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CAS-12_2017-12 FINAL PLAT 2ND ADD PULTECITY OF C HANHASSE X Chanhassen is a Community for Life - ProvidingforToday and Planning forTomorrow MEMORANDUM TO: Sharmeen Al-Jaff, Senior Planner Todd Hoffman, Park Director Don Nutter, Fire Marshall Jessica Archer, Building Official Jill Sinclair, Forrester Stephanie Smith, Engineer Vanessa Strong, Water Resources Coordinator FROM: Jenny Potter DATE: December 5, 2017 SUBJ: West Park 2°d Addition Final Plat Development Contract Construction Plans Please review the West Park 2°d Addition final plat submittal and return any comments to Sharmeen Al-Jaff by Wednesday, December 13, 2017. Please use the 11x17 copy of page 5 in place of page 5 in the larger plan set. PH 952.227.1100 • wwwAchanhassen.mn.us • FX 952.227.1110 7700 MARKET BOULEVARD • PO BOX 147 • CHANHASSEN • MINNESOTA 55317 COMMUNITY DEVELOPMENT DEPARTMENT Planning Division — 7700 Market Boulevard CITY OF CHANHASSEN Mailing Address — P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1300 / Fax: (952) 227-1110 to APPLICATION FOR DEVELOPMENT REVIEW CC t)r„ Submiltal Date: 1 2-1-17 PC Date: CC Date: I J 60-Day Review Date: apply)Section 1: Application Type (check all that (Refer to the appropriate Application Checklist for required submittal information that must accompany this application) ❑ Comprehensive Plan Amendment ......................... $600 ❑ Minor MUSA line for failing on -site sewers ..... $100 ❑ Conditional Use Permit (CUP) ❑ Single -Family Residence ................................ $325 ❑ All Others. ...... ... . .. ....$425 ................................. ❑ Interim Use Permit (IUP) ❑ In conjunction with Single -Family Residence.. $325 ❑ All Others........................................................ $425 ❑ Rezoning (REZ) ❑ Planned Unit Development (PUD)..................$750 ❑ Minor Amendment to existing PUD................. $100 ❑ All Others......................................................... $500 ❑ Sign Plan Review...................................................$150 ❑ Site Plan Review (SPR) ❑ Administrative..................................................$100 ❑ Commercial/Industrial Districts' ...................... $500 Plus $10 per 1,000 square feet of building area: (_ thousand square feet) Include number of axis in employees: Include number of newemployees: ❑ Residential Districts ......................................... $5oo Plus $5 per dwelling unit (— units) 21 Subdivision (SUB) ❑ Create 3 lots or less ........................................ $300 21 Create over 3 lots .......................$600 + $15 per lot ( 20 lots) ❑ Metes & Bounds (2 lots)..................................$300 ❑ Consolidate Lots..............................................$150 ❑ Lot Line Adjustment ......................................... $150 0 Final Plat ........ .................................................. $700 (Includes $450 escrow for attorney costs)' 'Additional escrow may be required for other applications through the development contract. ❑ Vacation of Easements/Right-of-way (VAC)........ $300 (Additional recording fees may apply) ❑ Variance (VAR) .................................................... $200 ❑ Wetland Alteration Permit (WAP) ❑ Single -Family Residence ............................... $150 ❑ All Others ....................................................... $275 ❑ Zoning Appeal.. .................................................... $100 ❑ Zoning Ordinance Amendment (ZOA)................. $500 NOTE: When multiple applications are processed concurrently the appropriate fee shall be charged for each application. ❑ Notification Sign (City to install and remove)...................................................................................................................... $200 ❑ Property Owners' List within 500' (city to generate after pre -application meeting) .................................................. $3 per address (_ addresses) ElEscrow for Recording Documents (check all that apply)....................................................................... $50 per document ❑ Conditional Use Permit El Interim Use Permit ❑ Site Plan Agreement ❑ Vacation ❑ Variance ❑ Wetland Alteration Permit ❑ Metes & Bounds Subdivision (3 docs.) ❑ Easements (_ easements) TOTAL FEE: $1,600 Section 2: Required Information Description of Proposal: Final plat approval to replat a 2.43 acre outlot into 18 lots and 2 outlots. This project is a 2nd phase of the West Park development. Property Address or Location: Intersection of Waters Edge Drive & Lake Susan Drive Parcel #: 257850710 Total Acreage: 2.43 Legal Description: Outlot G, West Park, Carver County, Minnesota Wetlands Present? ❑ Yes ® No Present Zoning: Planned Unit Development (PUD) Requested Zoning: Planned Unit Development (PUD) Present Land Use Designation: Mixed Existing Use of Property: No existing use. []Check box if separate narrative is attached. Requested Land Use Designation: Mixed APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, I, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to object at the hearings on the application or during the appeal period. If this application has not been signed by the property owner, I have attached separate documentation of full legal capacity to file the application. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: Pulte Homes of Minnesota LLC Contact: Chad Onsgard Address: 7500 Flying Cloud Drive Ste 670 Phone: (952) 229-0723 City/State/Zip: Eden Prairie, MN 55344 612 Cell: ( ) 3 69-2694 Email: chad.onsgard@pultegroup.com Fax: Signature: 0 Date: 11/28/17 PROPERTY OWNER: In signing this application. I, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: all FA+ei r�Ses LLG vP�uR fC jhu"liu„t2 4-no t Z Contact: �Gl�Clinea �h 414-z Address: Y t� jok Lc<hc- 5'y(D ((I r — Phone: City/State/Zip: 01(01 risen /V4 SS3t7 u�uc ju . MN �5 Cell: - 3S STD �l - Q� Y70 Email: Kl n e(h.tZ.3 rv�,ia i e Zc Cc�oC,G rlFax a y�lS �)3 — Signature: Date: 12-1 l jl3[ j /r' X"J. 1 This application must be completed in full and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requirements and fees. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. PROJECT ENGINEER (if applicable) Name: Alliant Engineering Inc. Contact: Mark Rausch Address: 233 Park Ave S, Ste 300 Phone: (612) 758-3080 City/State/Zip: Minnepolis, MN 55415 Cell: Email: mrausch@alliant-inc.com Fax: Section 4; Notification Information Who should receive copies of staff reports? 