** RR-1A 10' 100' RR-1 B 10' 50' Setbacks for an accessory b ilding of 750 to 1,000 square feet Zoning District Interior Side Street Side LR-1A 15' 50' LR-1 B 15' 35' LR-1 C or LR-1 C-1 15' 15'** RR-1A 15' 100' RR-1 B 15' 50' Setbacks for an accessory building of more than 1,000 square feet Zoning District Interior Side Street Side LR-1A 30' 50' LR-1 B 30' 35' LR-1 C or LR-1 C-1 30' 30' RR-1A 50' 100' RR-1 B 30' 1 50' In addition to improved streets,this setback applies to unimproved street right of ways(sometimes called fire lanes). **Must be 30 feet if a detached garage with overhead door facing the street side. Reference: City Code Sections 78-1279, 78-1288, 78-1404. 78- This is an information sheet.Every effort has been made to 1405, 78-1435 through 1438 insure the accuracy of the information contained herein; however,if any information is not consistent with provisions of January 2013 the City Code, the Code provisions will prevail. Page 3 of 4 HAU G O UPON D copy April 25,2016 HGTS Project Number: 16-0219 e c?/`-� (S Aa Mr. Tim Schwob Welch Forsman Associates, Inc. 7 �� -t,-Cg 0-\ 61 6026 Pillsbury Ave S Minneapolis, MN 55419 Re: Geotechnical Exploration Report,Proposed Garage Building, 755 Tonkawa Road,Orono,MN Mr. Tim Schwob: We have completed the geotechnical exploration report for the proposed garage building at 755 Tonkawa Road in Orono, Minnesota. A brief summary of our results and recommendations is presented below. Additional details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Two(2)soil borings were completed for this project that extended to nominal depths of 20 feet below the ground surface. The soil borings encountered about 4 feet of existing topsoil fill and fill underlain by native clayey glacial till soils that extended to the termination depths of the borings. Groundwater was not encountered in either boring while drilling and sampling, or after the augers were removed from the boreholes to a cave-in depth of 12 feet. The existing fill is not suitable for foundation support and will need to be removed and replaced with suitable compacted engineered fill. The underlying native clay glacial till soils appear directly suitable for foundation support. The footings for the proposed garage building can be supported on the native clay soils or compacted engineered fill designed for a net allowable soil bearing pressure up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Brett Maki at 612-269-4027 or John Carlson at 612-979-3542. Sincerely, HAUGO GEOTECHNICAL SERVICES,LLC Brett S. Maki,P.E. John T. Carlson,P.E. RECEIVED Project Engineer Senior Engineer JUL 267.010 CITY OF ORONO 2826 Cedar Avenue S, Minneapolis, MN 55407 GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Garage Building 755 Tonkawa Road Orono,MN 55356 PREPARED FOR: Mr. Tim Schwob Welch Forsman Associates, Inc. 6026 Pillsbury Ave S Minneapolis, MN 55419 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue S Minneapolis,MN 55407 Haugo GeoTechnical Services Project: 16-0219 April 25,2016 I hereby certify that this plan,specification,or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Ott00t � M John T. Carlson,P.E. Project Engineer ;N� 20M O License Number 20663 Expires June,2016 'Ott, OF M�t+1����, Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 1 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 OSHA Soil Classification 3 4.0 DISCUSSION AND RECOMMENDATIONS 3 4.1 Proposed Construction 3 4.2 Discussion 4 4.3 Building Pad Preparation 4 4.4 Interior Slabs 5 4.5 Below Grade Walls 5 4.6 Exterior Slabs 5 4.7 Site Grading and Drainage 6 4.8 Utilities Error!Bookmark not defined. 5.0 CONSTRUCTION CONSIDERATIONS 6 5.1 Excavation 6 5.2 Observations 6 5.3 Backfill and Fills 7 5.4 Testing 7 5.5 Winter Construction 7 6.0 PROCEDURES 7 6.1 Soil Classification 7 6.2 Groundwater Observations 7 7.0 GENERAL 8 7.1 Subsurface Variations 8 7.2 Review of Design 8 7.3 Groundwater Fluctuations 8 7.4 Use of Report 8 7.5 Level of Care 9 APPENDIX Boring Location Sketch&GPS Boring Locations,Figure 1 Soil Boring Logs,SB-1 and SB-2 Descriptive Terminology 1.0 INTRODUCTION 1.1 Project Description Welch Forsman Associates,Inc.is planning to construct a new garage building on the property at 755 Tonkawa in Orono,Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed garage. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for design and construction of the proposed new garage building. 1.3 Site Description The project site is located at 755 Tonkawa Road in Orono,Minnesota. The lot contains a single family residence with an attached garage in the west end and one outbuilding near the location of the proposed garage. The lot surface is rolling,with ground surface elevations at our boring locations ranging from about 961 to 963 feet mean sea level(MSL). The site is situated between North Arm and Stubbs Bay of Lake Minnetonka. 