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HomeMy WebLinkAbout2014-01064 - retaining wall IMMMINNUM CITY OF ORONO * 2 0 1 4 - 0 1 0 6 4 2750 KELLEY PARKWAY DATE ISSUED: 09/30/2014 ORONO, MN 55356- (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 1560 TANGLEWOOD RD PIN : 26-118-23-32-0012 LEGAL DESC TANGLEWOOD LOT 003 BLOCK 001 PERMIT TYPE ZONING PERMIT PROPERTY TYPE RESIDENTIAL ��� � �a� bo� um CONSTRUCTION TYPE RETTAININGINING WALL<4 FEET NOTE: $2,500 S/B COLLECTED IN ESCROW FEE ACTUAL ESCROW FEE AMOUNT COLLECTED $2500.00 HOW DID THEY PAY? CHECK 423545 &WHO PAID? MOM'S LANDSCAPING ESCROW FEE FOR: EROSION CONTROL&ENGINEERING REVIEW COSTS NOTE: PRIOR TO RELEASE OF ESCROW FUNDS AN AS BUILT SURVEY MUST BE SUBMITTED AND APPROVED OL INITIAL OTHER INSPECTION REQUIRED: SILT FENCE INSPECTION APPLICANT RETAINING WALL<4' 50.00 ENGINEERING REVIEW COSTS MOM'S LANDSCAPING& DESIGN MINOR LAND ALTERATION 50.00 12276 JOHNSON MEMORIAL DRIVE SHAKOPEE,MN 55379- Payment(s) TOTAL 100.00 (952)277-6667 ts) Minnesota State License#: BUIL-BC638384 CHECK 23546 100.00 OWNER BUHMAN,DION&TANYA 1560 TANGLEWOOD 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 for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are request 'n conformance with the State Building Code.This permit may be evo at ti for a use. 30'kd� i l Applicant Permitee Signature Date Issu y Signature Date City of Orono Zoning Permit Application II � O Mailing Address: Permit number: O?O/ "0 d(p PO Box 66 Date received: -� 0 Crystal Bay, MN 55323-0066 Escrow#and Street Address: amount: I L-600 A 2750 Kelley Parkway Permit Fee: tl� ti Orono, MN 55356 t �' Approved by: E5H0�� Fax: 952-249-4616 Notes: Main: 952-249-4600 www.ci.orono.mn.us This application fo►rnm//ust'�be iorripleted in fulland all required Inforrnatian must be submitted .(Please pntj Job Site Address: ." 7t.J CONTRACTOR/APPLICANT INFORMATION: Name: lodll�S Phone: `[5.2--Z 7 - (� -j ax: 95L 73� Address: 'Dpwq& City:Sf+AW-C*eE_ ZIP: 1 Contact Person: Contact's phone number ♦ -V-16 Z-G76-1 Email B Applicant is: ontractor Homeowner (circle One) PROPERTY OWNER INFORMATION: Name: f Gl,_k V Phone (day): �rj - 5i Z-- Mailing Address: 11564 jj�� ,bt,Lrzxo Tacp4o c a l M ; ZIP: Ss 3s/� Email and/or Fax y jc4.A (!!�, Overall Project Description: Check TYPE OF PERMIT Box COST* Dock, Residential- Permanent dock on any lake or initial seasonal dock not on $50 + engineering review costs Lake Minnetonka(permanent dock requires CUP Dock, Commercial $50+engineering review costs Escrow for erosion control and engineering review costs $2,000 Hardcover Permit: Driveway, Patio, Sidewalk, Etc.(New or Replacement) No charge Also required is a Minor or Major Land Alteration Permit Land Alteration, Major(grading, filling, or excavating) more 500 cubic yards or $50 more than 10 cubic yards in lakeshore setback (also requires CUP) Escrow for erosion control and engineering review costs As determined by CUP Land Alteration, Minor(grading, filling or excavating)-500 or less cubic yards $50+engineering review costs outside of lakeshore setback or less than 10 yards in lakeshore setback Escrow for erosion control and engineering review costs $2,000 Retaining Wall measuring under four feet require a zoning permit. $50+ engineering review costs Retaining walls measuring more than four feet(from bottom of footings to top of k wall) require a building permit. (Tiered retaining walls are considered one wall unless the walls are separated by twice the height of the lower wall.) Escrow for erosion control and engineering review costs $2,500 Stairway to Lake (New or Replacement) $50+ engineering review costs Escrow for erosion control and engineering review costs $2,000 Structure Permit for other structures not requiring a building permit but $50+engineering review costs regulated by the zoning code (including, but not limited to accessory building of , less than 120 square feet, detached deck or platform and sport court) Escrow for erosion control and engineering review costs $2,500 Tree Removal or other vegetation removal in 0 to 75 foot zone I No charge. Temporary Construction Office/Trailer associated with building permit) $30 (over) i *Permit fee will be collected when the permit is issued. Updated: November 30,2012 i I APPLICANT/OWNER ACKNOWLEDGEMENT: • , Applicant/Owner agrees to provide all information required or requested by the Planning Department; • Owner agrees to pay the City of Orono for engineering consultant review costs where applicable; • Applicant/Owner 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; • Applicant acknowledges the attached Escrow Agreement is completed and signed by Owner, • Applicant/Owner understands their project may require an initial and as-built survey per City Code Section 86-68. • 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. The undersigned certify that the in ation supp' d is true and correct to the best of their knowledge. Applicant's Signature: Date: g'- ) �-���` Property Owner's Signature: Date: TYPE OF PERMIT: SUBMISSION REQUIREMENTS: Except for tree removal permits, all permits require a completed application form,escrow agreement(signed by the property owner) and escrow check from owner, two copies of all plans, and three copies of all grading plans or surveys/site plans Dock,Residential Seasonal Dock-survey showing proposed dock Permanent Dock-plans as approved by CUP and copy of LMCD permit(if applicable) Dock,Commercial 1. Structural plans for the dock 2. Survey showing the proposed location of the dock 3. Copy of LMCD permit Hardcover Permit 1. All Minor or Major Land Alteration Permit requirements apply as appropriate 2. Hardcover calculations, existing and proposed 3. Plans Land Alteration, Major 1. Plans as approved by Conditional Use Permit 2. Erosion control plan or copy of MCWD Erosion Control Permit Land Alteration, Minor 1. Survey/grading plan including existing and proposed contours (Less than 10 cu.yds.within 75'of 2. Amount of fill to be imported and/or exported and haul route lake or less than 501 cu.yds 3. Amount of earth to be moved around on site elsewhere.) 4. Erosion control plan or copy of MCWD Erosion Control Permit Retaining Wall 1. Plans for wall(s) 2. Unless repair or exact replacement of existing wall, submit an updated survey with grading plan including existing and proposed contours 3. Hardcover calculation worksheets if in shoreland district 4. Erosion control plan or copy of MCWD Erosion Control Permit Stairway to Lake 1. Construction plans for stairway, including footings 2. Topographical survey of property with proposed stairs shown 3. Erosion control plan or copy of MCWD Erosion Control Permit Structure Permit 1. Construction plans. 2. Survey of property with proposed structure shown and with setbacks to property lines, other structures on property and the septic system indicated.The general location of any sewer and water services should be shown if applicable. 3. Grading plan if grading is proposed. 4. Hardcover calculation worksheets 5. Erosion control plan or copy of MCWD Erosion Control Permit Tree Removal Call: 952-249-4600 to schedule a single tree removal inspection. A re-planting plan/ management plan required for clear cuffing,buckthorn or other Intensive vegetatio,n removal. Updated: November 30,2012 . PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS Address/Permit Number: 15 0 Description of work: 1 Pnn�� LIdUI Septic review by: Date Approved: G 2Z, Zoning review by: Date Approved: LJ f Building review by: Date Approved:Grading review by: Date Approved: q-30. Zoning District: 1` J �� Zoning File#: N* Reso#: Reso Date: Zoning: Lot Area: SF/AC Width: Lot Coverage: SF % I Survey Submitted: es 611'x//0 No Date of Survey: Revised date(?): 7 Proposed Setbacks: Front(Lake) Rear(3 ( /N Side W ) ( N SidOE W ) Other Buildings Wetland Defined Height:---APeak He! ht: _ FFE�• � FFE minus 6 f et- (Existing Contour) m1 � WVA -- S' 4n1 iZ! Perimeter(linear feet)= 50%_ #of Stories Ok? 13 YES FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: The distance between the lowest FOR A BUILDING ON A SLAB FOUNDATION: START WITH proposed floor(of the basement or crawl space)and the highest point of the roof. START WITH The distance between the top of slab and If you have a... the highest point of the roof. If you have a... • GABLE OR HIPPED ROOF(no GABLE OR HIPPED ROOF(no windows): Subtract half the windows): Subtract half the distance distance between the highest point between the highest point of the roof of the roof to the low point of the to the low point of the corresponding SUBTRACTION corresponding gable or hipped roof SUBTRACTION gable or hipped roof (BASED ON ROOF GABLE OR HIPPED ROOF(with (BASED ON • GABLE OR HIPPED ROOF(with TYPE) windows): Subtract half the ROOF TYPE) windows): Subtract half the distance distance between the top of the between the top of the highest highest window and the highest window and the highest point of the point of the roof roof • ALL OTHER ROOF TYPES(flat, ALL OTHER ROOF TYPES(flat, mansard,etc):No subtraction. mansard etc):No subtraction. ADDITION Add the distance between the top of slab SUBTRACTION Subtract the distance between the (BASED ON and the highest existing grade adjacent to (BASED ON EXISTING basementtcrawl space floor and the EXISTING the foundation. GRADES) highest existing grade adjacent to the GRADES foundation OR 10 feet(whichever is less). EQUALS Defined building height EQUALS Defined building height Shoreland District MC Permit Received Average Lakeshore Setback Met? Bluff P-fes 0 No 0 N/A 0 Yes 3 o Yes 0 No 0 Yes 0 No N/A Permit Number: � ���"� Setback: Stormwater Quality Existing Proposed Variance Required CUP Required Overlay District Tier Hardcover Hardcover 1 ZJ 0 Yes No 0 Yes No l • t°t �� Type(s): Type(s). Updated: January 2013 / v:\forrns\plan review checklist 2013.docx REMARKS (in-house): �� • S( S I i Fees to be Charged V YESNO lobs Plan Review ", �iO., k`k.