'Other Contact Information: 0 Property Owner Via: ❑ Email ❑ Mailed Paper Copy Name: ® Applicant Via: ❑ Email ❑ Mailed Paper Copy Address: ❑✓ Engineer Via: []Email ❑ Mailed Paper Copy City/StatelZip: ❑ Other' Via: []Email ❑ Mailed Paper Copy Email: lSTRUCTIONS TO APPLICANT: Complete all necessary form fields, then select SAVE FORM to save a copy to your device. PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital COPY to the city for processing. SAVE FORM PRINT FORM SUBMIT FORM J CITY OF CHANHASSEN Chanhassen is a Community for Life - Providing forToday and Planning forTomorrow August 12, 2017 Mr. Paul Heuer, Director of Land Planning & Entitlement Pulte Homes 7500 Office Ridge Circle, Suite 325 Eden Prairie, MN 55344 Re: Final Plat, Development Contract and construction plans -Planning Case 2017-12—West Park Association Dear Mr. Heuer: This letter is to confirm that on July 24, 2017, the Chanhassen City Council adopted the following motions: Subdivision "The City Council approves the final plat to replat Outlot E, Mission Hills into Lot 1, Block 1, Mission Hills 3'a Addition, replatting 8.64 Acres into one lot as shown in plans dated received January 22, 2016, subject to the following conditions: Park and Trail Conditions: Full park fees in lieu of additional parkland dedication and/or trail construction shall be collected as a condition of approval for the West Park Residential Subdivision. The park fees will be collected in full at the rate in force upon final plat submission and approval. Based upon the current residential park fee rates of $3,800 per multi-family/apartment dwelling, the total park fees will be $243,200 (64 units x $3,800 each). Engineering Conditions: 1. The applicant shall work with Carver County to see if the FES from their pond outlet can be combined with the county's culvert to eliminate the low spot adjacent to this site. 2. The plan shall show EOF locations and elevation for all basins on site. 3. All retaining walls shall be owned and maintained by a Homeowners Association (HOA). PH 952.227.1100 • www.ci.chanhassen.mn.us • FX 952.227.1110 7700 MARKET BOULEVARD • PO BOX 147 • CHANHASSEN • MINNESOTA 55317 Mr. Paul Heuer Letter of Approval — West Park August 15, 2017 Page 2 of 3 4. The development plans shall call out the material of the retaining wall. The following materials are prohibited for retaining wall construction: smooth face, poured in place concrete (stamped or patterned is acceptable), masonry, railroad ties and timber. 5. As existing public utilities are located within the vacation area, the applicant shall grant a drainage and utility easement to the City concurrent to recording the vacation. 6. The applicant shall have their survey confirm location of all easements with a recent title commitment prior to final plat. 7. The retaining wall and entry monuments are proposed within drainage and utility easements. These elements require an encroachment agreement prior to their construction. 8. The private sidewalks constructed within city right-of-way require an encroachment agreement. 9. All private streets will be owned and maintained by a Homeowners Association. 10. Street lights shall be installed at the intersections with public streets. This light shall be owned by the city and maintained by MVEC (Minnesota Valley Electric Company). A $300 fee shall be collected with the development contract for electricity costs for the first year of operation. 11. The net SWMP Fee due at the time of final plat of the northern parcel is $53,237.19. 12. For 64 units on the northern parcel, the sanitary partial fee is $44,224.00 and the water partial fee is $137,408.00. 13. The remaining hook-up fees will be due with the building permit at the rate in effect at that time. Building Official Conditions: 1. Each lot must be provided with separate sewer and water services. Mr. Paul Heuer Letter of Approval — West Park August 15, 2017 Page 3 of 3 Fire Marshall Conditions: 1. In order to avoid duplicating street names, submit new proposed street names to Fire Chief and Building Official for review and approval. Development Contract "The City Council approves the development contract for West Park." Construction plans "Me City Council approves the plans and specifications dated received July 14, 2017 for West Park subject to the conditions of subdivision and site plan." VACATION "The City Council adopts a resolution approving the vacation of public highway dedicated on the recorded plat of GATEWAY NORTH as described in Exhibit A." In order to finalize the vacation, the Council resolution must be recorded at Carver County concurrent with the plat of West Park. Please refer to the enclosed checklist which stipulates all of the submittal requirements for recording the final plat and associated documents. If you have any questions or need additional information, please contact me at (952) 227-1134 or by email at saljaff@ci.chanhassen.mn.us. Sincerely, Sharmeen Al-Jaff Senior Planner ec: Stephanie Smith, Project Engineer Vanessa Strong, Water Resources Coordinator Jerry Mohn, Building Official Todd Hoffman, Park and Recreation Director Chad Onsgard, Director of Development gAplan\2017 pla g cases\l7-12 west park - pulte (klingeamtz)\approval letter final platdmx CITY OF C HANHASSE N Chanhassen is a Community for Life -Providing forToday and Planning forTomorrow July 11, 2017 Mr. Paul Heuer, Director of Land Planning & Entitlement Pulte Homes 7500 Office Ridge Circle, Suite 325 Eden Prairie, MN 55344 Re: West Park Development - Planning Case #2017-12 Dear Mr. Heuer: This letter is to confirm that on July 10, 2017, the Chanhassen City Council adopted the following motion: The City Council approves rezoning the property located at the Southeast of Waters Edge Drive, west of Great Plains Boulevard, north of Highway 212 and bisected by Lake Susan Drive with an approximate area of 9.8 acres from Residential Single Family and Planned Unit Development to Planned Unit Development -Residential incorporating the following design standards: WEST PARK PUD DEVELOPMENT DESIGN STANDARDS a. Intent The purpose of this zone is to create a RESIDENTIAL PUD. The use of the PUD zone is to allow for more flexible design standards while creating a higher quality and more sensitive development. Each structure proposed for development shall proceed through site plan review based on the development standards outlined below. b. Permitted Uses • The permitted uses in this zone should be limited to four, five, and six-plex complexes. • The total number of units for the entire site may not exceed 92 units. PH 952.227.1100 • www.cl.chanhassenan.us • FX 952.227.1110 7700 MARKET BOULEVARD • PO BOX 147 • CHANHASSEN • MINNESOTA 55317 Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 2 of 10 C. Setbacks The PUD ordinance requires setbacks from roadways and exterior property lines. The following table displays those setbacks. Boundary Building/ Parking Setbacks feet Highway 101 25/10 Highway 212 25/25 Northerly Project Property Line 25/25 Westerly Project Property Line 25/20 Internal Project property lines 0 /0 Hard Surface Coverage -Residential 50 % Maximum Residential Building/Structure Height 35 or 3 stories, whichever is less * parking setbacks maybe reduced to 10 feet if full screening is provided. d. Residential Building Materials and Design Buildings and site design shall comply with design standards outlined in Article XXIII. General Supplemental Regulations, Division 9 of the Zoning Ordinance. 1. All units shall have access onto an interior private street. 2. A design palette shall be approved for the entire project. The palette shall include colors for siding, shakes, shutters, shingles, brick, stone, etc. 3. All foundation walls shall be screened by landscaping or retaining walls. 4. All adjoining units must exhibit different exterior design features and color. e. Site Landscaping and Screening The intent of this section is to improve the appearance of vehicular use areas and property abutting public rights -of -way; to require buffering between different land uses; and to protect, preserve and promote the aesthetic appeal, character and value of the surrounding neighborhoods; to promote public health and safety through the reduction of noise pollution, air pollution, visual pollution and glare. 1. The landscaping standards shall provide for screening for visual impacts associated with a given use, including but not limited to parking areas, utility boxes, unadorned building massing, etc. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 3 of 10 2. All open spaces and non -parking lot surfaces, except for the fire pit area, shall be landscaped, rockscaped, or covered with plantings and/or lawn material. 