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services LLC proposal 16-0219 dated March 23,2016 and under the terms of our General Conditions. Our scope of services was limited to the following tasks: • Completing two (2) standard penetration test borings, extending each boring to a nominal depth of 20 feet. • Obtaining GPS coordinates and elevations at the soil boring locations. • Visually/manually classifying samples recovered from the soil borings. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • Preparing an engineering report describing current soil and groundwater conditions, and providing recommendations for site development. 1.5 Documents Provided We were provided with a Site Plan dated Garage Review March 16, 2016 prepared by Peterssen/Keller Architecture. The site plan shows the proposed location of the new garage building and existing property features. The construction plans provided were indicated not for review. 1 1.6 Locations and Elevations The soil boring locations were selected by HGTS based on the anticipated construction and site access. The ground surface elevations at the boring locations were obtained by HGTS using GPS measuring equipment. The GPS measurements were based on the NN County Coordinate System(Hennepin County)in US Survey Feet using the GEOID09(Conus)model. The approximate location of the soil borings are shown on Figure 1, "Soil Boring Location Sketch", in the Appendix of this report prepared by HGTS using an aerial photograph from the Hennepin County GIS website as a base layer. The GPS coordinates are also included on Figure 1. 2.0 FIELD PROCEDURES Two (2) standard penetration test borings were advanced on April 11,2016 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings,using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure,a 2-inch O.D.split barrel spoon is driven into the ground with a 140-pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value,or"N"value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by the HGTS drill crew. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes.The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered,the relative density or consistency based on the Standard Penetration resistance (N-value, "blows per foot") and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions,variations can occur beyond the location of the boring. 2 3.0 RESULTS 3.1 Soil Conditions The soil borings encountered about 4 feet of existing fill soils. The fill consisted of about 1 to 2 feet of silty sand topsoil fill over 2 to 3 feet of sandy silt that was dark brown to black in color and contained traces of roots and fibers. Underneath the fill sandy lean clay glacial till soils were encountered to the boring termination depths. The N-Values within the native clay till ranged from 6 to 27 bpf. These values indicate these soils had a medium to very stiff consistency. 3.2 Groundwater Groundwater was not encountered in either soil boring while drilling and sampling or after removing the augers from the boreholes to cave-in depth of 12 feet. However, given the cohesive nature of the soil encountered, it is likely that insufficient time was available for groundwater to seep into the boring(s) and rise to its hydrostatic level. Groundwater measurements were made as noted and shown on the boring logs. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. The ordinary high water level of Lake Minnetonka is 929.4 feet. 3.3 OSHA Soil Classification The soils encountered in the borings at the anticipated excavation depths consisted mainly of silty sand topsoil and silty fill over native sandy lean clay soils which correspond to the ASTM Classifications of SM/ML and CL.The SM/ML fill soils identified in the borings will generally be Type C and the CL clay till soils identified in the borings will be generally Type A under Department of Labor Occupational Safety and Health Administration(OSHA)guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction It is proposed to construct a new garage building which will be slab-on-grade and constructed with wood framing.. We anticipate the main floor will be constructed slightly above existing site grades at or near about elevation 965 feet MSL. We assume construction will consist of cast-in-place concrete foundation walls supported on concrete spread footings. The above grade construction will consist of wood framing,a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 1 to 2 kips (1,000 to 2,000 pounds) per lineal foot and column loads,if any,will be less than 50 kips (50,000 pounds). 