- �x. Investigation Fee yr► �y ,..,.�+r r. � -..e.. �,y F�.a�.§ z.��r. �ar..2e ai•.a�S�.� F�—� _ r��'"'s Other(specify) Square Footage $per Square Footage Basement X = $ 18'Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: $ Orono Inspections Required Work Requiring Separate Permits Required State Permi 0 Site 0 Plumbing O Grading/Filling 0 Well 0 Hardcover Removal 0 Mechanical 0 Fire 0 Electrical 0 Footing 0 Septic 0 Water Connection 0 Poured Wall 0 Fireplace 0 Sewer Connection 0 Foundation Survey 0 Masonry 0 Lawn Irrigation 0 Radon Rock Bed 0 Mfg. 0 Framing 0 Other(specify) 0 Insulation As-Built Survey fllf final 0 Wetland Buffer Other(specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access: Existing: 0 YES 0 NO New: 0 YES 0 NO OFFICIAL REMARKS -TO BEOTED ON PERMITAND INITIALLED hr Ior 'o 2h� k swyeu4 " rOV Updated: January 2013 Oforms\plan review checklist 2013.docx Christine Mattson From: Christine Mattson Sent: Tuesday, September 30, 2014 3:58 PM To: 'bobwallace@momslandscaping.com' Cc: Andrew Mack Subject: 1560 Tanglewood Road/#2014-01064/ Escrow Agreement Attachments: Escrow Agreement-Zoning Permit w Erosion Control 2014-01064.pdf Bob, Attached is the escrow agreement for the proposed project at 1560 Tanglewood Road. Please have the property owner sign and return with a check for$2,500. The permit is ready to be issued, but we cannot issue it until we receive the signed escrow agreement and money. If you have any questions, please don't hesitate to contact us. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway Orono MN ' 55356 (physical address) PO Box 66 Crystal Bay MN 55323-0066 (mailing address) 9 952.249.4620 g 952.249.4616 cmattson@ci.orono.mn.us -?� www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm OUR OFFICE WILL BE CLOSED: Tuesday, November 11, 2014 1 Christine Mattson From: Christine Mattson Sent: Friday, September 26, 2014 8:50 AM To: 'bobwallace@momslandscaping.com' Cc: 'Mark'; Andrew Mack Subject: 1560 Tanglewood Road / Permit#2014-01064 Attachments: 1560 Tanglewood Road BldgPrmt Review_2014-09-25.pdf Hello, City Engineer, Bob Bean has reviewed the proposed plans for 1560 Tanglewood Road, his letter is attached. Please address his concerns/comments and submit two updated copies of the survey for our review. If you have any questions, please don't hesitate to contact us. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono MN 155356(physical address) PO Box 66 1 Crystal Bay I MN 55323-0066 (mailing address) 9 952.249.4620 8 952.249.4616 cmattson@ci.orono.mn.us www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm OUR OFFICE WILL BE CLOSED: Tuesday, November 11, 2014 1 Christine Mattson From: Robert Bean [bobbe@bolton-menk.com] Sent: Tuesday, September 30, 2014 1:45 PM To: Christine Mattson Cc: Andrew Mack; Melanie Curtis; David P. Martini; Brian Simmons; 'David Poggi'; 'Bob Wallace' Subject: 2014-01064 - 1560 Tanglewood Road Attachments: 140926_HydroCAD Report.pdf; 140926_SHEET3_GRADING.pdf Christine, I have completed review of the revised plans and hydraulic calculations for 1560 Tanglewood Road. The applicant submitted them directly to me, so I am forwarding the submitted information to you for your use. The applicant has adequately addressed my comments dated 9/25/14. The escrow and copy of the MCWD permit should still be submitted and the perimeter erosion control devices should still be inspected prior to any other work. If you have any questions or comments, please contact me to discuss. Thanks, Robert E. Bean,Jr, P.E. LEED Green Assoc. Bolton & Menk, Inc. P:(952)448-8838, ext 2892 F:(952)448-8805 email: bobbe@bolton-menk.com From: David Poggi [mai Ito:david.po4ai@civilmethods.com] Sent: Friday, September 26, 2014 1:05 PM To: Robert Bean Cc: bobwallace@momslandscaping.com Subject: Buhman Property Tennis Courts Hi Bob, I thought I'd send this over to you to chat through and make sure we've addressed all your concerns before submitting. I've attached a revised grading plan. The existing contours through the ditch have been revised to meld the survey with the LiDAR (the lidar was the only thing shown previously, but the survey was used for the design). I blended the two for clarity. As indicated, the grading/pipe is suitable as designed. The Hydrocad model has been adjusted, leading to reduced HWLs as expected. See attached. The 100-year HWL does not encroach on the neighboring property. I also moved the silt fence around the alternate drain field, as requested, and added a note to put silt fence along the ditch to ensure they do not encroach. I believe this meets the requirements of your letter? Thanks, David Poggi, PE, LEED AP BD+C Civil Methods, Inc. 1551 Livingston Avenue,Ste. 104 1 'West St. Paul, MN 55118 Office: 763.210.5713 1 Cell: 612.242.7210 david.poggi@civilmethods.com I www.civilmethods.com This email has been scanned by the Symantec Email Security.cloud service. For more information please visit http://www.symanteccloud.com This email has been scanned by the Symantec Email Security.cloud service. For more information please visit http://www.symanteccloud.com z • BO I_TON & M F== N K , I N C. Consulting Engineers & Surveyors � 2638 Shadow Lane, Suite 200 •Chaska, MN 55318-1172 Phone (952)448-8838 • Fax(952)448-8805 www.bolton-menk.com September 25,2014 City of Orono Attn: Christine Mattson 2750 Kelley Parkway Orono,MN 55356 RE: Building Permit Application 2014-00747 1560 Tanglewood Road Engineering Review#1 Dear Christine, As requested, we have completed an engineering review of the documents submitted for the above referenced project. Our current review is based on the following submittal items: • Construction Plans prepared by Civil Methods,dated 8/14/14 • Culvert Design Narrative and Calculations prepared by Civil Methods,dated 8/1/14 We offer the following observations,comments, and recommendations for your consideration: 1. Siltfence should be routed on the north side of the alternate drainfield site to ensure it is not impacted during construction. 2. Protection fencing should be installed around the primary drainfield to ensure it is not impacted during construction. 3. Perimeter erosion control BMPs and protection fencing should be installed by the Contractor and inspected by the City prior to any land disturbing activities. The Contractor must provide a minimum 24 hour notice prior to inspection. 4. Hydraulic calculations should be revised to match elevations indicated on Construction Plans. 5. Hydraulic calculations for the 100 year rainfall event must be submitted to determine potential impacts to adjacent property and structures. 6. Since HDPE is susceptible to floating,the applicant should consider using a corrugated metal or reinforced concrete culvert in lieu of an HDPE culvert. 7. The upstream culvert invert is indicated at 959.2,but a 960 contour is not shown upstream of the culvert on the plan. The plans should be revised to indicate the correct location of the 960 contour. 8. Grading on the east side of the proposed tennis court may impact the west ditch bank. Once the plans are revised to indicate the correct location of the 960 contour,this area should be reviewed further to ensure no impacts are proposed. Additional retaining wall may be necessary in this area to construct the court at proposed elevations. 