3. Undulating berms, shall be sodded or seeded at the conclusion of grading and utility construction. The required buffer landscaping may be installed where it is deemed necessary to screen any proposed development. All required boulevard landscaping shall be sodded. 4. Native species shall be incorporated into site landscaping, whenever possible. f. Street Furnishings Benches, trash receptacles, planters and other street furnishings should be of design and materials consistent with the character of the area. Wherever possible, street furnishings should be consolidated to avoid visual clutter and facilitate pedestrian movement. g. Signage The intent of this section is to establish an effective means of communication in the development, maintain and enhance the aesthetic environment, to improve pedestrian and traffic safety, to minimize the possible adverse effect of signs on nearby public and private property, and to enable the fair and consistent enforcement of these sign regulations. It is the intent of this section, to promote the health, safety, general welfare, aesthetics, and image of the community by regulating signs that are intended to communicate to the public, and to use signs which meet the city's goals: 1. Preserve and promote civic beauty, and prohibit signs which detract from this objective because of size, shape, height, location, condition, cluttering or illumination; 2. Ensure that signs do not create safety hazards; 3. Ensure that signs are designed, constructed, installed and maintained in a manner that does not adversely impact public safety or unduly distract motorists; 4. Preserve and protect property values; 5. Ensure signs that are in proportion to the scale of, and are architecturally compatible with, the principal structures; g.l. Monument Sian: One monument sign shall be permitted at the entrances to the development off of Lake Susan Drive. These signs shall not exceed 24 square feet in sign display area nor be greater than five feet in height. These signs shall be setback a minimum of 10 feet from the property line. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 4 of 10 g.2. Sign Design and Permit Requirements: 1. The sign treatment is an element of the architecture and thus should reflect the quality of the development. The signs should be consistent in color, size, and material and height throughout the development. A common theme will be introduced at the development's entrance monument and will be used throughout. 2. All signs require a separate sign permit. h. Lighting 1. Lighting for the interior of the development shall be consistent throughout the development. Fixtures with decorative natural colored pole shall be used throughout the development in parking and street lighting. Decorative, pedestrian scale lighting shall be used in the fire pit area and sidewalk areas and may be used in parking lot areas. 2. Light fixtures should be kept to a pedestrian scale (12 to 18 feet). 3. All light fixtures shall be shielded. Light level for site lighting shall be no more than one-half foot candle at the project perimeter property line. This does not apply to street lighting. i. Residential Parking shall comply with city code requirements. "The City Council approves Preliminary Plat for West Park Addition, as shown in plans dated received June 30, 2017 — Planning Case 17-12 - subject to the following conditions: Engineering 1. The existing topographic survey shall include the existing first floor elevations of nearby structures such as 8751 Waters Edge Drive and 721 Lake Susan Drive. 2. Spot elevations shall be shown at the center of proposed driveways at the curb line so the driveway grade can be verified. 3. The applicant shall work with Carver County to see if the FES from their pond outlet can be combined with the county's culvert to eliminate the low spot adjacent to this site. 4. The plan shall show EOF locations and elevation for all basins on site. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 5 of 10 5. Top and bottom wall elevations shall be shown on the grading plan. 6. All retaining walls shall be owned and maintained by a Homeowners Association (HOA). 7. The development plans shall call out the material of the retaining wall. The following materials are prohibited for retaining wall construction: smooth face, poured in place concrete (stamped or patterned is acceptable), masonry, railroad ties and timber. 8. As existing public utilities are located within the vacation area, the applicant shall grant a drainage and utility easement to the city concurrent to recording the vacation. 9. The applicant shall have their survey confirm location of all easements with a recent title commitment prior to final plat. 10. The retaining wall and entry monuments are proposed within drainage and utility easements. These elements require an encroachment agreement prior to their construction. 11. The private sidewalks constructed within city right-of-way require an encroachment agreement. 12. All private streets will be owned and maintained by a Homeowners Association. 13. Street lights shall be installed at the intersections with public streets. This light shall be owned by the city and maintained by MVEC (Minnesota Valley Electric Company). A $300 fee shall be collected with the development contract for electricity costs for the first year of operation. 14. The net SWMP Fee due at the time of final plat of the northern parcel is $53,237.19. 15. The net SWMP Fee due at the time of final plat of the southern parcel is $17,651.42. 16. For 64 units on the northern parcel, the sanitary partial fee is $44,224.00 and the water partial fee is $137,408.00. 17. For 18 units on the southern parcel, the sanitary partial fee is $12,438.00 and the water partial fee is $38,646.00. 18. The remaining hook-up fees will be due with the building permit at the rate in effect at that time. 19. The vertical curves shall be revised to meet the City Code standard to have the curve length be greater than the difference of the grades multiplied by 20. 20. The horizontal alignment of several horizontal curves radii do not meet requirements for a 30 mph roadway without superelevation per the MnDOT Roadway Design Manual. The Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 6 of 10 applicant shall submit documentation for the design speed used for these roads and the anticipated signed speed. Speed signage shall be required. Park and Trail Full park fees in lieu of additional parkland dedication and/or trail construction shall be collected as a condition of approval for the West Park Residential Subdivision. The park fees will be collected in full at the rate in force upon final plat submission and approval. Based upon the current residential park fee rates of $3,800 per multi-family/apartment dwelling, the total park fees will be $311,600 2. (82 units x $3,800 each). SITE PLAN "The City Council approves Site Plan with a variance for the construction of 82 Townhouses as shown in plans dated received June 30, 2017 — Planning Case 17-12 - subject to the following conditions: En 'ng< eerinQ 1. The applicant shall submit the full SWPPP document to the city for review prior to grading on site. 2. No parking signage shall be installed at all turnarounds to keep them open for public safety access. 3. All private street signage shall comply with the MN Manual on Uniform Traffic Control Devices. 4. The sidewalk and pedestrian ramps shall be constructed per the Chanhassen Standard Detail Plates. 5. All sidewalks internal to the site shall be owned and maintained by the HOA. 6. The sidewalk connection parallel to Lake Susan Drive shall be owned and maintained by the city. 7. The HOA shall be responsible for snow maintenance on sidewalks adjacent to HOA property. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 7 of 10 8. The applicant shall revise plans to call out the size of proposed water main. 9. The applicant's engineer shall add a column to the stormwater pipe/structure table to list the velocities of the pipes. 10. Stormwater pipe within the development shall be privately owned and maintained. 11. The storm sewer/water main crossing near CB MH 702 may be in conflict. The applicant's engineer shall verify this when the utility profiles are drafted. 12. The applicant shall meet the minimum requirements for stormwater set forth in City Code §9-VII and requirements of the Riley -Purgatory -Bluff Creek Watershed District. 13. The applicant must obtain a permit from RPBCWD prior to grading the site. 14. The applicant is responsible for obtaining permits from applicable regulatory agencies (MDH, MPCA, MnDOT, etc.) prior to construction. 15. The proposed development will exceed one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity Under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). 16. Sidewalk constructed within MnDOT right-of-way may require an Limited Use Permit (LUP). 17. The plan for flared stormwater pipes that discharge into the pond, infiltration basin and right-of-way shall be modified to have non -erosive velocities (3.5-5.0 feet per second). 18. The pipe from FES 500 to OCS 501 shall be modified to have a slope of 1.00% or greater to prevent standing water and reduce the potential for ice damage. Building 1. Accessibility must be provided to all portions of the development and a percentage of the units may also be required to be accessible or adaptable in accordance with Minnesota State Building Code Chapter 1341. Further information is needed to determine these requirements. 2. Buildings are required to be protected with an automatic sprinkler system. For the purposes of this requirement property lines do not constitute separate buildings. 3. The buildings will be required to be designed by an architect and engineer as determined by the Building Official. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 8 of 10 4. The developer must submit a list of proposed street name(s) to the Fire Marshal and Building Official for review and approval prior to final plat of the property. 5. Demolition permits must be obtained before demolishing any structures on the site. Application for such permits must include hazardous substances investigation and proposed mitigation reports. 6. A final grading plan and geotechnical (soils evaluation) report must be submitted to the Inspections Division before permits will be issued. 7. Walls and projections within 5 feet of property lines are required to be of one -hour fire - resistive construction. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 9. Each lot must be provided with separate sewer and water services. 10. The developer and/or their agent shall meet with the Inspections Division as early as possible to discuss plan review and permit procedures. Fire Marshal l . A three-foot clear space must be maintained around fire hydrants. 2. Street signs (temporary allowed) shall be installed prior to building permits being issued. Fire Chief must approve signage. 3. Prior to combustible construction fire hydrants shall be made serviceable. 4. Prior to combustible home construction fire apparatus access roads capable of supporting the weight of fire apparatus shall be made serviceable. 5. Relocate the fire hydrant on Stonegate road eighty (80) feet to the west. (At the intersection of Stonegate and Stonegate) 6. On Eagle View Road add a fire hydrant between block 5 and block 6. Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 9 of 10 7. In order to avoid duplicating street names, submit new proposed street names to Fire Chief and Building Official for review and approval. Planning 1. Approval of this site plan is contingent upon approval of the final plat for Gateway North. 2. The applicant shall enter into a site plan agreement. 3. The building shall comply with the Planned Unit Development building setback requirements" VARIANCE "The City Council approve variance request #17-12 to allow a 25-foot setback from exterior streets, as shown in plans dated received June 30, 2017 with the following condition: 1. Approval of the Variance is contingent upon approval of the Site Plan and Subdivision applications Planning Case 17-12." ORDINANCE AND SUMMARY ORDINANCE "The City Council approves Resolution approving the ordinance and summary ordinance for West Park; VACATION "The City Council adopts a resolution approving the vacation of all the public drainage and utility easements on Lot 1, Block 1 of GATEWAY NORTH as dedicated on the recorded plat thereof as described in Exhibit A." The City Council adopts a resolution approving the vacation of all the public drainage and utility easements on and Lot 2, Block 2 and Outlot A of GATEWAY NORTH as dedicated on the recorded plat thereof together with Document No. 206358 as described in Exhibit A." The Site Plan Agreement must be prepared by our offices for recording; however, cost estimates for the improvements must be submitted to our offices before the agreement can be prepared. If you have any questions or need additional information, please contact me at (952) 227-1134 or by email at saljaff@ci.chanhassen.mn.us. Sincerely, Mr. Paul Heuer Letter of Approval — West Park July 11, 2017 Page 10 of 10 Sharmeen Al-Jaff Senior Planner ec: Stephanie Smith, Project Engineer Vanessa Strong, Water Resources Coordinator Jerry Mohn, Building Official Todd Hoffman, Park and Recreation Director g:\plao\2017 planning cases\I7-12 west park - pulte (klmge0 utz)\appmval letter prelim - spr - vac- rez - ord-docz 11N1h MM YARD -• IR 11[ 9 LEGEND: "IeTING EASCIA M UNE - PRVANED EASEMENT lfHE - — _ Rul- NC SFTBCN SHY TF BpUHDWY LIME _CT LINE IIXfT LM i 0 20 40 BO SCALE N FEET EnSIM an�wwS TRAE 7 I Pm RAIi-, _ REPLACE ram% a�eTs�u /WEB (TTP) _ _._ SIGN MD o") BLOT B mimmmum Ell EM ■mpimiM'o.-'-■ TYPICAL TOWNHOME LOT DETAIL M ACCESS To GATEWAY ARTS. PULING LOT LIrM. SIPL vI0 LID r 1*.n IIFP WATERS EDGE DRIVE _ J t 1 all RYFADx O`1�Ts1r RUM �14 —MA AMA r uT \ ROADSECTION B (� SITE PLAN DATA (SOUTH PARCEL): EKISTNG 20NIK = MM-PLANNED UNIT GfY£LOPMEM/REVDFNIML cmiTeCr PROPOSED 2DNNG - NO CHMU 10]0 ONO 119E - ML'IED PNOPI VANE USE - NO CHANGE PROPOSED 1 = le OURDT 0 AREA. - ].ADS AC R IfY V/IATYW AREA - 019A C TorAL OEVELCPMEM AREA - 2.e27 AC TOTAL PARCEL Poly AREA - 1.M C (Se.5R) S PUT LwmTS - 25' uME Aex lOmE - 25' W 212-W PRNATE ROAD MOTH - 24BACA-BACK PRNATE OFNETAY IEMCIH - 22' NOW (22'-2W RANGE) SITE PLAN NOTES 1. CONTRACTOR $ A-- VELD VERF` ME LaAnOHS M0 ELEVATORS a ERSnN UnLInES /HD TCPOCAAPHIC FEAT ES, AICH As EOsnw OITTER Stµ AT THE PROPO4D DRVEWAYS, PRIOR TO THE START 0' STE GRADING. THE CONTRACTOR SHALL IMMEDIATELY NOnFY THE MOWER W ANY ps[RFPANOES OF VARIATIONS FROM THE PLANS 2 AL M ENSgNS ME TO FACE DF MIDMG xO/Qt BCN OF CUR. BMLAHG NREN510NS REFER TO OIRSIDE OF WILGIN0 FACE (TIP) UNL ESS OTHERWISE WARE). 1 REFER m ARCWTECIMAL WARARCS FOR COKNSTE STOWS ALPCFH" TO PROPOSED BInuNG. a. Ld,NlI C,RCAEIF GUAR 6 GUROt WNCH CHARGES TYPE SHALL HARE A M11. FNE FOOT TRYRnON p1 PRNAR TOADS. 5, ALL CONCRETE 0100 AND WTTER AOMCENT TO CONCRETE WAX BE SEPARATED W A 1/2 MPI EXPANSON MW.. 6. PAVEMENT sTRWNG SHALL BE A NCH WHRE PAWNG WA LS SHALL ORE A MR. 9' WOE AND IC DEEP 7. ALL Roe, EHN THE R.O.W. STALL COMPLY WITH THE CITY EHGMEERI l DESNM STANDARDS. 6. AL STREET SNMACE, T1AIC 6 PIWAI SHALL OYMIPLY MM THE AN HMMML ON UMEORM TRAFFIC COMMOL PEACES. 