3 If the proposed loads exceed these values,the proposed grades differ by more than 2 feet from the assumed values or if the design or location of the proposed building changes,we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The soil borings completed for this project encountered about 4 feet of fill soils. The existing fill soils are not suitable for foundation support and will need to be removed and replaced with suitable compacted engineered fill. The underlying native clay till soils appear directly suitable for foundation support. Groundwater was not encountered in either boring while drilling and sampling or after removing the augers from the boreholes. It appears that groundwater levels were below the depths explored by our borings. We recommend the lowest floor grades of the new building be constructed to maintain at least a 2-foot separation between the lowest floor slab and 100 year flood levels of storm water ponds or other nearby surface water features. 4.3 Building Pad Preparation Excavation We recommend that all vegetation, topsoil, fill soils and soft clays be removed from the proposed building and oversize area. Table 1 below summarizes the anticipated excavation depths at the boring locations. Excavation depths may vary and could be deeper. Table 2. Anti ci ated Excavation Depths BoringMeasured Anticipated Anticipated Surface Excavation Excavation Number Elevation feet Depth(feet)* Elevation(feet)* SB-1 961.1 4 957 SB-2 J 963.1 4 959 *=Excavation elevations were rounded to nearest 1/2 foot Oversizing If the excavation extends below the proposed footing elevation, the excavation requires oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation Backfilling We recommend sands be used for engineered fill to provide a less frost susceptible subgrade and for ease in compaction. We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM (with less than 12% passing the #200 sieve) should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. 4 The clayey sand fill and soft silt removed during soil corrections are not suitable for reuse as structural fill or backfill. Likewise organic soils such as topsoil or soils that are black in color, if encountered,are not suitable for use or reuse as structural fill. Foundations We assume the garage will be unheated. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native clay till soils. It is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot(psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/2 inch,respectively. 4.4 Interior Slabs The anticipated floor subgrade is granular fill overlying the native clay till soils at depth. It is our opinion a modulus of subgrade reaction, k, of 200 pounds per square inch of deflection (psi)may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage,but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes in regards to a radon mitigation plan beneath interior slabs. 4.5 Below Grade Walls We assume the new garage will be a slab-on-grade structure and therefore do not anticipate any below grade(basement)walls. 4.6 Exterior Slabs Portions of the exterior slabs may be underlain by clay till soils which are considered moderately frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades,and replace them with non-host-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. 5 If this approach is used and the excavation bottoms terminate in non-free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.7 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed building. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition we recommend downspouts with long splash blocks or extensions. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings,at the anticipated excavation depths,consisted of mostly granular soils consisting of silty sand and sandy silt which corresponds to the ASTM Classifications SM and MLS,respectively. The soils identified in the borings will generally be Type C soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations in Type C(sand)soils should be constructed at a minimum of 11/2 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 6 5.3 Backfill and Fills We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches,depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed garage foundation and floor slabs. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density(Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual- Manual Procedure)". Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring,the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected,if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structure as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall,flooding,irrigation,spring thaw,drainage,and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Welch Forsman Associates and their design team to use to design the proposed structure and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 8 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. 9 APPENDIX FE>I MLN —say Ww_m_ LIE OF Oft* u LOT a - --,-J$LAC'J(TCV\ 'EWA " IPE 01Y OF inac O WETUM NES, GARAGE: 2E1NACc M LOCAJIP4A WM CAP" 0ONCRETE OFINM r EXISTING : BUILIDING =Approximate Soil Boring Location `w E S GPS Boring Locations Boring Number Elevation Northing Easting (US Survey Feet) Coordinate Coordinate SB-1 961.1 163373.77 438692.41 SB-2 963.1 163341.63 438701.81 Referencing Minnesota County Coordinates Basis-Hennepin County(GEOID09 Conus model) Haugo GeoTechnical Soil Boring Location Sketch Figure#: 1 Services. 7SS Tonkawa Road Drawn By:RD 2825 Cedar Avenue S. Orono, Minnesota Date:4/19/16 Scale:None Minneapolis,MN 55407 Project#: 16-0219 Haugo GTS BORING NUMBER SBA G O 2825 Cedar Ave S Minneapolis, MN 55407 PAGE 1 OF 1 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Welch Forsman Associates PROJECT NAME 755 Tonkawa Road PROJECT NUMBER 16-0219 PROJECT LOCATION Orono,MN DATE STARTED 4/11/16 COMPLETED 4/11/16 GROUND ELEVATION 961.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger/Split Spoon AT TIME OF DRILLING —Not Encountered LOGGED BY MS CHECKED BY JC AT END OF DRILLING --Not Encountered NOTES AFTER DRILLING —Not Encountered with Cave-In Depth of 12 feet Lu z ♦SPT N VALUE A U=1) W 20 40 60 80 a iK O w o o ~ a PL MC LL O MATERIAL DESCRIPTION -1 2 j f7 O=Q Lu w z �--0 pv OJ a.5 OV� mOZ v" }v 20 40 60 80 LU a o ❑FINES CONTENT(%)❑ 0 20 40 60 80 Silty Sand,black,moist.(TopsoiVFILL) AU Sandy Silt,trace Roots,black,moist to wet.(FILL) SS 2-2-3 a 2 (5) .......:.......:.......:...... . 0 3 (CL)Sandy Lean Clay,trace Gravel, mottled brown and grey,wet, z5 medium.(Glacial Till) SS 3-4-4 .. ...........:..............:...... . 3 (8) rn ...;....... $ (CL)Sandy Lean Clay,trace Gravel, rust staining,brown,moist to wet,medium to stiff.(Glacial Till) SS 2-3-3 4 (6) ..........:....... s :...............:....... J W10 y SS 2-3-5 z 5 (8) w ...............:..............:....... 9 J D SS 3-6-7 6 (13) .........:. ............:....... W v .... .........:...............:...... . 0 15 SS 4-7-8 .......:....... .............. ...... . 7 (15) .. ................. .... 0 c� :.......:..............:...... . z N 20 IS [4( 61)1 8 1 x U LU Bottom of borehole at 21.0 feet. 0 w (7 Haugo GTS BORING NUMBER SB-2 GD 2825 Cedar Ave S PAGE 1 OF 1 rXGMMHWrAL Minneapolis,MN 55407 Telephone: 612-729-2959 Fax: 763-445-2238 CLIENT Welch Forsman Associates PROJECT NAME 755 Tonkawa Road PROJECT NUMBER 16-0219 PROJECT LOCATION Orono,MN DATE STARTED 4/11/16 COMPLETED 4/11/16 GROUND ELEVATION 963.1 ft HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auaer/Split Spoon AT TIME OF DRILLING — Not Encountered LOGGED BY MS CHECKED BY JC AT END OF DRILLING —Not Encountered NOTES AFTER DRILLING —Not Encountered w z A SPT N VALUE A w 20 40 60 80 IL a C7 w rro ~� PL MC LL O MATERIAL DESCRIPTION >a O Q W N Z a 20 4080 Q v J --� QZ ��. m0Z Uv } < W a W ❑FINES CONTENT(%)❑ 0 20 40 60 80 Silty Sand,black,moist. (Topsoil/FILL) AU \\ .......:.......:.......:.......:....... Sandy Sift,trace Roots and Fibers,dark brown to black, moist. 2 (FILL) SS 2-2-2 a 10 (4) ..............:..............:...... . 0 3 . .................................. .. (CL)Sandy Lean Clay,trace Gravel, mottled brown and grey to 0 5 brown at 10 feet,moist to wet, medium to stiff.(Glacial Till) SS2-3-3 . .....:.......:.......:.......:....... 11 (6) 0 w SS 14-7-8 12 (15) z c� 10 y SS 7-14-13 .. ....:.......:.......:....... w 13 (27) 9 .... ........ ........... ca .... .... J SS 7-7-7 14 (14) ..............:....... ......:....... ir W 15 o SS 7-7-8 .............. .............. ...... . 15 (15) 0 0 z (CL)Sandy Lean Clay,trace Gravel,rust staining, brown,moist, o 20 stiff to very stiff.(Glacial Till) a SS 6-8-10 ......:..... :.......:....... m 16 (18) x U W Bottom of borehole at 21.0 feet. 0 w 0 r rc42ul►hut►vC ► C►►►►U►v►Vyy till Out Standard D 2487 -00 pfd Classification of Soils for Engineering Purpose wrreerune,°aa (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Particle Size Identification k3roup Names Using Laboratory TestsGip Boulders over 12' Symbol, Group Name° Cobbles 3-to 12' C Gravels Clean Gravels C„Z 4 and i S C,c 3 c GW 1f1tell.graoeo grave! Gravel More t n Me than 50of 5 ar less fines* Coarse 3/4-to 3' C.