9. A financial security of$2,500 from the Applicant is recommended for erosion control and engineering oversight. The financial security is intended to provide protection in the event that it becomes necessary for the City to install or maintain erosion and sediment control within the project DESIGNING FOR A BETTER TOMORROW Bolton&Menk is an equal opportunity employer Building Permit Application 1560 Tanglewood Road Page 2 area and covers the cost of vegetation re-establishment if the applicant is unable to follow through with the conditions of approval. 10. The applicant may be required to obtain Minnehaha Creek Watershed District(MCWD)approval and permitting for their Erosion Control and Waterbody Crossings and Structure rules. A copy of any permits required or correspondence indicating no permit is necessary should be submitted prior to any work. Please let me know if you have any questions or need additional information. Sincerely, BOLTON&MENK, INC. '(;Zag 64 Robert E. Bean, Jr., P.E. Water Resources Engineer ORONO COPI 1S Culvert atershed CB 2P Culvert RECEIVED SEP 3 U 2014 CITY OF ORONO Subcat Reach on Link Routing Diagram for Buhman Culvert Prepared by Civil Methods, Inc., Printed 9/26/2014 FHydroCADS 10.00-12 s/n 07283 0 2014 HydroCAD Software Solutions LLC Buhman Culvert Type H24-hr 10-Year Rainfaii=4.25" Prepared by Civil Methods, Inc. Printed 9/26/2014 HydroCAD® 10.00-12 s/n 07283 © 2014 HydroCAD Software Solutions LLC Page 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Culvert Runoff Area=15.090 ac 0.00% Impervious Runoff Depth>0.77" Flow Length=1,350' Tc=42.1 min CN=60 Runoff=7.27 cfs 0.964 of Pond 2P: Culvert Peak Elev=961.05' Inflow=7.27 cfs 0.964 of Primary=7.27 cfs 0.964 of Secondary=0.00 cfs 0.000 of Outflow=7.27 cfs 0.964 of Total Runoff Area = 15.090 ac Runoff Volume = 0.964 of Average Runoff Depth = 0.77" 100.00% Pervious = 15.090 ac 0.00% Impervious = 0.000 ac Buhman Culvert Type 1124-hr 10-Year Rainfaii=4.25" Prepared by Civil Methods, Inc. Printed 9/26/2014 HydroCAD@ 10.00-12 s/n 07283 @ 2014 HydroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 1S: Culvert Watershed Runoff = 7.27 cfs @ 12.47 hrs, Volume= 0.964 af, Depth> 0.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-Year Rainfall=4.25" Area (ac) CN Description 10.140 55 Woods, Good, HSG B 4.950 70 Woods, Good, HSG C 15.090 60 Weighted Average 15.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 3.0 200 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 250 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 800 0.0600 11.27 248.02 Trap/Vee/Rett Channel Flow, Bot.W=3.00' D=2.00' Z= 4.0 '/' Top.W=19.00' n= 0.035 42.1 1,350 Total Summary for Pond 2P: Culvert Inflow Area = 15.090 ac, 0.00% Impervious, Inflow Depth > 0.77" for 10-Year event Inflow = 7.27 cfs @ 12.47 hrs, Volume= 0.964 of Outflow = 7.27 cfs @ 12.47 hrs, Volume= 0.964 af, Atten= 0%, Lag= 0.0 min Primary = 7.27 cfs @ 12.47 hrs, Volume= 0.964 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 961.05' @ 12.47 hrs Device Routing Invert Outlet Devices #1 Primary 959.20' 18.0" Round Culvert L= 24.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 959.20' / 958.90' S= 0.0125 '/' Cc= 0.900 n= 0.024, Flow Area= 1.77 sf #2 Secondary 962.00' 30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 rimary OutFlow Max=7.25 cfs @ 12.47 hrs HW=961.04' (Free Discharge) 1=Culvert (Barrel Controls 7.25 cfs @ 4.26 fps) §econdary OutFlow Max=0.00 cfs @ 5.00 hrs HW=959.20' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Buhman Culvert Type 1124-hr 100-Year Rainfaii=7.28" Prepared by Civil Methods, Inc. Printed 9/26/2014 HydroCAD® 10.00-12 s/n 07283 © 2014 HydroCAD Software Solutions LLC Paae 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Culvert Runoff Area=15.090 ac 0.00% Impervious Runoff Depth>2.51" Flow Length=1,350' Tc=42.1 min CN=60 Runoff=27.90 cfs 3.156 of Pond 2P: Culvert Peak Elev=962.35' Inflow=27.90 cfs 3.156 of Primary=11.43 cfs 2.458 of Secondary=16.47 cfs 0.698 of Outflow=27.90 cfs 3.156 of Total Runoff Area = 15.090 ac Runoff Volume = 3.156 of Average Runoff Depth = 2.51" 100.00% Pervious = 15.090 ac 0.00% Impervious = 0.000 ac Buhman Culvert Type 1124-hr 100-Year Rainfall=7.28 Prepared by Civil Methods, Inc. Printed 9/26/2014 HydroCAD@ 10.00-12 s/n 07283 @ 2014 HydroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 1S: Culvert Watershed Runoff = 27.90 cfs @ 12.41 hrs, Volume= 3.156 af, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-Year Rainfall=7.28" Area (ac) CN Description 10.140 55 Woods, Good, HSG B 4.950 70 Woods, Good, HSG C 15.090 60 Weighted Average 15.090 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.7 100 0.0200 0.07 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.86" 3.0 200 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.2 250 0.0030 0.27 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.2 800 0.0600 11.27 248.02 Trap/Vee/Rett Channel Flow, Bot.W=3.00' D=2.00' Z= 4.0 '/' Top.W=19.00' n= 0.035 42.1 1,350 Total Summary for Pond 2P: Culvert Inflow Area = 15.090 ac, 0.00% Impervious, Inflow Depth > 2.51" for 100-Year event Inflow = 27.90 cfs @ 12.41 hrs, Volume= 3.156 of Outflow = 27.90 cfs @ 12.41 hrs, Volume= 3.156 af, Atten= 0%, Lag= 0.0 min Primary = 11.43 cfs @ 12.41 hrs, Volume= 2.458 of Secondary = 16.47 cfs @ 12.41 hrs, Volume= 0.698 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 962.35' @ 12.41 hrs Device Routing Invert Outlet Devices #1 Primary 959.20' 18.0" Round Culvert L= 24.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 959.20' / 958.90' S= 0.0125 '/' Cc= 0.900 n= 0.024, Flow Area= 1.77 sf #2 Secondary 962.00' 30.0' long x 15.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 tririmary OutFlow Max=11.43 cfs @ 12.41 hrs HW=962.34' (Free Discharge) 1=Culvert (Barrel Controls 11.43 cfs @ 6.47 fps) Secondary OutFlow Max=16.37 cfs @ 12.41 hrs HW=962.34' (Free Discharge) r-2=Broad-Crested Rectangular Weir (Weir Controls 16.37 cfs @ 1.58 fps) CIVIL METHODS, INC• 763.210.5713 1 info@civilmethods.com Consulting Engineers 1551 Livingston Avenue, Suite 104 West St. Paul, MN 55118 August 1, 2014 Mr. Bob Wallace Mom's Landscaping & Design 12276 Johnson Memorial Parkway Shakopee, MN 55379 RE: Culvert Design—Buhman Property, 1560 Tanglewood Road, Orono, MN Dear Bob: As requested, we have analyzed the Buhman property ditch crossing in an effort to adequately size a culvert meeting industry design standards. The ditch watershed has been delineated using available LiDAR contour information, and the SCS TR-20 runoff methodology was used with the HydroCAD modeling to determine flowrates and size the culvert. In addition, we have provided an erosion and sediment control plan designed to minimize the potential for sediment transport to the ditch and downstream waters (as required per the MCWD Waterbody Crossings and Structures Rule. As per the Rule,two alternatives have been evaluated including a "no-build" alternative, as well as a "full bridge" alternative. The no-build alternative would not allow for safe access to the new recreation area, which is unacceptable. Constructing a full bridge overpass would minimize the impact to the ditch, but would add excessive cost to the project for minimal benefit. Therefore, the culvert option has been selected as a way to convey runoff, minimize site impact, and meet budgetary constraints. The ditch receives runoff from a 15.1 acre watershed (see attached figure), consisting entirely of natural/woodland area. The soils at the site are a mixture of Hydrologic Soil Group (HSG)Type B and Type C, ranging from moderate to limited infiltration capacity. A 10-year rainfall event of 4.25 inches (NOAH Atlas 14) over the watershed yields a flowrate of 7.3 cfs, which can be adequately conveyed by an 18" HDPE, smooth-interior, dual-wall pipe placed at a 1.0%slope. The full-flow capacity of the pipe is 12.5 cfs, and during an extreme event the crossing will overtop. Silt fence, biorolls, and erosion control blanket will be used to stabilize the site during and after construction. Grades have been minimized to reduce the potential for future erosion, with the steepest sideslope at a 4:1 (H:V)grade. The site should be vegetated as soon as possible after grading operations are completed. Please contact me with any questions at your convenience. Sincerely, David Poggi, PE Principal Engineer RECEIVED AUG 2 8 2014 Page 1 of 1 CITY OF ORONO i J I I r � Flow 1- I DRAINAGE AREA=15.1 AC r. i CN 60 '/�� l I� ; Tc=42.1MIN /- / x l � ,o LEGEND FIGURE 1: W P. WATERSHED DELINEATION Watershed Delineation s — PROPOSED CULVERT 0 200 —✓, FLOW DIRECTION Buhman Property Culvert Analysis SCALE FEET 1560 Tanglewood Rd.,Orono,MN CIVIL METHODS, INC. Consulting Engineers August 1,2014 Ste' _ TIME�J►� V CITY OF ORONO CALLED IN INSPECTION OTIC D HEDULED — PERMIT N MPLETE ADDRESS fl 12 It=40 OWNER T PHONE NO&a CONTRACTOR -S DESCRIPTION7 ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING 'Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT ❑ FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL Z OWNERICONTRACTOR TO MEET YOU:_YES_NO ren COMMENTS: W j �O cc O W cc Q W W cc J W ❑WORK SATISFACTORY:PROCEED cc W ❑CORRECT WORK&PROCEED IWCERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY C1 BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 ho u in advance. (952) 249-4600 OwnedContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notice 4 CONSTRUCTION PLANS FOR THE "�"�""'� ! i BUHMAN PROPERTY IMPROVEMENTS (ORONO, MN) for DION & TANYA BUHMAN AUGUST, 2014 SHEET INDEX "" el1 [1] TITLE SHEET y a u x 5 .,- mar [2] CONSTRUCTION DETAILS 77 r ; tvr [3] GRADING AND DRAINAGE PLAN v.._ , a .