9. -W PA RNG AIRE LANE" SQ16 MOST U PLY MTH COY MO9MNCE, TIER: R Ho PARALLEL PAPXeIC ALLOWED M PRAATE ROAM. 10. AL CURS Me SITTER TO BE CONCRETE W12. 511TOIMTABLE OR Nis tt As NOTED. PER CnY STMpAROS. 11. CMTACTM SHALL F&O I£TFY THE LOGTIONS Alp E AndS OF CnSTPAG UTRITES A!D TOPOCR W FEATMM S CH AS EASTNC CUTTER MANES AT THE p,M,eEO DM"AYS. PRIOR TO THE START OF SITE OMRNO THE CWTUCTOR SHALL IMMEDIATELY NOTIFY THE EM9MEER C, MY pSfREPMDES OF VARIATIONS TRW ME PUNS IT. WTAMRHC WALLS SLY M 1ETO4T OR pEATER SHALL REQRIE A SAFETY "Look IA l L BUNKS HAYS "RoM AND PAnO (6'Kr) OPTIONS AVAI.TBIE. Il PARING LOT STTPNG SHAL BE s INCH WHITE EPDXY. 15, MAINTAIN ACCESS TO GATEWAY PLACE APARTMENTS OMWC Uloe C+IW W PAINUK LOT MEAL IB ANY DAMAGED PAVEMENTS WTSOE PROJECT UNITS STALL WE REPLACE) WITH EWIVApT SECTION. PPIIR f IT A xnx r �M SIP7 FY Fx�P ROAD SECT), N A 24' OONC m SOEWAIC ROAD (INSET A) � raa 'vrt.�al PAVEMENT SECTIONS c a ALLIANT 233 Park Aw S. Ste 300 Minneapolis. MN 55415 6/2 756 3080 YYN 612 756.3099 FM YAfw.alliant im cOm J W L) Q a a H O (n Z 5 a w 0 a Z (n J a N rz 0 < Z a 0 m (7 z z (n le 2 D: t: 3F O 5 a` a I.- i i J W i Z F 3 it rn MnNF waNY x,J dd �xa. p�IRaM1a, M ry op—M� ,I eM 1No, I u duly MuYrt.e HIME SMALL ENIWIEER.WISE IM Nw W IM SbY of YMNE$OTA YYN MIMOI R DM. lbr IM DE9WEP M NNM1! BL rR61¢T N9. x+wln 5 s.,E• 5 Of 17 P ALLIANT ENGINEERING Letter of Transmittal DATE: December 1, 2017 JOB NO.: 216-0199 TO: City of Chanhassen SENT BY: Mail Planning Department a Hand Delivered 7700 Market Blvd. Courier Chanhassen, MN. 55317 Attn: Sharmeen Al-Jaff FROM: Mark Rausch RE: West Park Second Addition — Final Plat Submittal Copies Date Description 1 11128/17-11/30/17 Subdivision Request Application (Signed) 1 11/30/17 Application Fee 6 12-1-17 2204 Final Plat Engineering Plan Set 6 12-1-17 2204 Final Plat 2 12-1-17 West Park Second Addition Cost Estimate 2 11-29-17 Specification Book REMARKS: Sharmeen, On behalf of Pulte Homes, we are submitting the enclosed documents for City review of a request to Final Plat the 21 Addition of West Park. Please call me directly at 612-767-9339 should you require any additional information or have any questions. Thank you, Mark COPY TO: Chad Onsgard, PH Stephanie Smith, City of Chanhassen 011 file - 233 Park Ave S. Ste 300 612.758.3080 MAIN Minneapolis, MN 55415 612.758.3099 FAx www.alliant-inc.com ENGINEER'S ESTIMATE WEST PARK SECOND ADDITION - CHANHASSEN, MN 12112017 ESTIMATED QUANTITIES NOTES REM UNIT QUANTITY UNIT PRICE AMOUNT SPEC. NO. DEMOLITION PAVEMENT SAWCUT LF 250.0 $ 2.50 S 6M.W CURB&GITTTERREMOVAL LF 360.0 S 7.00 S 2,5M.W PAVEMENTREMOVAL SF 3,8M S 250 S 9.575.00 STREETS CONCRETE CURB & GUTTER DESIGN MIS LF % 1 1730 1 1,680.00 SIDEWALKS 5' WIDE SIDEWALKITSAIL SF 1 1,015 Is 6.49 S 6,57710 PEDESTRIAN RAMP EA 2 S 750.00 $ 1,500.00 STREET AND TRAFFIC CONTROL SIGNS STOP AND STREET NAME SIGNAGE EA I S 63250 S 63230 TRAFFIC CONTROL IS I 1 51000.00 S 5,000A0 STREET LIGHTING EA I S 2,000.W 3 2,000.00 SANRARYSEWER SEWERTEST EA 1 S 5.000.00 S 5,000.00 TELEVISE SEWER EA 1 S 8,000.00 S 8,000.00 CONNECT TO EXISTING SANITARY PIPE EA I S 3,2M W $ 3,250M CONSTRUCT SANITARY MH-48-DIA 04W/R-1642 AND III BARRIER EA 5 S 2,090.W $ 10,450.00 CONSTRUCT SANITARY MH-48'DIA I>R' LF 315 S MOD S 5985.00 CASITNG ASSEMBLY EA 5.0 S 350M S 1.750.00 m6'PVC WYE FA Is 1 139.94 S 2,500.92 8'PVCSANITARYSEWERSDR35 LF 377.9 S 36.00 S 13,6110.80 ' PVC SANITARY SERVICE SDR-26 IF 400 1 20.18 1 8,072.00 4'PVC SANITARY SERVICE SDR-26 RISER LF 34 S 21.68 1 737.12 WATERMAIN CONNECT TO EXISTING WATER MAIN EA 1 S 1,29217 S 1,292.17 WATER TEST EA 1 $ 3,0D0.00 S 3.000.00 8'WATER MAIN C900 PVC LF 4 o S 26.75 S W19.00 8'X6'TEE EA 1 S 459,M S 459M Ma. TEE EA I $ 5M.61 S 5M.61 8'- 11.25 DEGREE BEND EA i 5 3M.M S 325.00 8'-22.5 DEGREE BEND EA I 5 348.M 1 348.00 *-45 DEGREE BEND EA 3 1 34S.W 1 1094.00 8' GATE VALVE At BOX EA 2 S 1,M3.9I S 3687.92 8'X6' REDUCER EA 2 1 310.00 S 620.00 HYDRANT W/6'GATE VALVE &BOX EA 3 S 4,39735 S 13,19105 IS CURB STOP AND BOX EA I8 S 258.91 S 4,66038 IS'CORP STOP W/SADDLE FA 18 $ 198.79 S 3,57822 1S TYPE'X' COPPER SERVICE LF 335 S 13.19 S 4,418.65 INSULATION SY 5 S 2" S 141.70 EROSION CONTROL SILT FENCE LF 1,797 1 2.01 S 3,591.87 ROCK CONSTRUCTION ENTRANCE EA I S 175800 1 1750.00 BID ROLL ALONG CURB LF Law.0 S 220 1 2,77200 INLET PROTECTION EA 10 S 185.92 S L858.20 TURF REINFORCEMENT MAT SY 39.0 S 6.60 1 M7.40 SFED/SOD POST -GRADING AC 2.35 S 1 00.00 S 2,820.00 INFILTRATION BASIN SELECT FILL CY 3.125 S 20.00 S 62,5w.OD INFH-TRAIION BASIN SEED MIX AC 0.270 1 2,750.00 S 741A6 ROCKWEEPER RIP RAP CY 50 S 50.00 $ 2,5M.M TOTAL WITHOUT CONTINGENCY 1 218,039.61 NOTES: X:Q01VWl99quanS %West Pack 2n0 ACbibon EsOmatc (To dty)12-1-17 1WIM17 1 Alliant En9inm4W, Inc. ENGINEER'S ESTIMATE WEST PARK SECOND ADDMON-CHANRASSEN, MN 12/12017 ESTIMATED QUANTITIES NOTES ITEM UNIT QUANTITY UNIT PRICE AMOUNT SPEC. NEC DEMOLITION PAVEMENTSAWCUT LF 250.0 S 2.50 S 625.00 CURB&. GUTTER REMOVAL LF M0.0 $ 7.00 S 2,520.00 PAWMENTREMOVAL SF 3,11M S 250 S 9,575.00 STREETS CONCRETE CURB& GUTTER DESIGN B618 LF 96 S 17.50 S 1680.00 SIDEWALKS S WIDE SMEWALJUIRAIL SF 1,015 S 6.48 S 6,577.20 PEDESTRIAN RAMP EA 2 S 750.00 S 1,500.00 STREET AND TRAFFIC CONTROL SIGNS STOP AND STREET NAME SIGNAGE EA I S 63250 S 632.50 TRAFFICCONTROL IS 1 S 5,000.00 S 5,000.00 STREET LIGHTING RA 1 $ 21000.00 S 2,000.00 SANITARYSEWER SEWER TEST EA 1 S 5,000-00 S 5000.00 TELEVISE SEWER EA I I $ 81000.00 S 8,000.00 CONNECT TO EXISTING SANITARY PIPE EA I S 3,2M.00 S 3,250.00 CONSTRUCT SANITARY MH-48'DU W/R-1642 AND III BARRIER EA 5 S 4090.00 S 10,450.00 CONSTRUCT SANITARY MR-48'DIA LP 31.5 S 190.00 S 5,985.00 CASING ASSEMBLY EA 5.0 S 350.00 S 1,750.00 8Sr4'PVC WYE EA 19 S 138.% S 2,500.92 8' PVC SANITARY SEWER SOR 35 LF 3T/.8 S 36.00 S 13,600.90 4- PVC SANITARY SERVICE SDR-26 LF 400 S 20.18 S 8,omw 'PVC SANITARY SERVICE SDR-26 RISER LP m S 21.68 S 737.12 WATERMAIN CONNECTTO EXISTNG WATER MAN EA I S 1,292.17 S 1292.17 WATER TEST EA 1 S 3AX00 S 3A00.00 8' WATER MAN C900 MC LF 468.0 S M.75 S 12,519.001 8'X6'TEE EA 1 S 459.94 S 459.94 8'XB' TEE EA 1 S 5M.61 S 5 61 8'- 11.25 DEGREE BEND EA 1 S 325.00 S 3M.00 8'-225DEGREEBEND EA 1 $ 348-00 S 348.00 8'-45 DEGREE BEND EA 3 S 34&00 S Ip46A0 S' GATT VALVE&BOX EA 2 S 1 M3.91 S 3A97.82 S' V REDUCER EA 2 S 310.00 S 620A0 HYDMWW76'GAMVALVE&BOX EA 3 IS 4,397.35 S 13,192.05 UP CURB STOP AND BOX EA 18 S 258.91 S 4660.38 1.5-CORP STOP WI SADDLE EA IS S 198.79 S 3,578.22 1.5- TYPE'K' COPPER SERVICE LF 335 S 13.19 $ 4,418.65 INSULATION SY 5 S 2834 S 141.70 EROSION CONTROL SILT PENCE LF 1,797 $ 2.01 S 3,591.87 ROCK CONSTRUCTION ENTRANCE RA 1 $ 1750.00 S 1,750.00 BID ROLL ALONG CURB LF 1,2W.0 $ 2.20 S 2,T72.00 INLET PROTECTION EA 10 $ 185.82 $ 185&.20 TURF REINFORCEMENT MAT SY 39.0 S E60 S 257.40 SEED/SOD POST -GRADING AC 235 S I=.00 S 2.820.00 INFII.TRATTON RASIN SELECT FILL CV 3,125 S 20.001 S 625M 00 INFILTRATION BASIN SEED MIX AC 0270 S 7,7M.00 S 741.16 ROCK WEEPER RIP RAP CY 50 S 50.00 S 2500.00 TOTAL WTNOUT CONTINGENCY Is 21&MAi NOTES: X'U01aH6019919uan6fiesWest Pant 2rM A46Ifion Estimate (To dty)12-1-17 1VIrAI7 1 Alliant Ergineenne. Inc. NO IAIE9FG 9W (rt WL mam N� N LEGEND: _ ELSnNG FARESIENT UNE PROPOSED EASEYENI LINE SIT ,ro. - WILDING SETBACK BWNBNY LINE LOT LINE - - — ROW 0 20 W 80 SCALE IN FEET 11W CF rp7rnNG BITIWNDUS TRAL RIP 6FATCH J Ems,. \ PAreWG---� stu HATCH ON Ad ND n OunoT e 2' WE CONCIRM 9 M ROVE pOSTWG A➢RON REPLACE w/ eels O!G -- L 5' IRAL/WAIK (TIP) PAIp1E 90 mm. m891D_AUa)........_...