<4 and/or 1 >C>3 c NO 4 to 3i4• coarse Traction GP Poorly gravel F1f1e > retained on Gravels with Fines F mes cies as ML or MH GM Silly gravel Said 00 V C a` No 4 sieve More than 12 Fres Fines classify as CL or CH GC Cla a avec Coarse No 4 to No 10 i to ry Sands Clean Sands C,.6 and 1 S C, S3° SW Wei- laded sand' Medium No 10 to No 40 e c 50°h in more of g F'ne No 40 to No 240 _ coarse fraction 5; W less fines' C°<6 ands t>G >3 c SP Poorly graded sand' SO <No 200.PI<4 o tai passes Sands with Fines Fw*s classify as ML or MH SM Stfty sand below'A'ane No 4 sieve More than 12%' 1 Frites classify as CL or CH SCCiftey sand'' Clay <No 200.PI 4 a on a above'A'Imr = PI>7 and plots on W above'A`ane r CL Lean cle Silts and Clays Inorganic v PI<4 or plots below Imei li11L gift Relative Density of oma, Liquid limit dj N $ n less than 50 j Organic LRquid limit-oven deed < 0 75 OL Organ,c Uay Cohesionless Soils C C o Liquid brill-not dried OL `Otganic sig very loose 4 to a BPF ` ro PI plots on a above'A'one CHi at cla Loose 5 to 14 SPI, Sift and clays Incrgeruc �i Liquid limit PI plots below'A-line MHlasik sat f?ensem dense 11 to 30 BPF 50 a more Organic Liquid limn-oven dried ON Organic tray 31 to 50 BPF LL w g l u a fi n -noidned < 0 r5 very dense over 50 BPF H Organic sill, Highly Organic Soils 1 Primarily organic matter dark in color and organic odor PT Peat Consistency of Cohesive Soils r Salted on the ma"6 "s V aria 3-n;75rn,sieve Veit soft O to 1 BPF C 0(laid sample c"twned cobbles 01 tw--:o- or,ori add w:tn caota®s a boulders a born to wour-W,e Soft 210 3 OPF C C DH;D.. C Di_•--_ Rather soft 4 to 5 BPF .D, Medium 6!o B BPF Q it sod corr'al's}+5'A sand aoo a- Rather stiff 9 to 12 BPF v Gravett wren_to12%!neslmureo,ws;-*rc><s Stiff 13 to 16 SPF GWGM rekgmedw gravel wrh sir, Very stiff 17 t0 34 BPF C,WGC vet+graded gatrf wrth ca. (lard over 30 BPF rfi.e,Nt tld0/:y padao grQvei Nn°4n GP-GC G�nY 6 MSe+y avct win.oral M virus CLW541;as CA-ML se due,Svrmpr'GC-Glut C,SC SM g "urea woo'ganK aw W,"ocx ar-,Claes:ogro.JPrame h It sat comlwns t Tt9(grk„Pr add «,n,ysve, !G Vz,*ha re S iron w.n 5 t;12 w fek",e%we a�ainf,s Drilling Notes Sint SM we�i-qii eo sa^d ion+•s,e g SWSC wen-towed&aria ora•c;ai Standard penetration test Owings were advanced by 3 1/4"or 6 i14- SP-SM dad=,r waded saki«xr sr ID hollow-stem augers unless rioted otherwise -felting water was used SP er t donor Vial o tercel,.gin area to clean ovi auger prior to sampling only where indicated Ott • e Anerberg rm!rts prat�na:cned a:ea so i,s a Ci Ml tiny tray logs k Ifawcontars IC to24%pt-s No VC,a=w�nsxxd,a,-wa^grave'wnmcrevwra;naoomrwtt Standard penetration lest borings are designated by the prefix 'ST' N sortxroa";;i 30%PA No'%preaomrsa,xy sero add swVY towow name tSpiri Tube) AN ssmPles were taken with the standard 2'OD spii 4ube m Nsoocovansk rkmNo 200 zil000—nwvN Vavei add grave'iy togrow mame sampler except where noted n Pr 2 a amp trots+on a atxive a ire r, Pi<4 or P,orS below A Sit* Power auger borings were advanced by 4 or 6'dianumer+continuous- r Pi plots or•of above A !.r,e a Pi rats below, A .x flight solid-slem augers Sal classifications and strafe depths were in- ferred from disturbed samples augered to the surface and we therefore so svmewha!apprOxinsate Powrw auger borings are designated by the prefix'8 5o ' Hand auger borings were advanced manually with a 1 112 on 3 1/4` J diameter agger and were limited to the depth from which the auger could ' V�. be manually withdrawn Hand auger borings are indicated by the prefix n40 H. >•S I ' Gov SPV Numbers indicate b'wws per foot recorded in standard penetration 30 test also known as-N-value. The sampler was set B nto tutdist irloW sort below the holiow•slemauger Driving resistarlmswere then counted ' for second and ihad 6-increments and added to get$PF Where they N 20 J7 ' differed significantly they are reported in the following form 2112 for the second and trnrd 6-increments respectively N1or OH 10 , WH: LNunderweight H ind,Caies the sampler penetrated Solt undweight of hammer and rods atone driving not required 4 cr ,w ML Or OL WR: 1NR i�d,cateS the sampler penetrated sod under weight of rods atone hammer weighl and driving no required 0 0 14 16 20 30 40 5o so 70 so so 100 110 Liquid Lima(LL) TW,rdreales thin wa!!ec wndisfurbed)tube sample Laboratory Tests Nate. Ali!esls(w,e run in general ac-,-;,roance wdr applicable ASTM s!aridards DO Dv density Pct OC Organic content 11, WO Wet density pct S Percent of saturation ,a MC Natural moisture content SG Specific gravity LL Ligiuid limit `.: C Cohesion psi PL Plastic limit ;c 0 Angle of internal frvvn Pt Plasticity •ndex qu Unconfined compressive strength psi P200 passing 200 sieve qp Pocket perielromeler strength.tst