�''"�'Ste' ; _ , "�`,�+•�Y. Al Y5 �'' "P•$S r. fw•t 4- 1 014 �,i- ienx•4_ z{(? I _PROJECT LOCATION (fit.\ h ;.n. F %.rt �. � e' -!t ""'"'•.JI •..'�-` M PLAN REFERENCES: ( •F `_� -`_ "� " � �y^ ^^ 1)MINNESOTA DEPT.OF TRANSPORTATION-STANDARD ` ; > , SPECIFICATIONS FOR CONSTRUCTION,2014(XXXX)OR Mn/DOT XXXX 'A a a THE EXISTING UTILITY INFORMATION SHOWN IN THIS PLAN HAS BEEN SURVEYED BY OTHERS;THE CONTRACTOR SHALL FIELD VERIFY EXACT �t{„ a� - � 4 LOCATIONS PRIOR TO COMMENCING CONSTRUCTION AS REQUIRED BY HENNEPIN '"G "' I g_ STATE LAW. NOTIFY GOPHER STATE ONE CALL 1.800.252.1166 OR COUNTY 0 1.0 atm a. 1 �. 4 ', ' + ri; 651.454.0002) THE SUBSURFACE UTILITY INFORMATION IN THIS PLAN IS UTILITY Scale Miles i QUALITY LEVEL D. THIS UTILITY QUALITY LEVEL WAS DETERMINED ACCORDING TO THE GUIDELINES OF CI/ASCE 38-02, ENTITLED "STANDARD GUIDELINES FOR THE COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA." RECEIVED I HEREBY CERTIFY THAT THIS PLAN,SPECIFICATION,OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED SEP 15 2014 PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. ,� . DAVID M. POGGI CITY OF ORONO „CENSE._ 44,573 a„E; 08/14/2014 oav REV. BY DATE DESCRIPTION I BUHMAN PROPERTY IMPROVEMENTS SHM7 CIVIL METHODS, INC. ow 1560 TANGLEWOOD RD.,ORONO,MN 1 1551 Livingston Avenue, Suite 104 OF West St. Paul, MN 55118 1 763.210.5713 OEM* 1EB i TITLE 3 2' I' 10 1.5"HMA TYPE SPWEB340B,12.5 mm,PG 58-28(2360) BITUMINOUS TACK COAT(2357) GEOTEXTILE FABRIC(3 733) •......_ 2.0"HMA TYPE SPNWB330B(2360) SECTION A-A 8"AGGREGATE BASE,CLASS V(2211) NOT TO SCALE GEOTEXTILE FABRIC,TYPE V,WOVEN(3733) SUBGRADE PREPARATION/SUITABLE BORROW*(2112)(INCIDENTAL) 4 B PLANT-MIXED ASPHALT CROSSING A A SECTION B-B L . TO SCALE D A. VA ES STREET/DRIVE COMPACTED BACKFILL 8"MIN.(APPROX.) AS SPECIFIED FLEXIBLE PIPE TRENCH NOTES: RADIUS AS 1. Granular Bedding and Encasement-Bedding and granular REQUIRED encasement materials used in the pipe zone area(6"below the 12"MIN 777r� pipe to 12"over the pipe)shall meet granular bedding 12"MINIMUM DEPTH :r• OVER PIPE requirements(3149.2F). f OF 3"TO 6" IL 4 2. Backfill material shall be suitable borrow material from the n CRUSHED ROCK, B i tion,and shall be quality compacted with hand-machines. r' excavation, CLEAR OR WASHED, e' OVER GEOTEXTILE FABRIC PLAN `•• ti The maximum lift thickness shall be 6 inches. `ti:nrY: 3. All joints shall be soil-tight with appropriate sealing material(per rvorro SCALE c ry 4= manufacturer recommendation). RIPRAP AT PIPE OUTLETS GRANULAR BEDDING& ENCASEMENT MATERIAL 4"MIN.BEDDING,ASTM AS NECESSARY(INCIDENTAL) CLASS I,II,OR III AS REQUIRED MATERIAL(INCIDENTAL) 15'MIN. FLEXIBLE PIPE TRENCH ROCK CONSTRUCTION ENTRANCE STEEL STUDDED'T'POST F.--3' LEVEL (MIN.) PLASTIC'ZIP'TIES 5ft MINIMUM LENGTH POSTS STRAW OR WOOD FIBER 6"OR (50#TENSILE) AT 6ft MAXIMUM SPACING 9"DIAMETER ROLL ENCLOSED 4' OVERLAP LOCATED IN TOP 8" IN PLASTIC OR POLYESTER NETTING ANCHOR SLOT ALTER GEOTEXTILE FABRIC, 36"WIDTH DIRECTION OF RUNOFF FLOW t-- z W � 2"x 2"x 18"LONG WOODEN STAKES 1' SPACING ON STAPLES ? rna a AT 2'-0"SPACING. DRIVE THROUGH NOTE: NETTING AND FIBER ROLL. ANCHOR,OVERLAP&STAPLE to MACHINE SLICE DITCH INSTALL: ENSURE ENDS PER MANUFACTURER FOLD UNDER 6' N 'I' 81-12"DEPTH HIGHER THAN MIDDLE OVERFLOW SPECIFICATIONS (PLUS 6"FLAP) BIOROLL INSTALLATION EROSION CONTROL BLANKET INSTALLATION SILT FENCE - MACHINE SLICED I NEXEBT CEATFY THAT THIS RAN,SFECIFIUTION,A01.11 XT WAS PREPARED By BUHMAN PROPERTY IMPROVEMENTS SHEET mam OIIY REV. Ely DATE DESCRIPTION ON UXOFR MV DITECE SUPERVISION ATO THAT 1 AM A DULY LICENSED VXOFESSIOINL CIVIL METHODS INC. ENGINEER UNDEXTEUWS OF XE STATE OF MINNESOTA. aN.EN oMr 1560 TANGLEWOOD RD.,ORONO, MN 2 1551 Livingston Avenue, Suite 104 so- %��' 08/14/2014 OF DAVID M. POGGI West St. Paul, MN 55118 763.210.5713 °� "® LEG 0, 44573 CONSTRUCTION DETAILS 3 ------------------- LEGEND: RETAINING WALL IS, SILT FENCE,MS V ....... BIOROLL,6- IP PROTECT TREES IN ZF.IP ROCK CONSTRUCTION ENTRANCE EASEMENT AREA N88 .00-E 560.93 PLANT MIXED BITUMINOUS ti '4111 NW .00-E 59.93 35'WETLAND RIPRAP,CL.III,W/FABRIC,TYPE 4 SETBACK PROPOSED FENCE 90 LF SILT FENCE,MS OR PROPOSED CULVERT TW=969.5 30'SETBACK TIN 967 5 A (PLACE ALONG EDE BW 966.5 1=66.5 hOF DITCH) U i0o 00 U) b J 12'x 15'BITUMINOUS �\o q 120'x 60'TENNIS COURT c6 CROSSING(SEE 6 DETAIL) o 1560 TANGLEWOOD RD A ORONO,MN Chi TW=967.5 BW=966ODD .2 Q) 24 LF 18'I.D.HOPE, Z C?� 9 DUAL-WALL,,@ 1.2% I=959.2(N) 965 1=958.9(S) --------964 963 10'HIGH BLACK _ `srr oiir oar rir Asa moa POWDER-COATED ► CHAINLINK FENCE DRAINFIELD. 14% (ALTERNATE LOCATION) c0i 0 PROTECTIVE FENCING;DO 6 LF SILT FENCE,MS NOT IMPACT DRAIN FIELD 160 LF SILT FENCE,MS 2 CY RIPRAP,CL III W/FABRIC,TYPE 4 J ss 1�1 12'SHED S71EPS AS LOT 3 NECESSARY ....... -d ------ 25.00 _B_1 0 C K 1 20 LF BIOROLL,6 N90*00'0 \_CREE -1 0- ROCK CONSTRUCTION AI (VERIFY ENTRANCE(SEE DET L). 4'x 7'GA. 'e, OTHERS Lu; ON) SITUATE AS NEEDED. PROTECT TREES OUTSIDE CONSTRUCTION AREAAm CIO FDW RmtA FDIP 'A ------ t'l Ln RECEIVED L T 4 0 SEP 3 0 2014 CITY OF ORONO CONSTRUCTION NOTES: SITE GRADING &SUBGRADE PREPARATION: SEDIMENT CONTROL&TURF RESTORATION NOTES: 1. The subsurface utility location information in this plan is utility quality level D. This utility quality level was 1. Unless otherwise noted,all proposed grades shown are finished grades. Finished grades at the points 1. Install rock construction entrance immediately upon project initiation. determined according to the guidelines of CUASCE 38-02,titled"Standard Guidelines for the Collection and between spot elevations or contours are determined by uniform slopes between the given grades. 2. Install preassembled or machine-sliced silt fence(3886)or bioroll(3897.2A)around any soil stockpiles that Depiction of Existing Subsurface Utility Data." Engineer does not guarantee the accuracy of utility locations or 2. At locations where new work connects to existing work,field verify existing elevations and grades prior to will be present more than 7 days. that all existing utilities are shown;Contractor is responsible for locating utilities. beginning the new work. Match existing grades at construction limits. 3. If dewatering is necessary,water must be discharged so as to prevent erosion and sediment-laden water 2. Existing boundary,utility and topographic information shown on this plan is from the site survey performed by 3. Topsoil from grading areas shall be stripped,salvaged and stockpiled;subout below final grade for from discharging downstream. others,as well as available LiDAR information. placement of a minimum of 6"salvaged topsoil. 4. Onsite concrete washout is not permitted. 3. Construction shall be performed in accordance with the referenced standards and specifications. 4. Excavated material that cannot be adequately worked into the site will require hauling and disposal by the 5. Seed&mulch disturbed areas as directed Within 2 weeks of grading completion. 4. Contractor shall include in prices bid for items listed all work and materials necessary to satisfactorily complete Contractor. 6. Remove silt fence and biorolls after vegetation growth exceeds 70%coverage over all disturbed areas. the project as indicated by these plans;additional payment will not be made for ancillary items unless prior 5. Remove all unsuitable material(organic soils,uncontrolled fill,debris,and natural or artificial obstructions) approval is requested and received from Owner. in the zone from 3.3 ft below the finished subgrade to the finished subgrade in the proposed 5. Contractor is responsible for keeping sediment from entering ditch or creek until site is stabilized;adjust erosion pavement/court areas. and sediment control measures as site conditions dictate. 6. Asphalt Areas:Strip topsoil,remove organic or unsuitable material,fill with suitable material as needed, 6. Remove trees as needed inside construction limits;protect trees outside of construction limits. compact subgrade and Class 5 aggregate to 100%Standard Proctor(Mn/DOT 2211);place geotextile fabric under Class 5 aggregate base. Test roll with fully loaded tandem,deflection shall be less than 1.0". 