____. OUIIDTB i L WA SITE PLAN DATA (SOUTH PARCEL) - COSTING ZONING = RAYFPLWxED UHT OEVEIIWYF7IT/RESNENTW )5lMCT PRDgSED ZONING - NO CHNIGE p]O UrU USE _ MIKE) WATERS EDGE DRIVE NMID O5„ NO ----�------- WnOT GARFA -z.]J AC RrIW VACATION ARF. = (1 I.. - TOTAL Of/ELOP1[M AREA = 2.227 AC •� ,` EX R/W 1 W� r RpN ~ \ slRB:T stwo� 14 ANPDIN) 00, m0 "TON / EG&T. ADO 9 A EIOs11NG \ Z.`� STOP 5101 % O NAL DEPTH REMOW ENSTNG PANEYEIFf \ CONSTRUCT 8612 CAG Y ` \ �MAINTAIN ACCESS TO GATEWAY \ KAQi APT& PARKNG LOT IN I DETAIL in re. WN wMla uc �(WWT D� TOTAL PARCEL PERNOUS AREA _ I AC (59,5%) PRWMT STRUCTURE SETa.G(S: SWIH PUT ji - 25' UNE SUSN DIRK _ 25' PH 212 = 40' PRNATE ROAD WATH = 24BACK-HACK PRNATE DAV&NAY LEGRH = 22' ANN. (22'-26' RANCLj SITE PLAN NOTES: \ 1. CCNIRACTIXi SHALL REW WIVi ME LOCATIONS AND ELEVATWS Ci EXISTING UTILITIES AND TOPOGRAPHIC FEAn1RES, SHOT AS EPSTNG QRTER GRADES AT ME MOPMO DRIVEWAYS, PRKR M ME START OF . STE QUDx4 THE CONTRACTOR SHALL IMMEDIATELY NOV" THE Ewlmt 0" MY DISCREPANCIES 0" VARIATIONS FROM THE PLANS. 2. AL DMEHAOXS ARE TO FACE OF BUILDING AND/OR BARK OF CURB. WILDING DYENSIONS REFER TO OUTSIDE W BINIfKXG PACE (119) OAESR DINEMIISE NOTED. D REFER TO ARCHITECIIMAL DRAWNGS FOR CONCRETE STOOPS p ENT To PROPOSED GIRDING. 4. CONVA DS CONCRETE CURB If GUTTER w,,CH CWWGES TWE 9WLL IMVE A M. FM RpT TRANSITION ON MWATE RDNS, S. AL CONCRETE CLAN AND QRTER ADJACENT TO CONCRETE W BE SEPMATED BY A 1/2 RICH EXIRMSON J RK.. 6. PAWWW STPopNG SHALI. W 4 NCH WHITE PARING STA15 SMLL BE A MIN 9' WTDE NG IG• acre. 7. ALL WORK INTHN THE R.O.W. STALL COEWLY WTTN 11E QTY FNCMFOUNG OESQI STANDARDS, 6. ALL STREET SIONADE. PUBLG A PRVA[ S9W1 CDIRY RTIN THE lW W &AL ON IAMFD61 TRARIC CO TIgI OCACEL 9. 'NO PARNG nRE LANE' SIGNS MUST COMPLY MTH CT' ORDINANCE. MERE IS NO PAAAI n PNGLNG ALLOAED CN ppryATE RUNS. Io. ALL CURB AND W TO BE CONCRETE W12. QRNDWTABIG OR 9616 TYPE AS NOTED, PER CRY SVANEARo,. \ It. CONTRACTOR STALL FEW WRIF- THE LOCATIONS AND E1EVAn W EXSTNG UNITIES AND TOPOGRAPHIC FEATURES, SUCH AS ERSYNO, GUTTER GRADES AT ME PROPOSED DP WWAYS, PRIOR TO THE START a \ STE GRADING ME CONTRACTOR g1 IMMEDIATELY IG11FY 11E ENOWER O MY DSCREPµOES O VARIAYO,, FROM THE pLµS 12 RETAKING WALLS W IN H QHT OR GREATER SN,, REWIRE A SAFETY \ RNUNG IJ. N1 NAMINS HAVE 91NRSM AND PATIO (WXY) CPndS AVNLANE \ \ I4. PMKRG LOT STRIVING SHALL BE 4 NNW RHTE E oCi IS MANTAN ACCESS TO GATEWAY PLACE APARTMENTS DMNG CwsTRucnw W PRANG LOT AREA. \ h 16. MY DMAGED PAWEHTS WTSIDE PRo.ECT UMTS SHALL BE REPUCEo NM EWIVALENT SECTION. NfN f _ °TfP. all ii =R�� I��w�ae p/WYI SECTKM IS OW veea maa.x ..W a.W a �BNBEaITiwu>I 4r rmew� w�i.z'�aAs e �S 7061 Ouu.M opA PAVEMENT SECTIONS xR n zAK PU% O ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612. 758.3080 MAN 612.758.3099 FAA wH^A.alliani-irG.COn J W U Q CL I- 7 y Z 5 IL Q z n J W 0 Q M0N 0] Is z z U Z ti It Q. p = g ,w Vj IL N a z 1n m i c 9! W Z_ F 3 W U IL U) 1 F.rMr H�Ma1 Mlpppn. y.clrkvxon, nprr MiwM ESP m. w Inar rrp �rKl auprrvNsn nrk Mal I Wuh urW.e Px0PES5bxAL [N4NOCP uMw M. M.I of IxxEsmA RINK AIIROI. N WN . No Ol1GR0: MA NIAWx DL NWIC, wo 21"He 5 ARCCf 5 DLL 17 WEST PARK SECOND ADDITION KNOW ALL PERSONS BY THESE PRESENTS: That Pulte Homes of Minnesota LLC, a Minnesota limited liability company, owner of the following described property: Outlet G, West Park, Carver County, Minnesota. AND All that part of the public highway as dedicated on the plat of GATEWAY NORTH, recorded as Document Number 451279, Carver County, Minnesota, lying southerly of the westerly extension of the north line of Lot 3, Block 2, said plat, vacated per Doc. No. Has caused the same to be surveyed and platted as WEST PARK SECOND ADDITION and does hereby dedicate to the public for public use the public ways, drainage and utility easements, and utility easement as created by this plat. In witness whereof said Pulte Homes of Minnesota LLC, a Minnesota limited liability company, has caused these presents to be signed by its proper officer this day of , 20 Signed: Pulte Homes of Minnesota LLC Eric Padget, Vice President SURVEYOR'S CERTIFICATE I Dennis B. Olmstead do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor in the State of Minnesota; that this plat is a correct representation of the boundary survey; that all mathematical data and labels are correctly designated on this plat; that all monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 605.01, Subd. 3, as of the date of this certificate are shown and labeled on this plat; and all public ways are shown and labeled on this plat. Dated this _ day of 20_ Dennis B. Olmstead, Licensed Land Surveyor Minnesota License No. 18425 STATE OF MINNESOTA COUNTYOF This instrument was acknowledged before me on by Dennis B. Olmstead, a Licensed Land Surveyor. Printed Name Notary Public, County, Minnesota My Commission Expires CHANHASSEN, MINNESOTA This plat of WEST PARK SECOND ADDITION was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting thereof held this and said plat is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. City Council, City of Chanhassen, Minnesota By: _ Mayor Clerk COUNTY SURVEYOR, CARVER COUNTY, MINNESOTA Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this _ day of , 20 Brian Praske, County Surveyor By: COUNTY AUDITOR/TREASURER, CARVER COUNTY, MINNESOTA I hereby certify that taxes payable in and prior years have been paid for land described on this plat. Dated this day of Laurie Davies, County Auditor/Treasurer By: COUNTY RECORDER, CARVER COUNTY, MINNESOTA 20 I hereby certify that this plat of WEST PARK SECOND ADDITION was filed this day of _ , 20 , at _ o'clock _.M. as Document Number , County Recorder By: day of 20_ N 7 #41890 .3N VICINITY MAP SECTION 24, T. 116, R. 23 212 0 Ll�/ SITE NW 1/4 NE 1/4 SW 1/4 SE I/4 OUTLOT B o NOT TO SCALE DRAINAGE AND UTILITY \ EASEMENT OVER ALL OF OUTLOT B SQs°•PNj, 6236 Ng32461 0p Lo N O O c ^ �� '\sr 17 S00°00'07"E 131.89 #19552 5a°° ass FAQ 2�0° / f OG ww \9 > , ti 3 3o F �\ N o N - vl 00 �6 SAS ap0 AR=24.00 O17 ,a°� OUTLOT A >63 q o; ti° tip so FF -L 2a.62 g n �\ ; Cj 4J ° > Jo l us 4.. ° 4 68°1902' -7 \. Q ` N00°41'24"E 86.16 L= 9� �O 'O �/ Y O O \\ ` 52.%9 AQ S� o ,\O° 6' '"pe b O R-24.00 L-46.78 7 'o. o ti°O .h1, �� ♦°9yo 111-4058'-\ 10.72 \ O S ti O' _ S66°3532' _ 2 5 , yti .49 Sj4 g30 w .2 6 So F : -/ \ ay° hti6 J�\��' N E i RSp" v ry fGF POJ 0� 10y 21 I4 Za LgF \ s^ S2324p0 30, 2 6 ' .4 o S\a3 3 N o �\ 2465 R=52.00 \ \\ O o 16.50 �o rn \e33p2M1--L=27.72 . �q,6 .I,Iry 5 o t� "J r 17 3 0 R=17.00 4=30°32'2 " kph°p00 16 SQ ry^00 / i ('o y v\ A 3g'p3't; `L rn `-L=26.70 rt• ti 4 SO n'u \ O' co N '00 1 S14 n r'n `n\ 4=90°00'00" p3,E\ I Qu° j s 16000 m <=\v \42\1a9 R-&2.o0 \\I �,a° �^ W (31 m N E $ 0��-<z➢ L 43.71-.. '�v°`� o (�` \ / J \ 17 R't p r'n �o S'14 3203 N is v> m A=30°32'23" O . S °b \ 0 o a O In / O / 1S Fig N. O° n 11 '00 16.50 .o z o? I rLA' r 2 .So u� 2 ��°•. '\ N 1 o S14 3303E rn /� �sSo"SF ' \ \\ rLt` yOhn' • � . J Il \ ,p 1650. .o R=2.00 �'% o sS 1 \\ '/ O 9� /' POND p Wrn 6 O L 3.14-, / n`v u- \ \ b° / / s A 90°00'00"/ - ; z spy ti OUTLOT B ---Wo------- .O 2622 0 Ste - 0-� , I \� L . _ . _ . _ .._.. — . DRAINAGE AND UTILITY \ �------- O 16b o� - 5 S14°33'03"E \` / "5 _ EASEMENT OVER ALL17 o\r y N1g32p3.w UTILITY \'S S`�2 �'� 16.33 ,o / ry-� B36 OF OUTLOT B 837 i I EASEMENT 08 6G�� g j 6'ij__ \r7� �0.3N 17 OUTLOT B si^33p3 \,_N75°26'57"E / 1\ o -Soo °�01'33°EV134.66V v DRAINAGE AND UTILITY. 3133 8.00 UTILITY--/ \\� >a IrO EASEMENT OVER ALL EASEMENT \w OF OUTLOT B \0 IW N89053'36"E ; #41890 `� LO 47.02 \ O/Qj / /I / h- l hll 11"\l Ll' F-Ill-.F-II/I/'/"I' Y' 111 l \ -- \\' (� C°`'J \v12 of/co ..,.,,� ,,,.,, .,\ ,,, ., ,., .. /-,/ ,., - \\6,co VACATED PER DOC. NO.