ftxv'� 1�titj b Otates Enuiroumientat Fratertion Agjenq C14is is to rrr#ifu t4at Trestle Custom Homes, LLC has fulfilled the requirements of the Toxic Sunces C t (TSCA) Section 402, and has received certification to conduct lead-based paint renovation,repair, an inting acti - ies rsuant to 40 CFR We 745.89 .r r of All EPA Administered States, Tribes, and Territories This certification is valid from the date of issuance and expires April 26, 2018 NAT-F112347-1 ��SEo srgr ou Certification # J Fs Michelle Price, Chief April 12, 2013 Lead, Heavy Metals, and Inorganics Branch Issued On q(PR ��G X MINNESOTA DEPARTMENT OF LABOR Bic INDUSTRY � CONSTRUCTION CODES AND LICENSING Licensee Name and License Number Origination Expiration Mailing Address License Description Date Date TRESTLE CUSTOM HOMES LLC BC652324 8/21/2012 3/31/2018 275 MARKET ST STE 531 RESIDENTIAL BLDG CONTRACTOR MINNEAPOLIS ,MN 55405 7/PF,/PnlFi Pana 1 of 1 IN LOT 11 , AUD. SUB. NO. 207 AND IN LOT 1 , AUD. SUB. NO. 217 HENNEPIN COUNTY, MINNESOTA PETERSSEN/KELLER amhawture 29+.9 AES AVENUE SW TH NOTE: THE TY THE NOR IS A PRI TE CAMPGROUND, AND NOT A RESIDE]N MI EAas 25 MINNESOTA 55408 TH THE YERAGE NO LINE HAS NOT BEEN SHOWN. RECEIVED )))N)14,18001 '00" E 460.00 JUL 2 6 2016 coo) C CITY OF ORONO 71 ---Say UNLQL CONC. V/ .� LOT11, AUD. -�- W �poa -r (S)/ / - WLY UNE OF ( 1) TLAHpS 11 ( , LOT 1. AUD. STAKE v \ SUB. NO. 217 BY S.E. Z C. \ \ W IQA d l w \ \ Q BLACKTOP\� \\� ao.omaeoPOW ♦♦�^^ ' (p) BLACKTOP DRIVEWAY \PROPOSED / vJ (0) CITY OESWNOT� W DRIVEWAY NES GARAGE N u) (C) LOCATION ✓ A NEW GARAGE (� L.L 9 Z (�1 CONCRETE (t♦84t♦) O g DRI(( AY v EXISTING x BUILDING c D (e) Lo Lo • � o o® 0E30 0 (Y71 z Al nflr CONCRETE) 0 _lt4o o XISTING FJ c+� HOUSE #755 L o (A) m O M O K) � ) I DESCRIPnoN DA- d GARAGE PRICING 04.71.,6 f C,» WRL ic=4 A-001 GARAGEON SITE 0 Will RVEI1ILLER ARCHMECTURE 411212016 9:57:41 AM NOT FOR CONSTRUCTION i ' PETERSSEN/KELLER aromempe 29'-21/2" 1919 JAMES AVENUE SOUTH MINNEAPO5,MINNESOTA 55108 25'-2 112" 611;,353 4920 — — — 3'-5" 5'-11/4S'-0' 5'-11/4' 3'-5" 24-0" a n v I � a PROVIDE ELECTRICAL CONNECTION W AT EXTERIOR FOR RV HOOKUP Z '-21/4' 3'-0" 19'-103/4" 1 0 V/ ' W Z l 0 X SELF-CLOSING TIGHT-FITTING SOLID-CORE WOOD a ul DOOR-PROVIDE FULL WEATHERSTRIPPING ON ALCh FOUR EDGES W/DOOR SWEEP AND THRESH MD Lo W Lo SLOPE GARAGE FLOOR 1/": -0"TO DOOR co 0 Z 3 's 24'-0" O o DESCRIPTION GATE GARAGEMCING 0432.16 4 1 A-101 GARAGE FLOOR PLAN em,s NIKEL� ARCHMECTURE 4/12/20169:48:53 AM NOT FOR CONSTRUCTION N O_ W m pfJl Fl- O i D L�-- i B��a• I m Y D p I II — I m - T W 0T W` D W m W m I m z a z o' \ 03 1m1 4 m r x_ m ,' m z0 ; Imaz r I I C -+--m i Q p O r 2 I�Z D 0 Q mOc (a I 1 0D m IDfOii m Ai z 1 Im O o Z I I Z W o O�S = 8i p_om p Ilo� ssO d gIc;, I �W " 100 i 0 0 1 I --�- I II »'- ��e• hZ I I Fj-—— I� I I I I to to II II ' I ! II I II � I II I II N I ( ! I I II I I II I I _E I � II I I I II I II I I II I I �f II I I L----- $� m0 -0 vg b� � O� S1T NT �T � mm m a m z ,Tr, m _ z ?ioS 0 z z v S y �L • p I I N 4 m I I I I I i I D m m I I Z II r r1 I I I I I E //�� - ff II I II � II I I VJ II I II ! II II I — — LF O Z 0 m D N g BROWN/BUXTON RESIDENCE vgN A 0 755 Tonkawa Road g ; F. g Orono,Minnesota 55356 g a a � - - - PETERSSEN/KELLER arehlteoture 2919.4MES AVENUE SOUTH MINNEAPOLIS,MINNE50TA 55408 612.353.4920 ROOF ASSEMBLY _--------- ——!—STANDINGSEAMMETALROOF•FINISHTBD———————————————————————— EIGHT, TOP OF SHED • 16 OZ.METAL FLASHING • (2)LAYERS ICE AND WATERSHIELD UNDER METAL ROOFING-TYP • 30#FELT • %'EXTERIOR GRADE PLYWOOD ROOF SHEATHING • ROOF JOISTS-PER STRUCTURAL ROOFING PLAN(I-JOISTS AND/OR HAND FRAMING) • BATT INSULATION(R-VALUE TBD) VAPOR BARRIER / n�)��� • 518"TYPE X'GYPSUM BOARD V TOP OF SHED SEE STRUCTURAL DRAWINGS FOR BEAM r — -- --------------------------- SPHT - r , ,,� 7�'1 , DIMENSION AND CONNECTION DETAILS n STEEL POSTS-PER STRUCTURAL ENGINEER " ' "1` ——— gibLHEEL EJEMHT,BOTTOM OF SHED— -- �� WALL ASSEMBLY w • 7'EXPOSURE HARDI LAP SIDING-PAINTED FINISH 1 ► _.,_. _ _ ,� • (2)LAYERS OF GRADE D BUILDING PAPER WOVERLAPPING JOINTS • U2"EXTERIOR GRADE PLYWOOD SHEATHING 2x6 WO• BATT IINSSUULATION((R VALUE TBD) Z • VAPOR BARRIER O '. • 112"TYPE X'GYPSUM BOARD STONE CAP TO MATCH HOUSE x BRICK TO MATCH HOUSE D M �I CONCRETE SLAB FLOOR-SLOPE TOWARD DOOR Lo co co {E SLAC Z W "•i� � .al. O o 0 Lo 0 --------------------------------------- ---- m o DESCRIPTIONDATE GARAGE PRICING o4.12.N6 GARAGE SECTION 6 :916'.ra A-300- 0 2014 MMUW*M LER N"r1Empz 4/12/2016 9:57:18 AM NOT FOR CONSTRUCTION 3/4"x12"x2'-0"STEEL - PETERSSENAELLER FOOTING SCHEDULE PLATE w/(6)5/8"DAM 211/2• arahrreoture ANCHOR BOLTS. 