7. Placement and compaction of material as indicated is incidental. I"RE"CER T-PLAN,SME�CATION,OR REPORT WAS PREPARED ff ME N Df9a1@ DNP REV. BY I DATE DESCRIPTION oRUNDERMYD SUMERM-AND-I AM A-LICENSED PROFEWIOW BUHMAN PROPERTY IMPROVEMENTS SHEET CIVIL METHODS, INC. IF+& 0__ 40 DMP 1 DMP 9/9/14 REV. COURT SIZE, CROSSING, ETC. ENGINEER UNDER THE�OF THE STATE Of MINNESOTA. 1560 TANGLEWOOD RD., ORONO, MN 3 1551 Livingston Avenue, Suite 104scole Feet - 2 DMP19/26/141 MELDED UDAR & SURVEY CONTOURS A acre 08/14/2014 OF West St. Paul, MN 55118 1 763.210.5713 s KEB - DAVID M. POGIII 44573 GRADING &DRAINAGE PLAN 3 - s Planning • Zoning Department Memo To: Finance Department From: Christine Mattson, Planning Assistant CC: Street File Date: October 7, 2015 G/L: 101-22205 Re: Escrow Refund Zoning Permit#2014-01064 & Building Permit#2013-00704 pertaining to 1560 Tanglewood Road is complete. Please refund$2,500 to the property owner, Dion &Tanya Buhman. The following is attached: • Original signed escrow agreement • Copy of cash register receipt showing escrow amount received Mail to: Dion&Tanya Buhman 1560 Tanglewood Road Long Lake, MN 55356 wAstreet files4anglewood rd\1560\escrow refund 2014-01064&2013-00704.docc ZONING PERMIT ESCROW AGREEMENT Permit#2014-01064 and BUILDING PERMIT APPLICATION Permit#2013-00704 AGREEMENT made this-�day of , 204, by and between the CITY OF ORONO, a Minnesota municipal corporation ("City") and Dion & anya Buhman ("Owners"). Recitals 1. A zoning permit application has been filed for a property located at 1560 Tanglewood Road the ("Subject Property"), legally described as Lot 3, Block 1, Tanglewood, Hennepin County, Minnesota. 2. Owner requests the City to review this application. 3. The City will commence its review of the application and incur costs associated with said review only if the Owner establishes an escrow to ensure reimbursement to the City of its costs. NOW THEREFORE,THE PARTIES AGREE AS FOLLOWS: 1. DEPOSIT OF ESCROW FUNDS. Contemporaneously with the execution of this Escrow Agreement, the Owners shall deposit$2,500 with the City. All accrued interest, if any, shall be paid to the City to reimburse the City for its cost in administering the escrow account. 2. PURPOSE OF ESCROW. The purpose of the escrow is to guarantee reimbursement to the City for all out-of-pocket costs the City has incurred (including planning, engineering or legal consultant review) or will incur in reviewing the plan. Eligible expenses shall be consistent with expenses the Owners would be responsible for under a zoning permit application. The escrow will also guarantee reimbursement to the City for all out-of- pocket costs the City has incurred to assure that the work is completed in accordance with the Stormwater Pollution Prevention Plan and the provisions of Orono City Code Chapter 79. The financial security may also be used by the City to eliminate any hazardous conditions associated with the work and to repair any damage to public property or infrastructure that is caused by the work (including planning, engineering, or legal consultant review)associated with permit#2014-01064 if compliance with the approved zoning permit is not accomplished. 3. MONTHLY BILLING. As the City receives consultant bills for incurred costs, the City will in turn send a bill to the Owners. Owners shall be responsible for payment to the City within 30 days of the Owners' receipt of bill. 4. DISBURSEMENT FROM ESCROW ACCOUNT. In the event that the Owners do not make payment to the City within the timeframe outlined in#3 above, shall issue a Stop Work Order until the Owners pay all expenses invoiced pursuant to #3. The City may draw from the escrow account without further approval of the Owners to reimburse the City for eligible expenses the City has incurred. 5. CLOSING ESCROW. The Balance on deposit in the escrow, if any, shall be returned to the Owners when all requirements related to the project are complete. City Staff shall review the terms of this escrow agreement two times per year to determine whether the requirements of the project have been successfully completed and whether it is appropriate to return the funds. Owner may also request the release of the funds, and such funds shall be released upon City Staff receiving the appropriate verification that all requirements of the project have been successfully completed. 6. CERTIFY UNPAID CHARGES. If the project is abandoned by Owners, or if the eligible expenses incurred by the City exceed the amount in escrow, the City shall have the right to certify the unpaid balance to the subject property pursuant to Minn. Stat. §§415.01 and 366.012. CITY. CITY OF ORONO By: Its: 23545 MOM'S LANDSCAPING & DESIGN, LLC CAMERICANA I PALMTREEDIRECT.COM COMMUNITY'BANK ®Moms 12276 JOHNSON MEMORIAL DRIVE 75-196-919 LAXaSCAVIN6` 3Dxs1A2', SHAKOPEE,MN 55379 PAY TO THE � �` ORDER OF }> DOLLARS VOID A R 60 DAYS MEMO AUTHORIZED SIGNATURE 1180 2354511' 1:09 190 L9691: 60 630 LII' 2354E MOM'S LANDSCAPING & DESIGN, LLC 45AMERICANA PALMTREEDIRECCOMMUNITY BANK To ss 12276 JOHNSON MEMORIAL DRIVE 75-196-919 >.wxgscwrirL`�aEstsK SHAKOPEE,MN 55379 PAYTOORDER THE } ` ORDER OF v 1 v DOLLARS VOID FTER 60 DAYS f MEMOTC-!,,k)jL,ol' -1 j--V AUTHORIZED SIGNATURE 118023S46119 1:0919019691: 60 630 LII' CITY OF ORONO * 2 0 1 4 - 0 1 1 2 2 2750 KELLEY PARKWAY DATE ISSUED: 09/30/2014 ORONO, MN 55356- 952 249-4600 FAX: 952 249-4616 ADDRESS : 1560 TANGLEWOOD RD PIN : 26-118-23-32-0012 LEGAL DESC TANGLEWOOD LOT 003 BLOCK 001 PERMIT TYPE ESCROW FEE-APPLICANT PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE ESCROW FEE-APPLICANT NOTE: THIS$2500 ESCROW IS TIED TO ZONING PERMIT-2014-01064-PAID BY MOM'S LANDSCAPING APPLICANT ESCROW FEE-APPLICANT 2,500.00 ESCROW FEE-DEVELOPER 0.00 MOM'S LANDSCAPING&DESIGN 12276 JOHNSON MEMORIAL DRIVE Payment(s) TOTAL 2,500.00 SHAKOPEE,MN 55379- CHECK 23545 2,500.00 (952)277-6667 Minnesota State License#: BUIL-BC638384 OWNER BUHMAN,DION&TANYA 1560 TANGLEWOOD 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 for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. Applicant Permitee Signature Date Issued By Signature Date 1560 TANGLEWOOD F;ZD XF;ZON.0, MINNESOTA MATERIAL NOTES 1. Concrete Retaining Wall Units: "Anchor Diamond Pro Retaining Wall Units". 2. Geosynthetic Reinforcement: Miragrid 3XT, as shown on the Drawings. 3. Leveling Pad Base: Clean crushed stone or granular fill meeting the followning gradation as determined in accordance with ASTM D448. Sieve Size Percent Passing 1 Inch 100 No. 4 35 to 70 No. 40 10 to 35 No. 200 3 to 10 a. Base Thickness: 6 inches (minimum compacted thickness). 4. Drainage Aggregate: Clean crushed stone or granular fill meeting the following gradation as determined in accordance with ASTM D448. Sieve Size Percent Passing 11/2 Inch 100 4 inch 75-100 No. 40 0-50 No. 200 0-5 5. Reinforced Fill: Material can be site excavated soils where the above requirements can be met and whose soil properties meet the soil design properties. Unsuitable soils for backfill (high plastic clays or organic soils) shall not be used in the backfill or in the reinforced soil mass. 5.1. Unsuitable soils are organic soils and those soils classified as CH, OH, MH, OL, or PT. 6. Impervious Material: Clayey soil or other similar material which will prevent percolation into the drainage zone behind the wall. 7. Drainage Pipe: Perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with D3034 and/or ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter. 7.1. Drainage pipe shall be manufactured in accordance with ASTM D3034 and/or ASTM D1248. 8. Construction Adhesive: Exterior grade adhesive as recommended by the retaining wall manufacturer. FOUNDATION SOIL NOTES 1. Excavate foundation soil as required for footing or base dimension shown on the Drawings, or as directed by the Project geotechnical engineer. 2. The Owner may retain the services of a geotechnical engineer to examine foundation soil to ensure that the actual foundation soil strength meets or exceeds that indicated on the Drawings. Unsuitable soils are defined as any soil that does not have sufficient bearing capacity or will cause excessive wall settlement. Remove soil not meeting the required strength. Oversize resulting space sufficiently from the front of the block to the back of the reinforcement, and backfill with suitable compacted backfill soils. 3. The Owner shall retain the services of a geotechnical engineer to determine if the foundation soils will require special treatment or correction to control total and differential settlement. 