------------ _ - -------- (o N00001'33"W 155.96 — — — S00001'33"E 249.66 WEST LINE OF THE NW— : S89°41'41"W ;' /1 ; 1-- l' Ff; ;l"\;µ' I --I-, III/ /I Y // / / . . —,N542523E QUA TER OF SEC. 24 /�,' ,"I :: 1 ; 1 � I- I 1 ,- e I /' -- 38.32 1 31.87 �\ VACATED PER DOC. NO - - - - - - - - - - - - - - - - - - - —, 60 -� S0001149"E 234.30 \I I A All I A //C\\ I I I L _ L _ \ / / \ L / / \ L / L / I I I V / V / 1 L y J THE WEST LINE OF THE NORTHWEST QUARTER OF SEC. 24, T. 116, ' R. 23, IS ASSUMED TO HAVE A BEARING OF S00001'33"E, ALSO -J CARVER COUNTYNAD83 (1986). Z Denotes 1/2 inch iron monument found 0 pipe marked as shown Scale in feet o Denotes 1/2 inch x 18 inch iron monument set marked by license no. 18425 unless otherwise shown 0 40 80 120 I INCH = 40 FEET 84 0 Denotes MNDot monument found ,1 .\, QFG,HANtiAPi3c CECENED L Denotes access control to MNDot ,°I AP.IN!'^,g,CFu p1,�.01ftlln{i°; I ALLIANT ENGINEERING WEST PARK SECOND ADDITION_ CHANHASSEN, MINNES 0 TA M RO. N\GN 4 S 4 Z- FINS 99. 5HASTA CIO. W. e m y ]5 y BLW, y0 '� j MAP.E,- L EAF a ei 3 qG 5HASTA OR. yy �, y 4 1 +{Y. � t..r�N^, \'••� ..� / /� /�//�\� �. 1 % qu iu N1 I HILL cT. s1 aYMPIC GR P PG ��qii. OR, rOP Q w Y" qy 5 5 £ PAVE DE ♦ ELOPER _ ... , I � $ ...' 1 h L.(� �•✓" . k... .•` ` � / f' \ J" i /'� 52 CASrtE flIOCE CT. = UTICA� LA. C' GVc' 0.N Cf4 9 � _ � OR Oc p a Z 9 j l � RO 5 S REO % 53 CASRE RIDGE 4 1. fRONPE � NEw � m - O � � VALL Y BROKEN O ARROW V' COVE MA PQu. - ' PULTE HOMES RED END CT. 6r. CHAPARRAL CT. p �V6B. NEZ PLiCE CL LO ,e An Qn' tP' 4 � o LI . qLS cIR. qP� Af' P�( Ci �/0 / F % / /� / SW ,DA, w 69. PIMA BAY 71. SAOpLEBR00K PA! �� " v 00.55'M R• m t `w u OL f 7SOO FLYING CLOUD DRIVE w PNEPSP tR' 72 CHIPPEWA TH, < w OEE RFIEIp O IN N6"� Y £ E, l NM NLLAGE qR. F, MAJESPC WAY ]3 BEIMONT LA, u CON 5 HI CHIANO pR. �' S� 5 e VNPE \ H NM NWGE PL N/V HILL 5 m P' H p DR. p p 0 i� WAY � a {}� 74. OEROY pR. 4- (}10.Vp 0 u GMP 0 `H95TIE '� 0.p\A' @ WAT' S SUITE 67O j / \ P / IIIM NLLAGE CV. "M "MHC0E55 LA, i X Cr, i m Dft. OH A v 'RERWRTE z PIMLILpL0. p n m i nH� P. 4' T E �. \ �Q EDEN PRAIRIE MN 55344 LARE00 LA. C OP P 4 z 5 ..I LOLER 41. CHAN HASSEN ]9. IROW015 ST. m pR d'p pE1, m m w NAJGY' p0. Wi g RpU 600NF g em5Nip FT. O EpR a AK. PH. 952-9 V V Q 224$AWT,BGO 2010 POP. 22,952 19. LR. WILD CHCKGRPY RwAr © p Sv Su rc Sv E ci. w, nLM1 o CONTACT:w� t- / 5 W. 1 RANEBE 113. NICHOLA$ WAY W. N AGE R0. 'J ¢ P fil MALLARp Ci, BLVE $ACE IA150. WATER LEAF PL. 132 KELLY CL 3ANTA 1112. cit CHAN VI Ew Si. GIAN ]itM1 Bi. I% �Si, m gg 6J. LOOKOUT CT. CP. 6 ,.. el $ �3 uD. w. 7mn Hall h Ew sT. coN P.d �? ct Q5 �L - O ARBORENM BLW. $i .. G __ _ tM1 WgRftf 3 m =W. ]6LM1 p 6�' RLq. E Paul.Heuer@Pult G oup.com W. 7B $ LA �E /f . h y 1 M GLYNN PARK j J Q F. F 8 '• q Ory(FY 1V1 PICHP DR. ui' Q m E ^T '� SEtryEgB Y O o u, .... / '�fye.• n'i i1LVO. SaGt COU I£R mMARKEi AT S. 2 T9th SC a f OR. CMC b w ^ _ ULTERLN�Y" BLVD. Y > ` AOp ASCOTm r +:n O , ��\ 9 u CN YENNE OAKOA MI .O, C. 111. ESSEOLK BR. y ° y m 4, LV �--CONSULTANT m-NMBEG,RI N 111. Essex RD. R �" PN'E \p- g u r R� ELD �ry°' cRaxNVOp GR o w o z PL. ePP oR.FCEV `pOEN BO Si i i+ a pO h.' e1 `u REgRff u g rr> ( •, ..... j {"'� t �r\Y0JY �\�+,i`...\ ...� ��/0RB/DRAIDL ECREEi-m wKER S ADPRB. .w,woAOC�00 ?y I QXYRh'u 1W' UN ELE 111fi0.. DSHOANMEROGN R1. R REPRT+. 'ORN MA4E,NFPk °0PCF¢EPMFft�JSA R`�+m 62n�C SmT eP' cE832a4RhR3�x.eW?R ys < a' LENGINEERING, INC. p r Ci15. CALW1 33PARK AVENUE SOUTHCRI IEW BgRRIOm130. BEN zSg 3 .CRRk � IC2 AY SUITE 300 F Lake Sus ci. 3 OR x MINNEAPOLIS, MN 55415 '\•• O N L❑ e uxwO a Iw. o DavE cr. F &" 13 cci. _ �G GS. RuSAN 19 ZS r / 1 117. TOFT COW O 13fi. PRISPNE PINE LA. O W 3 m a o BLw. g m e CwORF � w PH: 612-758-3080 C / a '��nCs� CRN CiN m kW W�PS 68tM1 6. TSi 9 11 E. LONG WALO ME AODW Pi. Ul`:`l C, J ...""•• ` .. _{ ® 4`kP\DGEoiF. j ° ¢ NLLS OR. W 1J2. n RICE Ci. Q 4 lI N, i 4 ry o 1R0. HEMLOCK CIR. o IIIRRE PL °' R. p g FX: 612-758-3099 - SECOND ADDITION e 6RLp w BAND O C70. 6fC 2 ..._..-. 4N DR, g GEArmPTN 4 cL b' l TL \\y5 POS MN4f _ j3 1213. TLL O ENGINEER � zRENTON HY' 2RALEGH LA.Q (yH 7' �(� S-` / \ .' I E oft. BRw. IB 6 LYMAN G" po GRw. Rr(E.Y ICIc`T stz9. RocERs RD. a MARK RAUSCH 135, KIROARE WAY die <Akf s 136. NaxmERN ucxTs m. rz r \ HP7- 4Tf\\ 15 °Jo P an. T 7N �.V^FP Oki m >i� Ro. NO. P � a a ,a4vEw „fi.g � � 5 LICENSE 43480 so�� RSEYWAY �& DEE oos PRAT IE _� EM: mrausc@alliant-inc.com ' J R IO6. BEIHESDA GR m i ':.J Hazel Ine C I66. pfcuRgncN pPA�o. TR. Lak Z 2010 POP. 60,797 mrausch@alliant-inc.com G\ IB]. RoosENELT pR. m h' Rile BEAD ! owMl C- LA. JUC qry yWt Ok O? KZ�W. 4 Z I51. k 148 PARKLAND WAY 147 SHORENEW CT. W RAIN PL. V O BxCo IH�LA3 Cj. 21. FRANKLIN LA W 106. GREENNEW OR. _ PIONEER H�HNSNt£ftRY Ci. S T T1 V R ♦ EYOR aV DO\�/', Y¢ a.... ........ OAk VO 0 2 M `OIEfl50N 0 YS a RO' A D o RED as Q a x GQ o OANE; pRN RAM wTS a DENNIS B. OLMSTEAD p W. 961D ET. 4 TWO00 MEgpOwLPRN C COLE Ci.m Mqp 1 t� T J. BviTE T d A �z. caw AL N+s ' cT. o f Re Hp 3 4 P g p G pELL LICENSE NO. 18425 - C+' 1 BR ,NR Gpp Y7C, .. .. . ... `l m ' � mEEODM NV^: T ' FY 4 LA. 9uoc u�1 PIN / O b L E .� i I U. R. OJ / Wp `V 14 S 4 PIGNEEfl CL. T d FpP q0 S1RAmW ff Gey ( Ei N F � ga � HLMEE1EgD W ,5 ��IE e � LT. ,� ry FM: dolmstead@alliant-fno.com 'C�l.� 'Y'4 O SIMONS DR.a O FER 4 Re. { a9 E%PLO4 ER tAR. �n .,,F `!� �• rw .UMN o 'm 3 Sn•q� y J ZR. NpER (p � �. O GM ag^ I51, WEAN Ap F,A $ B �Ws _q R RNa " LANDSCAPE ARCHITECT 15/ 4 I. RPy I57. poREIJKEMPEH PL. -- / MARK KRONBECK 9 °�PROJECT LOCATION LICENSE No. 26222 �P °°� VICINITY MAP EM: mkronbeck@alliant-inc.com i z NOT TO SCALE 09 m i Z O ;01 1 H n 21% O HS,+,rJ SHEET INDEX NO. COVER SHEET 1 DETAILS 2-3 ,( EXISTING CONDITIONS SURVEY 4 lavv SITE, LIGHTING, AND SIGNAGE; PLAN 5 0. GRADING AND DRAINAGE PLAN 6 \ F�' EROSION AND SEDIMENT CONTROL PLAN 7-8 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS 9 SANITARY SEWER AND WATERMAIN PLAN AND PROFILES 10 STORM SEWER PLAN 11 STREET PLAN AND PROFILES 12 STREET INTERSECTION DETAILS 13 LANDSCAPE AND REFORESTATION PLAN 14 N LANDSCAPE SCHEDULE, NOTES AND DETAILS 15 AMENITY DETAILS 16 LANDSCAPE DETAILS 17 CyANHA194Fr,1 FY 1. r,r: 0 30 60 120 SCALE IN FEET ALLIANT E.N G I N E E R I NG 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAx www.alliant-inc.com H Q O m Z Z N W Y LD �.. W 0 Z (L Q d F' Q .--� W WC) a Z p �v 0 U I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed - PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, PE Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 1 SHEET 1 Of 17 1OT . e ShaP of back of buttress may vary long as poured 9 a mast firm undisturbed sort o h. 2. Dimension G1,G2,G3 snoakd be €arse enough to make angle C equal to or forger than 45. 3. Dimension Af,A2,A3 should be as large as passible without lnterfuhre with MJ bolls. 4. 0 = 45' Minimum. a. Place cOn of gene between P Y ) concrete & pipe, 6. I be g 'ads & tittin s shall be threstrained with Mequal thrusE rastroints or equal & - Be. r, 0 - See auto 4 PLAN 90' BENDS PLAN On' BENDS Varlabls-i S Min, I"e B - Job note 4 - CONCRETE SHALL. r.' BE A " CONTACT --- a A 'e' NT}I THIS QUADRANT".. T .. u �._., OF PIPE p INCURRED) 9E)A LARTH '1 CONCRETE SECTION A -A .PLAN 22 1/2- BENDS ffff aF CONCRETE THRUST OMEN ©LOCKING REVISED: 2-08 ENGINEERING if DEPARTMENT PLATE No.. 1002 RUE NAME:0 ENG SPECS tOD2 Inspection - � Hood Pipe Opening Allows up to / - 'I -OR Section 12" diameter pipe 214" f 012" ti Top Section Access Opening Tongue Allows up to 12" variabiity 1 12„ L 0 mRv = s - m as $ m S gg 2I" Multiple I 'g Fastening Lou Transition Seen Sweep Scotian 1 --7I2" PI D recoamon ee e lx4 I www.royalontmprises.net Dt"N '1 ;B) TO A � 7 Y• 't :owls#ut, D IntraFlow - Inside Drop System pile NF1a J y Standfuzl Details � 2ev. Date: NEENAH R-4342 GRATE OR APPROVED EQUAL See detail 2110 far adjustment rings. 