29 13"MIN.EMBED. '99YESA.'2EwuESL+m�- MARK SIZE REINFORCING COMMENTS 4MHEt30LiQ 4WESOTA55108 F1 11 8" CON'T. (2)#4 x CON'T. L��itwi F3 24"x 8" CONT. (3)#4 x CON'T. F- _ _ _ _ Pipe3STD- -F-1 _ Pipe3STD_ 1 FOOTING&FOUNDATION PLAN I 3'-0'� 6'-1 /4' �— �'.� —r 8'•11/4• �3148" _I RECEIVED SHEET NOTES: I Pipe3STD F3 Pipe3STD F3 TYP 1. SEE ATTACHED STRUCTURAL NOTES FOR MORE INFORMATION, I 1/4 I JUL 2 6 2016 2. MAINTAIN A MINIMUM OF 42"COVER(FINAL GRADE ELEVATION TO BOTTOM OF FOOTING)AT ALL EXTERIOR WALL FOOTINGS. STEP FOOTINGS AS NECESSARY TO MAINTAIN COVER AND CLEAR yi p- I CITY OF ORONO UNDERGROUND UTILITIES/SLOPED SLABS. SEE DETAIL 1/S3 FOR TYPICAL STEPPED FOOTING. MARKED"F.S." 14"CONC WALL w/#5's@ 36"O.C., Y 3. SEE ARCHITECTURAL FOR MORE INFORMATION REGARDING LEDGES I EACH WAY,EACH FACE. PROVIDE ? AND STEM WALLS. HOOKED DWLS TO MATCH SIZE AND SPACING OF 4. 1/2"x12"ANCHOR BOLTS @ 4'-11 w/1/8"x2"WASHERS,GALV. VERT.REINF. SEE ARCH. ' 1 FOR MORE INFO. I V 2'-3' It3'l 19'-11 1/7 I WI '�' F1 I lip I Ila /-----------------� STRAP TI -HOLD U) � STRAP TIE-HOEDOWN @ PSL POST i I SIMPSON STHD14 --��_ 8"CONC.GARAGE w STRAP TIE-HOLDOWN I I I WALL w/#51s @ 36"o.c., ILS►` @ PSL POST I I I _,_- _.��, I I I EACH WAY,CENTERED. PROVIDE HOOKED DWLSTOMATCH SIZE AND SPACING OF VERT.REINF. SEE ARCH. z FOR MORE INFO. I � OI F1 I 1 N � � X 4"CONCRETE SLAB ON GRADE I I I I M _w16x6-W1.4xW1.4 WWF__ _ T.O.S.EL-100'-0"(VERIFY w/ARCH.) _ —j' I jl I I m o Zc 24'.0• I I O o 0 N E-N a - VA -- LL MM � O ---------------------- W n O SIMPSON STHD14 F1 SIMPSON STH014 STRAP TIE-HOLDOWN L- — — — — — — — — — — — — — — — --- STRAP TIE-HOLDOWN @ PSL POST @ PSL POST DESCRIPTION DATE 28-21/2' t RVAM e3.o3.i6 GARAGE FLOOR PLAN si A-C201SPETE�N 101 Will AFtcHiTsmill 1/4"-1'-1 3!3!2019 9:68:54 PIM 1 HI ROOF FRAMING PLAN 52 1/4"=1'•0" SIMPSON CCOQ6-SDS2.5 COLUMN CAP WELDED TO SIMPSONI TOP OF PIPE COLUMN. SHEET NOTES: HUCQ1.81/11-SDS USE 1/8"FILLET WELD PETERSSEN/KELLER HANGER,EACH END ALL AROUND,TYP(4 THUS) PROVIDE SOLID CrohlfW(ure 1. SEE ATTACHED STRUCTURAL NOTES FOR MORE INFORMATION. OR EQUIV. 29'•2 112' BLOCKING BTWN 2. ATTACH ALL ROOF JOIST ENDS AND JOISTS WITH SIMPSON CANT ROOF JOISTS 2B79LUESAVfM1E SOifIH H2.5A HURRICANE TIES TO WALL PLATES. i IMUMtS,WWE0TA5M 3. ATTACHED ENDWALL ROOF JOIST TO WALL PLATES WITH FB 2&.21/Z6IM4920 SIMPSON LS50 FRAMING ANGLES @ 32"o.c. r f (1)W''I". 4. USE 15/32"PLYWOOD ROOF SHEATHING,SEE STRUCTURAL 3'4^ 8-11/4' z s-1 1/4' 748' J NOTES FOR NAILING. 5. PROVIDE MINIMUM 2-2x TRIMMER STUDS AND 1-2x KING STUD UNLESS NOTED OTHERWISE. — 6. BLOCK SOLID BELOW ALL POSTS TO FOUNDATION. 5x161/2 7. NOTIFY ENGINEER AND ARCHITECT OF PROPOSED JOIST LAYOUT CHANGES. GLLUCAULA N 8. PLAN INDICATES NUMBER OF BEARING STUDS REQUIRED. IF NUMBER NOT SHOWN,PROVIDE MINIMUM OF 2 STUDS(3" o m_ BEARING LENGTH),FULL WIDTH OF BEAM/HEADER/GIRDER m TRUSS MUST BE SUPPORTED. SEE DETAIL 2/S3 FOR BUILT-UP w > COLUMN INFO. J 24W 'u 9. MEND ALL FASCIA BOARD BUTT SPLICES WITH SIMPSON LSTA24 V HORIZONTAL STRAP. a T 10. EXTEND PLYWOOD WALL SHEATHING UP FACE OF TRUSS HEEL �SIMPSON MIU1.81/11 w AND NAIL TO TRUSSES. STOP SHORT FOR VENTING AS I HANGERS @ LVL REQUIRED. U 11. PRIME AND PAINT OR GALV.ALL STEEL. (3)2x6 POST 2-3' 314' 19'-11 112' (3)2x6 I ' ' SIMPSON POST SIMPSON �.i.� HANG 81/11-SDS HANGE.81/11-SDS Q HEADER SCHEDULE HANGER HANGER MARK SIZE H (H/ LOW (3)L11 VL 8 FB r F=FLUSH FB=FLUSH BOTTOM \/ / 51/4x7 PSL H1 2 2x6 SIMPSON POST I SIMPSON HUCQ1.81/11-SDS 5114x7 PSL HUC01.81/11-SDS ui H14 (3)11 7/8"LVL HANGER POST --- ---, -_ _ --' 51/4x7 PSL POST HANGER _ 51/4x7 PSL-- POST i f 51/4x51/4 PSL POST 17/8"TJI's 16"o.c.--- II� nl SIMPSON AC6 I 11 7/8"TJI's 16"o.c. O (110 SERIES/FACE li L----� I o COLUMN CAP (110 SERIES -->. MOUNT HANGERS m (4)2x6 - ---i-� i0 0-f+ -T __� m w/FACE MOUNT HANGERS " TRIMMERS am SIMPSON AC6---�L m 11 w COLUMN CAP TOP =uwi Z w ISf Oo > &BOTT. 3 Z '7 m n> c� I = N m L(� J +SMPSONAC _-------- - --——_ 51/4x5114 I r M -► -- � PSL POST > LnSIMPSON AC6 m Lo —(4)2x81 ( COLUMN CAPTRIMMERSi �'\ al 51/4"x117/8"PSL LOW BEAM I6 O ++ w/HUC0612-SDS HANGERS COLUMN CAP TOP Z Q &BOTT I 51/4x7 PSL EACH END. LS50 CLIP ON TOP 1 POST TO POST,EACH END. I `"`--�.-. � S 3 1-----51/4x7 PSL - .-- ` __=_=-=J 51/4x7 PSL POST POST SIMPSON HGUS5.5/12 O �1 SIMPSON HGUS5.5/12 I 51/4x7 PSL FACE MOUNT HANGER /-4 FACE MOUNT HANGER POST EACH END. EACH END. N O (3)117/8"-FB- 164 3)11 7/8"-F LV LoM W SIMPSON HGUS5.5/12 FACE MOUNT HANGER (3)2x6 FB (3)2x6 UPSIDE DOWN AND EACH END. DESCRIPTION DATE POST (1)11 7/8" POST LVL 26'-21/2' RBV[SW 03.03.16 3 ANCHOR(4)BUILDING SIMPSON 3 \—(2)117/8"LVL @ 12"O.C. g3 CORNER BEAMS TO HUCQ1.81/11-SDS �' w/HU412 HANGERS. CORNER POSTS w/LSTA24 HANGER,EACH VERT.STRAP. END. A-101 S2 GARAGE FLOOR PLAN V 2 •�� 1/4'•V-0' 3/3/2018 9:68:54 PIM 2S SEE PLAN FOR FTG. STEP LOCATIONS � 11? T.F.E.