4. Fill over -excavated areas with suitable compacted backfill, as recommended by the Project geotechnical engineer. BASE COURSE NOTES 1. Place base materials to the depths and widths shown on the Drawings, upon undisturbed soils, or foundation soils prepared as directed by the project geotechnical engineer. a. Extend the leveling pad laterally at least 6 inches in front and behind the lowermost concrete retaining wall unit. b. Provide aggregate base compacted to 6 inches thick (minimum). 2. Compact aggregate base material to provide a level, hard surface on which to place the first course of units. 3. Prepare base materials to ensure complete contact with retaining wall units. Gaps are not allowed. ERECTION NOTES 1. Excavation support, if required, is the responsibility of the Contractor, including the stability of the excavation and its influence on adjacent properties and structures. 2. General: Erect units in accordance with manufacturer's instructions and recommendations, and as specified herein. 3. Place first course of concrete wall units on the prepared base material. Check units for level and alignment. Maintain the same elevation at the top of each unit within each section of the base course. 4. Ensure that foundation units are in full contact with natural or compacted soil base. 5. Place concrete wall units side-by-side for full length of wall alignment. Alignment may be done by using a string line measured from the back of the block. Gaps are not allowed between the foundation concrete wall units. 6. Place 12 inches (minimum) of drainage aggregate between, and directly behind the concrete wall units. Fill voids in retaining wall units with drainage aggregate. Provide a drainage zone behind the wall units to within 12 inches of the final grade. Cap the backfill and drainage aggregate zone with 12 inches of impervious material. 7. Install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the reinforced zone. Slope the main collection drainage pipe, located just behind the concrete retaining wall units, 1/4" per foot (minimum) to provide gravity flow to the daylighted areas. Daylight the main collection drainage pipe to an appropriate location away from the wall system at each low point or at 50 foot (maximum) intervals along the wall. 8. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are compacted before installation of next course. 9. Check each course for level and alignment. Adjust units as necessary with reinforcement shims to maintain level, alignment, and setback prior to proceeding with each additional course. 10. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the locating surface of the unit contacts the locating surface of the units in the preceding course. Interlock wall segments that meet at corners by overlapping successive courses. Attach concrete retaining wall units at exterior corners with adhesive specified. 11. Install geosynthetic reinforcement in accordance with geosynthetic manufacturer's recommendations and the shop drawings. a. Orient geosynthetic reinforcement with the highest strength axis perpendicular to the wall face. b. Prior to geosynthetic reinforcement placement, place the backfill and compact to the elevation of the top of the wall units at the elevation of the geosynthetic reinforcement. c. Place geosynthetic reinforcement at the elevations and to the lengths shown on the Drawings. d. Lay geosynthetic reinforcement horizontally on top of the concrete retaining wall units and the compacted backfill soils. Place the geosynthetic reinforcement within one inch of the face of the concrete retaining wall units. Place the next course of concrete retaining wall units on top of the geosynthetic reinforcement. e. The geosynthetic reinforcement shall be in tension and free from wrinkles prior to placement of the backfill soils. Pull geosynthetic reinforcement hand -taut and secure in place with staples, stakes, or by hand -tensioning until the geosynthetic reinforcement is covered by 6 inches of loose fill. f. The geosynthetic reinforcements shall be continuous throughout their embedment lengths. Splices in the geosynthetic reinforcement strength direction are not allowed. g. Do not operate tracked construction equipment directly on the geosynthetic reinforcement. At least 6 inches of compacted backfill soil is required prior to operation of tracked vehicles over the geosynthetic reinforcement. Keep turning of tracked construction equipment to a minimum. h. Rubber -tired equipment may pass over the geosynthetic reinforcement at speeds of less than 5 miles per hour. Turning of rubber -tired equipment is not allowed on geosynthetic reinforcement. BACKFILL PLACEMENT NOTES 1. Place reinforced backfill, spread and compact in a manner that will minimize slack in the reinforcement. 2. Place fill within the reinforced zone and compact in lifts not exceeding 6 to 8 inches (loose thickness) where hand -operated compaction equipment is used, and not exceeding 12 inches (loose thickness) where heavy, self propelled compaction equipment is used. a. Only lightweight hand -operated compaction equipment is allowed within 3 feet of the back of the retaining wall units. If unable to achieve minimum compaction requirements replace the reinforced soil in this zone with drainage aggregate material. 3. Minimum Compaction Requirements for Fill Placed in the Reinforced Zone: a. Compact to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698) for the entire wall height. b. Increase compaction requirements for retaining walls with slope heights at the back of the reinforced soil zone greater than 5 feet above the top of wall. Verify compaction requirements with the Project geotechnical engineer. c. Utility Trench Backfill: Compact utility trench backfill in or below the reinforced soil zone to 98 percent of the soil's standard Proctor maximum dry density (ASTM D698), or as recommended by the Project geotechnical engineer. d. Moisture Content: Within 2 percentage points of the optimum moisture content for all wall heights. e. These notes may be changed based on recommendations by the Project geotechnical engineer. 4. At the end of each day's operation, the backfill shall be graded and sealed with proof rolling to prevent ponding of water on the partially completed surface of the reinforced soil mass. a. The General Contractor is responsible for ensuring that the finished site drainage is directed away from the retaining wall system. b. In addition, the General Contractor is responsible for ensuring that surface water runoff from adjacent construction areas is not allowed to enter the retaining wall area of the construction site. 5. The foundation is considered to extend from the front of the block to the rear of the reinforced soil zone. The excavation will need to be properly oversized (per General Note #3) to provide lateral support for the new structural fill soils, providing oversizing and a safe backslope for construction will significantly increase the size of the excavation. CAP UNIT INSTALLATION NOTES 1. Apply adhesive to the top surface of the unit below and place the cap unit into desired position. 2. Cut cap units as necessary to obtain the proper fit. 3. Backfill and compact to top of cap unit. WALL CONSTRUCTION TOLERANCE NOTES 1. Wall Construction Tolerances: a. Vertical Alignment: Plus or minus 1-1/4 inches over any 10 -foot distance, with a maximum differential of 3 inches over the length of the wall. b. Horizontal Location Control from Grading Plan: b.1. Straight Lines: Plus or minus 1-1/4 inches over any 10 -foot distance, with a maximum differential of 3 inches over the length of the wall. b.2. Corner and Radius Locations: Plus or minus 12 inches. b.3. Curves and Serpentine Radii: Plus or minus 2 feet. c. Geogrid placement tolerances: c.1. Elevation: 1 inch c.2. Horizontal: Continuous horizontally, within +1 foot on ends of layers c.3. Length: Equal to or greater than minimum length shown on plans d. Immediate Post Construction Wall Batter: Within 2 degrees of the design batter of the concrete retaining wall units. e. Bulging: Pius or minus 1-1/4 inches over any 10 -foot distance. FIELD QUALITY CONTROL NOTES 1. Installer is responsible for quality control of installation of system components. 2. The Owner, at their expense, may retain a qualified professional to perform quality assurance checks of the installer's work. 3. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's expense. 4. The Owner or Owner's Representative may retain the services of a geotechnical engineer to perform compaction testing of the reinforced backfill placed and compacted in the reinforced backfill zone. a. Testing Frequency (or as directed by Project Geotechnical Engineer), make at least one random field density test of new materials for every 150 square yards area for each 6" depth of material, but in no case less than one test per 12" depth. b. Vary compaction test locations to cover the entire area of the reinforced soil zone, including the area compacted by the hand -operated compaction equipment. 5. Installer is responsible for quality control of installation of system components. 6. Correct work which does not meet these specifications or the requirements shown on the Drawings at the installer's expense. UTILITY NOTES 1. If utilities are located within the proposed reinforced zone the Gray Engineering, LLC must be notified prior to construction of the segmental retaining walls to review the design and/or plans. 2. Utilities must be properly designed to withstand all forces from the segmental retaining wall units, reinforced soil mass, and surcharge loads. 3. Storm drains are prone to leaking. Therefore, if a joint in a storm drain is located within 100 feet of the retaining wall the storm water pipe must be water tight. Neoprene O -rings must be installed at all storm pipe joints as a minimum. 4. Water lines, including irrigation systems, must be watertight within 100 feet of the retaining wall. Leakage behind a retaining wall will increase the horizontal pressure against the wall leading to wall failure. For this reason, subsurface waterlines and irrigation systems should not be installed above the reinforced zones of the retaining wall, or within 5 feet of the reinforced zone. GENERAL NOTES 1. The soil strength parameters for design of the segmental retaining walls were not provided to Gray Engineering, LLC. The design parameters were assumed from other projects in the City of Orono, MN. If the soil strength parameters are found to be inconsistent with those to Gray Engineering, LLC, this design is no longer valid and it is the responsibility of the owner or owner's representative to notify the Gray Engineering, LLC so the retaining wall system can be redesigned. Failure to notify the Gray Engineering, LLC may result in failure of the retaining wall. 2. Assumed Design Soil Parameters: a. Reinforced soil: Imported Granular soil phi = 32 degrees gamma = 120 pcf. b. Retained soil: Imported/on-site soil phi = 28 degrees gamma = 120 pcf. c. Foundation soil: Imported/on-site soil phi = 28 degrees gamma = 120 pcf 3. Any excavation below the wall should have proper 1:1 lateral oversizing. Excavation oversizing should be measured from the front of the gravel leveling pad and the back of the lowest reinforcement layer. Refer to detail 3 on sheet W2. 4. Wall stationing shown on sheet W2 is not related to any other stationing shown on the grading plans. Station 0+00 is on the left end of the wall as seen from the front of the wall. 5. This set of segmental retaining wall plans are based on the Pool and Landscape plan prepared by BellaWood Builders, dated October 15, 2013. If other grading plans are produced that contain different information than that referenced, this plan may need to be revised and/or the walls may need to be redesigned. 6. This set of segmental retaining wall plans are based specifically on the wall being constructed with Anchor Diamond Pro block and the Mirafi Miragrid 3XT reinforcement products. Absolutely no substitutions allowed. 7. Location of the segmental retaining wall in relation to property lines, utility easements, watershed easements, or any other type of easements are the responsibility of the owner or the site civil engineer. Gray Engineering, LLC assumes no liability for the location of the segmental retaining wall, or if construction of the proposed segmental retaining wall encroaches any property lines or easements. 8. It is imperative that the site surveying of the segmental retaining wall be done by the site civil engineer or surveyor and must be based on computer generated site/grading plans and not profile plans done by Gray Engineering, LLC. Surveying of the segmental retaining wall must take into account the design batter indicated on the enclosed plans and details. Failure to take into account wall batter for segmental retaining wall surveying will produce incorrect locations of all top of walls and shall be corrected at no cost to Gray Engineering, LLC or the segmental retaining wall contractor. 9. Wall geometry, locations, slopes and surcharge loads for the segmental retaining walls were measured from the site grading plan referenced above, and partially reproduced to the right. If conditions vary in the field from those shown on this plan, Gray Engineering, LLC must be notified prior to construction of the segmental retaining walls to review the design and/or plans. 10. If there are discrepancies between any information on these plans and information in the project specifications, the more restrictive information takes precedence. 976 Fence Screen AC Units Planting Area Existing House u WALL 1 sta 0+00 -� L1 7 ID I Existing Brick Paver 1 � v Existing Segmental Ret�§�gwall \ Proposed Segmental Retaining Wall Minimum Distance from Pool Deck to Outside o. Edge of Wall Cap must be 3'-0". r \ PlantingArea 20' x +0' Vinyl Pool Pool Elevation 976.2.1 KEY PLAN (N.T.S.) i' Lawn Area i \ \ Existing Septic. Tanks \ \ /�To L)e Relocated as Necessary) \ \ JO THE SITE PLAN SHOWN IS FOR ILLUSTRATIVE PURPOSES ONLY, IT HAS BEEN REPRODUCED FROM BellaWood Builders, Pool and Landscape Plan, October 15, 2013. SHEET INDEX PAGE DESCRIPTION W1 TITLE PAGE/KEY PLAN W2 WALL ELEVATIONS W2 SECTIONS AND DETAILS Ll Lr) W JIt >W Q) Q Z ❑ J� QC � > v °"a Z 0 I'm o.�w z < n Z Q mol ZY Z WQ❑ C _o �W I U p" O O WZ Z O } J W� ° 4 Q ZLL �m WN O i G > �aNQ) 0 Z oCn a� U J Z WEN oZ N �, W �W I m W z L1 Z �L Z U O- N Q L 0Z ova 00N 0) CL Q _ Q) Q) Nam w [I ❑ W >W Q) Q Z ❑ m QC � > v °"a W I'm o.�w z < n Z mol CL C9 WQ❑ C N I U p" O O (3Q az U (n O F 4 J U a U Q ° 4 N v r Z W �m WN O i G > �aNQ) QC"_-� � oCn a� D N W 0 > a ° >-0 o J W d Q w F L1 Z �L W U O- N Q L 0Z ova Z 0) CL W M _ Q) Q) Nam w a rn In a _ 3 a M N ❑ Z IL Q ❑ _ M Q. N [I ❑ J Q Q ❑ Q Z ❑ 3 ❑ W ❑Z Z W J z Z C7 Q Q Z ❑ W N W � W ❑ Z J Q Z Z0 a L3 U N o W r Z W W C] ❑ o ZZ W ❑ Z W p MW NEn❑�� W Z m W M C� 03 N ❑ rn In W M N ❑ Z IL Q ❑ _ M Q. W Z W Q m [7 o3 > mLJ z m o 3 0 Z M W W ❑ o W � a Q o SHEET ❑F REcEivEn W 1 2 SEP 21 2015 TITLE PAGE/ CITY OF ORONO KEY PLAN 151110 :--0t4- 01p404 115r`9• Rt,AWrime Wait PLOM 9 77 - 976—FL=s75��-- -- -------------------- --------L---------I- - -----------T--- ±STA 1---------I- --------' 8 OUTSIDE RADIUS 0+27 TO ±STA --------------------------------L --L------------------- 0+47 9g W 2 w cn w zz O ---------------- -------- - ------- 8 OUTSIDE RADIUS ±STA 0+55 TO ±STA 0+88 ----------------------------------------------L---- I---------1 L---------------- ---------- -------- - ___ -- --- W 2 w w z o u_ --- ------------- ±S -------------------4------------------------------------ 8 OUTSIDE RADIUS A_ 0_+92 _T_O ±STA -----------------=------------------L----------------- 1 00 _ --------- -------------------------,977 - ----- --- -- ! T J 976 975 �-- --- --�-------------------�---------;---------I-------------------I----------r---------I---------+--------- -------- ---------I----------- I�--------1- -------- ---- ---� ------------------' �------------------ ---------�-------- --------fi----- ---I----- 1974 975 974E�s--- '_—EL$.:8..�@`4ov 'l� `LCLEFT--�_ _y- ---------' --I' ---_ MIRAGRID 3XT, 6.00 FT —y- _ MIRAGRID 3XT 6.00 FT MIRAGRID 3XT 7.50 FT _ ,I _ _ -- ---_—�I — — — — --- _-------_------- — JAI _ --- �_-------- ---= MIRAGRIDj�3XT, 7,50 FT _ 973 - - - - - - =97 .7 - €6_31_ --f -- ---------- - - - - - -- T-- - j-- --- _ - - - - -L 7 7 - - - r-�-- ------------------------- ------ - T------------------- --- - --- j — 973 972 + -------- --- -� EL 7.05 -- ='ter-- - - ----- -- --- ------ --------� -------- MIRAGRID 3XT,; 5.50 FT _ ----------------- _ - _ ---------- _ ---------- _ -------- MIRAGRID 3XT, 5.50 FT -------------------------------------- MIRAGRID 3XT, 6.50 FT _ _ --------' _ r y _ --------------------------- _ j _ _ _ _ _ MIRA�- GRID] 3XT, 6.50 FT - -972 971 -i -------- '----------�.