(SEE PLAN) _ d 1' 3wcowDNUK1E NWATS'OC T.F.E.(SEE PLAN) •r., .. 109ClJNNKK'INARE SfWG9iE9(ALTBiNATE 3ROVb30dCOM.pN r NAILSATS'OC b NEN SIDE FN SIX m UIRENAILSATrOC b •p. `• STAGGERM(ALTERMTE (ALTERNATENFNSIDE '•0., NEAR SDE FAR SDE) 1 FARSCE T.F.E.( EE PLAN �• P� b 11? 117 P b i ($b4FULT LF 0DLLVN a (2)#5%CONT.(MIN.)SEE PLAN OR (UIb4SALTUPOOL1.111IN (3 J21SSUILTUPOMUMN AND FOOTING SCHEDULE FOR (AbSSALTUPOOLLUN FOOTING REINFORCING 1 TYP FOOTING STEP DETAIL 2 BUILT-UP COLUMN Sa NTS MULT-PLY LVL BEAM GLUE/NAIL wl PL AND (e)ROWS 16d @ 12"o.c SEE PLAN) SIMPSON C516 STRAP EACH END AND BOTH FACES(4-EACH WALL END,8 TOTAL) SIMPSON CS16 STRAP EACH END AND BOTH FACES(4-EACH WALL END,8 TOTAL) —CANT.GLLUM BEAM, (SEE PLAN) SIMPSON FACE MOUNTHANGER ( (SEE PLAN) SIMPSON—C P- NAIL FIRST SND SIMPSON FACE AROUND CORNER MOUNT HANGER wl(2)ROWS 16E @ 8"o.c. (SEE PLAN) CANT.GLUUM BEAM, (SEE PLAN) WOOD POST— (SEE OST(SEE PLAN) OLUEINAIL wl PL ,(2)lkVFT, 112"PLYWOOD SHEATHING BOTH FACES w/M NAILS @d"o .UP LVL JOINT WOOD POST BLOCK ALL SEEMS (SEE PUN) (2 OL )Lwl PLW8,12)18NFT. 3 PORTAL FRAME DETAIL Sa 3/4"=1'-0" S3 O O Z O ' COS - X O a 4 o -�' J A v(ulj, m m D — ` G) A g m cZI o I $ 3 a o g m °° ° o cop o D �m C) g O Z D °O D0 g O C � � y $ m D _ Cn �� M cu uz 0 zy z "> N (-) 0 � O � C D OZ li z Z 29 — zo 7, > 3 -, p m � � 0 ccl D D ii v Z ia' Zu r =xoZ ;uo < CD7 C SDm �Do I Q {r� -C z 4 Cn o x -� C c» / Z > 0 / % zmo / / \ 20.0 Z �` } .0 / 0 O Lk ,s --1 0 .- Nil N / O mss o U O Z � c $ S o zrq O � O ca p s� S � N . . . 200.0 m m D0 zBROWN/BUXTON RESIDENCE GO p 755 Tonkawa Road _n _ 5A .� Orono,Minnesota 55356 c a � 0 m '-� 0 m M o o m Fo3 o 08 � c � � Gr, DATE Tt CITY OF ORONO CALLED IN INSPECTION to%N�OTIIC SCHEDULED ^ PERMIT NO. 42-0 _ COMPLETED ' ADDRESS `7 � OWNER TELEPHONE NO. 17- 13,'=42 CONTRACTOR DESCRIPTION1: C� t~y ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING C ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL v ❑ DEMO-SITE ❑ IC INSTALL OWNEwt�f TRACTOR TO MEET YOU:FYIES—NO COMMENTS: L .►�. erg a 0 W O: Q W OC j W K SATISFACTORY:PROCEED ❑PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. p PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Can for ft next Inspection 24 hours in advanee. (952) 249-4600 Owner/CoMrsctor on siiJB: inspector: � `J White Copy/Inspectoes FIN Canary CopylSite Notice C / b TIME CITY QF QRQNQ CALLED IN INSPECMNNQT�E Mg,� SCHEDULED 40-31- (: PERMIT NO. COMPLETED ADDRESS OWNER PHONE NO. CONTRACTOR DESCRIPTION ly ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL [3X QPOURED WALL PLUMBING RI ❑ EXCAV/GRADING/FILLING f� ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL ❑TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION ❑ FRAMING ❑ MECHANICAL FINAL ❑ RATED WALLS ❑ INSULATION ❑WOOD BURNER/FIREPLACE ❑COMPLAINT ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL v [3 DEMO-SITE [3 SEPTIC INSTALL Z OWN OU.TO MEET Y _YN_NO COMAE dwrLOqt -hod .` j cc nGba�r lle,� PSS.de,Cd�+ Q �iRrS� mbar ►w �sb�%.O w-✓' 't o/�- 2 f0 �qv/- j W ❑WORK SATISFACTORY:PROCEED ❑PROJECT COMPLETE WORT(a PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY tu DC ❑ WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. O PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REOUIRED.CALL TO ARRANGE ACCESS. call for the neat kupeown u Hours in m*anm (952) 249-4600 on alta. YUMb OopyAnpoc/oft FIM Canary Copylaft Nolia a_� . DATE TIME CITYOFORONO CALLEDIN ;;;_D/ 1k2 INSPECTION�� SCHEDULED PERMIT NO. —DO C PLETED ADDRESS OWNER TE PHONE NO. S a a37 7 CONTRACTOR `e UjDESCRIPTION ❑ FOOTING ❑ DEMO-FINAL SEPTIC FINAL 4 ❑ POURED WALL ❑ PLUMBING RI EXCAV/GRADING/FILLING Q ❑ FOUNDATION WATERPROOF ❑ PLUMBING FINAL TREE REMOVAL Z ❑ ADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q RAMING ❑ MECHANICAL FINAL ❑ RATED WALLS _ ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP W ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ FOUNDATION/REMOVAL v [I DEMO-SITE ❑ SEPTIC INSTALL Q OIMNERICONTRACTOR TO MEET YOU:_YES_NO v COMMENTS: Elm 2Z " /?�} 7`�i•5 �itH1G /17C�'tl c. DZ /�v du�ti5 /n.�/'c a r �r�tG✓�' Ste! dos�s X.- ;74/0 rr40 - r-�` Ric Q '000"ra e 4t0_1 ,Sir+•1o� /1�L Go/us sif c-2--.o A� +— ?o W ❑WORK SATISFACTORY:PROCEED � Cl PROJECT COMPLETE WZ-CUKRECT WORK d PROCEED -'�� 4'0K* IS9UE CERTIFICATE OF OCCUPANCY QO ❑CORRECT WORK,CALL FOR REINSP IONIFO `TEMPORARY V BEFORE COVERING DA- �Gy rGc O PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR PINSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 OwnerlContractor on site: Inspector: Whig CopyAnspectoes File Canary Copyra is Nodes