-�7sz-1---- I __ __ _____ _______ --------- -------- -------- --- ----- I -- --I ----- - -- -------------I -- -- _ I- - I -I- _ - I - - -971 970 -r -------- --- - - -_ ------------ _-- - ----- -- ---------- T MIRAG -� - - - - - - - ------ _ -,-------- --------- _ MIRAGRID XT, 5.50 _FT --------L-------- MIRAGRID 3XT, 6.50 FT -- ----------------------------r------ _ ---------,--------iI---------r-------- --------- ----- MIRAGRID 3XT, 6.50 FT 1-----970 969 -------- ------------------ -------- ---- L ----- -- ----- 4�au __ ---------- _ _ _ ---- �- --- -- --p --_-- _ --,--------- -------------------- - - -L- _ ------- _ ------ --- _ ------- -------- _ ------ 1 -------�� _ _�_ ---- _ - ------ -�_ _ - L_ ---969 968 - - - - - - - - - - - - - - - - ------------------------------- --------- I dl=g R s ---� ---T - --�-- - L-96738 --r - - ------ ----- - ---- 11 FT - ---------' -------- ---------'i ---------I- - --- -- —r-- -------------- -�-- MIRAGRID' 3XT 6.50 FT - - , ---_- -968 967 r ------- ----- -- ------------------ -i — -- — �I ------- — ----------- ---------- ---- _ - r --------r-------- -- l---------- ----- ------ ------------ - - � -; -- ______, EL -966.71 --------- --------- ----------- —� ------- --- r ---;- -------- ------- -- ---- — — — — ——------- I--) —967 966 ------ --- -------- —�--------t— ''---------- ------ -- ------- ----------1------l— — --------- 1 ---------------- --- 1---------' -------- -------- - —LL=66O -----------�-----r--1--- Ir-----LEL=965138--_____- -- - �.. - MIR -, , -. - 966 j ��,---- ------- I � ELJ96J --------�--- 965965 --- - ------ T --------------- - ----- T --- -- T ---------j----- -- --------- ------------------ j r--- - -- j r-------- --- ---------------i --------- ----------- �'-_______�',__ 1----- -------- j ------------- ?___� ------- ------------------ ----- -- --------- -- ------ --------------- ------------- ---- rt---------------------------' --------- ----- --------- --- ---------------------------' ---------0 ------ in L---------- ------ o I ---------I----------------- In o In -------- o -- ------ In �n ------------------=---------=-------- In o un --------- o -------- In ------964—D--- o --------- u) ----------------- ---------- --------- -------------- NC+D --------964 0 14 f * + + + + +� + + + OD OD + + 0 0 ~ ~ f + + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -4 .-� .4 .. .-+ d a ¢ d d a a a a d a d a d d ¢ a d d d d a ¢ d a Vy 2 a d VJ V1 V1 fA 0 0 0 0 0 W 0 V1 C4 01 0 0 V1 � VJ V1 Vi H V1 V1 V1 (A PRO® - ELEVATION VIEW rlDIAMOND WALL 1 (MAXIMUM BEARING PRESSURE = 17500 PSF) CAP UNIT DIAMOND PRO® 2 ISOMETRIC BLOCK VIEWS W2 ANOT TO SCALE) 1 6.. 1 2'-0" Wos = WIDTH OF OVERSIZING De 1 De = DEPTH OF EXCAVATION 1 L = LENGTH OF GEOSYNTHETIC REINFORCEMENT Wos = (2 * De) + L + 6" Wos t DIAMOND PRO® (� 3 1:1 EXCAVATION OVE RS IZI N G WZ (NOT TO SCALE) DIAMOND PRO® `` r4 ­' TYPICAL BASE PREPARATION W2 ANOT TO SCALE) 11" MINIP WZ %(SCALE: 1 °=5'-O°) EXTEND GEOSYNTHETIC REINFORCEMENT TO WITHIN 1 " OF THE LOWER BLOCK FACE-Iff 11 " MIN. DIAMOND PROS 5 REINFORCEMENT CONNECTION DETAIL W2 (NOT TO SCALE) GRANULAR BASE LEVELING PAD ::DIAMOND PRO® rm::):PICAL STEP-UP DETAIL W2 %(NOT TO SCALE) 4" TEE REMOVE PORTION OF ADJACENT UNITS TO ALLOW DRAIN TILE THRU FACE DAYLIGHT DRAIN THROUGH WALL SPACING VARIES 25' MAXIMUM 4" DIA. DRAIN TILE (EL. VARIES) ao 2" CUT-- I STEP 1 - PLACE REINFORCEMENT SO LITTLE OR NO OVERLAP OCCURS IN THE RADIUS AREA. IF OVERLAP OCCURS, PLACE 2 TO 3 INCHES OF SAND BETWEEN THE REINFORCEMENT LAYERS. STEP 2 - LAY THE NEXT COURSE OF BLOCK. MAKE A MARK ON THE BACK OF THE BLOCKS IN THE AREAS THAT ARE NOT REINFORCED. BACKFILL AND COMPACT THAT COURSE. STEP 3 - PLACE REINFORCEMENT IN THE AREAS WHERE THE MARKS SHOW GAPS IN THE LOWER REINFORCEMENT PATTERN. CONTINUE NORMAL WALL CONSTRUCTION, REPEATING THESE STEPS AS NEEDED. 2" TO 3" OF SOIL FILL REQUIRED BETWEEN OVERLAPPED REINFORCEMENT FOR PROPER SOIL AND REINFORCEMENT INTERACTION L PRINCIPLE REINFORCEMENT DIRECTION L CORES NOT SHOWN FOR CLARITY DIAMOND PRO® E OUTSIDE CURVE W/ GRID WZ ANOT TO SCALE) z 0 U w o' NOTE: PLACEMENT OF REINFORCEMENT EXTENSION ON SPECIFIED REINFORCEMENT ELEVATIONS. H/4 REINFORCEMENT H/4 BEYOND THE CORNER AT THE SPECIFIED REINFORCEMENT ELEVATIONS PRINCIPLE REINFORCEMENT DIRECTION H/4 EXTENSION BEYOND BACK OF BLOCK �DIAMOND PRO® 90-DEGREE INSIDE CORNER W/ GRID W2 AN OT TO SCALE) Our laur I FI GRADE JRSE ABOVE GRADE FILTER FABRIC BEHIND -M...... JRSE ABOVE ��/��i� % / JRSE BELOW GRADE TWO BLOCKS, EXTENDING EXISTING STRUCTURE/ i BACK 2 FT. NEXT TO THE EXISTING STRUCTURE JRSE BELOW GRADE DIAMOND PRO® 7 DAYLIGHT D RAI NTI LE THROUGH WALL W2 %(NOT TO SCALE) FIRST COURSE DIAMOND PRO® 1 O WALL ABUTTING EXISTING STRUCTURE WZ ANOT TO SCALE) Z!50 CURVE SAW CUT AS REQUIRED TO CONSTRUCT 90 DEGREE MITERED 7� CORNER INSIDE CURVE TOP WALL ABUTS PROPOSED STRUCTURE (SEE DETAIL 10 ON SHEET W2) SPLIT FACE AND END WALL FACE 1. ALWAYS START CAPPING WALL FROM THE LOWEST ELEVATION. 2. LAYOUT CAPS PRIOR TO USING ADHESIVE. 3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF LONG AND SHORT CAP FACES WILL BE NECESSARY FOR RADII GREATER THAN THE MINIMUM. 4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO ACHIEVE A STRAIGHT ROW OF CAPS. 5. USE EXTERIOR -GRADE CONSTRUCTION ADHESIVE TO SECURE CAPS. DIAMOND PRO® 1 1 CAP BLOCK DESIGN DETAILS WZ ANOT TO SCALE) IAMOND PRO® a�w ALL 17 STA 1 x-28 W2 (NOT TO SCALE) CITY OF ORONO � L o a) U .a U i W 2N2 -_'m-� 0 0 0 Q T :2E � � a N ate• W L D' 0:3 0 � E-0� T a p T -Q "=E 3 L7-0UU a� L a�a�L o 1 z T � a � L T � L o 00 0 Q) 0 a LL N V J J r to '❑^ �Z_// W LL MM W '`;, IlJ W Z �rED W Z O Lo Ln Ln N Lo 0 � In Q J 0 z a0 o ❑ w EI3r,Z Z W Z Z J � Z L7 a a Z ❑ z W F' (n 0 W IL ❑ a IY v N Q In Z o r W W o �U 0 o W Z z W 0 W ul 0 W Z ro W Q/ W N o In [1 11 IJ.I N �l 07 ❑ Z Z Q Q w o IL a U' ED 0 W ai 0 0 Q a� �m Z z 3 w m 0� 4 'w o a o 13� a o SHEET OF W2 2 WALL ELEVATIONS REINFORCEMENT LENGTH 12 INCHES OF FREE FINISHED DRAINING AGGREGATE GRADE GEOSYNTHETIC REINFORCEMENT -1I I\\\/ GRANULAR BASE - I LEVELING PAD 1 6.. 1 2'-0" Wos = WIDTH OF OVERSIZING De 1 De = DEPTH OF EXCAVATION 1 L = LENGTH OF GEOSYNTHETIC REINFORCEMENT Wos = (2 * De) + L + 6" Wos t DIAMOND PRO® (� 3 1:1 EXCAVATION OVE RS IZI N G WZ (NOT TO SCALE) DIAMOND PRO® `` r4 ­' TYPICAL BASE PREPARATION W2 ANOT TO SCALE) 11" MINIP WZ %(SCALE: 1 °=5'-O°) EXTEND GEOSYNTHETIC REINFORCEMENT TO WITHIN 1 " OF THE LOWER BLOCK FACE-Iff 11 " MIN. DIAMOND PROS 5 REINFORCEMENT CONNECTION DETAIL W2 (NOT TO SCALE) GRANULAR BASE LEVELING PAD ::DIAMOND PRO® rm::):PICAL STEP-UP DETAIL W2 %(NOT TO SCALE) 4" TEE REMOVE PORTION OF ADJACENT UNITS TO ALLOW DRAIN TILE THRU FACE DAYLIGHT DRAIN THROUGH WALL SPACING VARIES 25' MAXIMUM 4" DIA. DRAIN TILE (EL. VARIES) ao 2" CUT-- I STEP 1 - PLACE REINFORCEMENT SO LITTLE OR NO OVERLAP OCCURS IN THE RADIUS AREA. IF OVERLAP OCCURS, PLACE 2 TO 3 INCHES OF SAND BETWEEN THE REINFORCEMENT LAYERS. STEP 2 - LAY THE NEXT COURSE OF BLOCK. MAKE A MARK ON THE BACK OF THE BLOCKS IN THE AREAS THAT ARE NOT REINFORCED. BACKFILL AND COMPACT THAT COURSE. STEP 3 - PLACE REINFORCEMENT IN THE AREAS WHERE THE MARKS SHOW GAPS IN THE LOWER REINFORCEMENT PATTERN. CONTINUE NORMAL WALL CONSTRUCTION, REPEATING THESE STEPS AS NEEDED. 2" TO 3" OF SOIL FILL REQUIRED BETWEEN OVERLAPPED REINFORCEMENT FOR PROPER SOIL AND REINFORCEMENT INTERACTION L PRINCIPLE REINFORCEMENT DIRECTION L CORES NOT SHOWN FOR CLARITY DIAMOND PRO® E OUTSIDE CURVE W/ GRID WZ ANOT TO SCALE) z 0 U w o' NOTE: PLACEMENT OF REINFORCEMENT EXTENSION ON SPECIFIED REINFORCEMENT ELEVATIONS. H/4 REINFORCEMENT H/4 BEYOND THE CORNER AT THE SPECIFIED REINFORCEMENT ELEVATIONS PRINCIPLE REINFORCEMENT DIRECTION H/4 EXTENSION BEYOND BACK OF BLOCK �DIAMOND PRO® 90-DEGREE INSIDE CORNER W/ GRID W2 AN OT TO SCALE) Our laur I FI GRADE JRSE ABOVE GRADE FILTER FABRIC BEHIND -M...... JRSE ABOVE ��/��i� % / JRSE BELOW GRADE TWO BLOCKS, EXTENDING EXISTING STRUCTURE/ i BACK 2 FT. NEXT TO THE EXISTING STRUCTURE JRSE BELOW GRADE DIAMOND PRO® 7 DAYLIGHT D RAI NTI LE THROUGH WALL W2 %(NOT TO SCALE) FIRST COURSE DIAMOND PRO® 1 O WALL ABUTTING EXISTING STRUCTURE WZ ANOT TO SCALE) Z!50 CURVE SAW CUT AS REQUIRED TO CONSTRUCT 90 DEGREE MITERED 7� CORNER INSIDE CURVE TOP WALL ABUTS PROPOSED STRUCTURE (SEE DETAIL 10 ON SHEET W2) SPLIT FACE AND END WALL FACE 1. ALWAYS START CAPPING WALL FROM THE LOWEST ELEVATION. 2. LAYOUT CAPS PRIOR TO USING ADHESIVE. 3. CUT CAPS TO FIT. VARIOUS COMBINATIONS OF LONG AND SHORT CAP FACES WILL BE NECESSARY FOR RADII GREATER THAN THE MINIMUM. 4. ALTERNATE SHORT AND LONG CAP FACES EVERY OTHER CAP TO ACHIEVE A STRAIGHT ROW OF CAPS. 5. USE EXTERIOR -GRADE CONSTRUCTION ADHESIVE TO SECURE CAPS. DIAMOND PRO® 1 1 CAP BLOCK DESIGN DETAILS WZ ANOT TO SCALE) IAMOND PRO® a�w ALL 17 STA 1 x-28 W2 (NOT TO SCALE) CITY OF ORONO � L o a) U .a U i W 2N2 -_'m-� 0 0 0 Q T :2E � � a N ate• W L D' 0:3 0 � E-0� T a p T -Q "=E 3 L7-0UU a� L a�a�L o 1 z T � a � L T � L o 00 0 Q) 0 a LL N V J J r to '❑^ �Z_// W LL MM W '`;, IlJ W Z �rED W Z O Lo Ln Ln N Lo 0 � In Q J 0 z a0 o ❑ w EI3r,Z Z W Z Z J � Z L7 a a Z ❑ z W F' (n 0 W IL ❑ a IY v N Q In Z o r W W o �U 0 o W Z z W 0 W ul 0 W Z ro W Q/ W N o In [1 11 IJ.I N �l 07 ❑ Z Z Q Q w o IL a U' ED 0 W ai 0 0 Q a� �m Z z 3 w m 0� 4 'w o a o 13� a o SHEET OF W2 2 WALL ELEVATIONS