6" Concrete collar 31' REINF 2J" CIA REINFORCING TO CONSIST OF f4 BARS AT b' O.C. BOTH WAYS WALLS To BE PRECAST SECTION 5 - PRE -CAST OPENING AS REOUIRI CONC. BASE SHALL BE 6" POURED IN PUCE OR 5' PRECAST SUR ICU of CATCH BASIN CI1NI116u31it1 27" DIAMETER REVISEDa O-i6 PLATE NO.: FILE NAME:G:\ENG SPECS 3103 ENGINEERING DEPARTMENT 3103 HYDRANTS SHALL BE CLOW MEDALLION (SHOWN) OR MUELLER SUPER CENTURION ALL HYDRANTS MUST BE PR D BY THE CITY PRE -APPROVED 0 E THE HYDRANT MARKER SHALL BE A SPRING MOUNTED STAINLESS STEEL OR ALUMINUM ROD 5' IN OVERALL LENGTH, FOR SIDE MOUNT APPLICATION, USING RED & WHITE REFLECTIVE TAPE WITAPPING INSTALL MAGNET2E0 EXISTING OR FUTURE TRACER BOX CURB OR GUTTER. LINE ( T) N14 SNAKE W AND RANI TRACER RiNG AS NEEDED PER VALVE BOX STREET DETAILS 5500,5501,55D2 24" MIN,. 2.OR HYDRANT SHOE 3' 2' AND BARREL SHALL DE PLASTIC K AS REQUIRED to' TYPICAL WRAPPED PER P. Y SECRON 203o. D, z n I -ANODE SAGCl 5 ANOWILLusn'FURNISH `+tom ANODE STAINLESS AND STAINLESS STEEL BAND TO 13E INSTALLED BY C_ 00 -g00 CaNTRACTOR WITHOUT C ADDITIONAL COMPENSATION.. i CUBIC YARD OF CATE VALVE TEE i 1/2" CLEAR ROCK WITH ADAPTER AND 2 LAYERS OF. 8"x8`x16' SOLID CONCRETE HLOCK POLYETHYLENE (4 MIL.) NOTES: L ALL HYDRANTS SHALL HAVE WEEP HOLES 2. HYDRANT BURY DEPTH SHALL BE AS PER MANUFACTURES RECOMMENDATION WITH A MINIMUM Of 7.3COVER OVER HYDRANTLEAD. 3ALL PAINTED SURFACES SHALL BE SUBJECT TO TWO EAR WARRANTY PERIOD S NOTED IN SECTION 2SM L THE DE A MU NT MARKER, S. 4. ALL JOINTS INSTALLATION SHALL INCLUDE A HIVRANr MARKER. 6, ALL JOINTS SHALL BE RESTRAINED VIA MEGA -LUGS MECHANICAL JOINT RESTRAINT, 6. Ali HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAXIMUM ALLOWABLE t0 BE 1/2" PER FOOT OF HYDRANT. J. HYDRANT TO BE SECURELY COVERED W11H PLASTIC MAP OR BAG TO INDICATE THAT If IS OUT OF SERVICE. ' COF TYPICAL HYDRANT Q = INSTALLATION REVISED: 11-16 PLATE NO.: ENGINEERING DEPARTMENT 1004 (ICE NAMEC; ENG SPECH 1W �.-.2" BIT. WEAR " '---2" BIT BASE '.. I&I BARRIER REQUIRED ON SANITARY STRUCTURES ONLY SEE DETAIL 2109 MIN. J. RINGS 3 ADJ. MAX. 3 ADJ. RINGS 6" THICK CONCRETE 27" COLLAR NOTE:. 2-PIECE COVER RISER RINGS ARE NOT ALLOWED. BIT. WEAR COURSE ADJ. DETAIL MANHOLE CASTING & LID SHALL AS BE PER DETAIL 2111, VARIES BITUMINOUS BASE OR BINDER 4 MANUFACTURES SEALANT HDPE, EPP OR PRECAST CONCRETE BETWEEN FRAME AND RINGS ADJUSTING RINGS 1' I&I BARRIER REQUIRED ON 27" 6" THICK CONCRETE SANITARY STRUCTURES ONLY COLLAR SEE DETAIL 2109 SIT, BASE OR BINDER COURSE ADJ. DETAIL NOTES: 1. PRECAST CONCRETE ADJUSTING RINGS SHALL BE BEDDED WITH 1/4" TO 1/2" MORTAR, 2, HDPE AND EPP ADJUSTING RINGS CHALL BE INSTALLED WITH R SEALANT OR APPROVE MANUFACTURES SEALA D EQUAL. L 3, ALL ADJUSTS SHALL INCLUDE NEW RINGS FROM CASTING i0 CONE. 4. WOOD SHIMS NOT PERMITTED TO BE USED IN ADJUSTING RINGS. fffOF MANHOLE CASTING AND ADJUSTING DETAIL Rfvlseo:lD-1s ENGINEERING DEPARTMENT PLATE NO.: 2110 FlLE NAME:G: EN6 SPECS 21W tr NOTE, Surmountable curb & totter to be tronsltioned a `Sax sus, into a B-618 type our at cachbasin. coaskessin Game Is grate Neenah R-3067-V an- VB g,ate *r aI 'y5 grooeyvm` SorroOuntoble earac e curb &gutter r p F A &NM 'o nbosln wi T1.111� 'byr 2 6 CCos to be depressed 2" below design gutter flue grade. sn Neenah _yq snali 6e used q w'.St at en law paints. I�0ml-TRija. Z Net to Scale -p4 60"Long Nabors 9' S Transition r 6' Trocaludn &: TOP of curb --_-_- o 2 zsa*_7- Design guitar line grade 2'4'4-60 Lang Rebore --/ Frame & casting SECTIONAI -A-A Net to SC010 affor CURB CONSTRUCTION AT CATCH BASIN RICAS I PLATE No.: ENGINEERING DEPARTMENT 3106 FILE NAME: G ENG SPECS 3106 WATER Tyler No. Mueller N0 7.5' Minimum cover required over top of water main. 0 H-1H-7 03fif Bibby -Ste -Croix No. B-5160 PraVida Valve Stem Risers To Within 4" Of The Surface Q$QP }.jG H The Distance From The Top Nut Of The Valve To The Surface is Greater Than 8', Street PL Grade Variable D&U Easement _ 6' Metal fence post Variable Tyler No, 6860 26" L_ _J Adjust tap to 3/4" below, grade, Box to be set to denotingcurb box, - -_ Mueller No. H-10361 2 6" provide Y2 of eau t n p a s me t. to P 6" pointed blue. P � @ibb -Ste-Croix No. Y vB5 02 27" Curb box with 1.5" Tyler No 6860 standpipe and stationary rod - BE Mueller No. H-10357 Bibby -Ste -Croix B-5001 Tyler No. 58 Gate valve box, screw type, No. 59 is" 18" 3 piece, 5 1/4" shaft, size No. 60 24" G bex, 7'-6 extended, Mueller No. 58 14" #6 round base NOTE: 1.5" WATER No. 59 20' Z SERVICES ARE Bibb -Ste-Croix vBSO No. 57 9" Gate Valve Adapter: 1/4" s, PROPOSED FOR UNITS V0521 No. 58 14" Steel With Protective - EXTENSION V0522 No, 59 20" Costing, 1/2" Rubber Corporation Cock V8523 No. 60 26" Gasket Installed Between The Cate Valve And Gate Valve Adapter. Concrete brick support tW.'t*'r Tyler No. 6860 65" min. size 3" thick & 32 Mueller No, H-10361 65" Clow, Mueller or Sq. In. Bibby -Ste -Croix No. VB516 60" Approved Equal ain Resilient Wedge Valve Conforrning to AWWA Valve and Box to be C-509 Standards With d9SE5: BOTTOM plastic wrapped f pP per Stainless Steel Nuts i. Do not plug end of curb stop. section 2.03a & Bolts and 2" 2, Add 6" crimped pigtail to curb stop. Bronze Operating Nut. The co r service line between the main and curb box 3. copper shall be one continous piece of Piping, splices Will not be permitted 4. Corporation cock to be of the nick compression type as stated in section P q P Yp ==A5. - 2,11 of the watermain specifications. i7li All taps require use of stainless steel saddles on all mains. BASE 6.Saddles shall be Smith Bloir 371-372 or approved equal as per section S"x8"x16"Concrete Block " 2.14 of the watermain specifications - ICE btillll TYPICAL WATER ICU or TYPICAL GATE VALVE S� AND BOX INSTALLATION SERVICE REVISED: 10-i6 ENGINEERING DEPARTMENT PLATE NO.:10 05 RENSED:3-IB -- - ENGINEERING DEPAIRTMEI` PLATE Noe 1006 FILE NAME: C: ENG SPECS 1003 FILE NAME: G: ENG SPECS 1006 NOTE' SEE PLAN FOR leSTING SCHE n L' I )Off IN LID SE� 3/4- ANT T-GASKET, I/g• 0 DDRo) T-SEALAiONCEALED ACKHOtE DETAIL G4SKETED UDS USED FOR SANITARY AND WATER MANTIOUS CUSTOM LOGO COMPONFUT lH1MRER5: q FRAMES F MES BEF RAISED FLUSH 1642 0 CCJICEAL£D SANITARYAN 5or - STNITARY MANHOLES PICNHOLE 56R - sig2M MANHOLE$ PER NF 1015 5640 - WATER MANHOLES 4 NOTE, 11. NOT REWIRED UNLESS CALLED CUT IN sPma CONDITIONS. 2 DIMENSIONS ARE IN ENGLISH MEASUREMENTS 3. CASDNOS MEET HS-25 REQUIREMENTS 1 3/8` 4. MANUFACTURED IN USA h. 2 Ire S CAMUDES FOR LEED CREDITS i- MAff81AIe• P & LID -CAST MAY IRON, ASIM A-48 CLASS 350 2' LETTERS Z FRAME -CAST GRAY IRON CLASS. 40A RAISED FLUSH C� LED PICNNq.E OETAR PAINT OR 8. WEIGHT -BARE METAL NO PAINT OR OGARNGS 9. WEIGHTS, FRAME 126 L65 /LID 122 IRS ��t�tp �t OF bll 1 MANHOLE CASTINGS CppM��pSp [1flt1I1ElA0� AND LIDS DETAIL REVISED: 3-16 ENGINEERING. DEPARTMENT PLATE NO.: 2111 FILE NA.E:C: ENG SPECS 211t 4 1 RIPRAP ivt i 5D { PLAN RIPRAR RPQLI{PEMFNTS TUTS NOTE PIPE DIA, RIPRAP REQUIRED GRANULAR FILTER REQUIRED 12" TO 24" 8 to 12 CY CL.3 UNDER RIP RAP AND 2 2.7" TO 33" 14 to 20 CY CI-3 LAYERS OF 50OX MIRAFI 36" TO 48" 23 to 38 CY CL.3 FABRIC OR EQUAL 54" AND UP 62 CY and up CL.4 (One cubic yard is approximatzly 2,800 Tbs,) N 2'� -RIPRAP I � Granular Filter (MNDOT 360L2B) SECTION A A Geotextile Filter Type It NTS ,L RIPRAP L,ranvwr Filter (MNDOT 3601.26) SECTION B-8 Geotextlle Filter Type III NTS �L RIP RAP DETAIL REVISED. 2-10 PLATE NO.: ENGINEERING DEPARTMENT 3107 FILe NFNE: a:. ENa sPEcs sla7 A DOLE Ci2-V Grate (Shawn) N 2- VB Grote shall be used at all law points. a rf Face of Curb Direction of Flow PLAN Cotchbosin costing Grate to be 2" below and grate Neenah gutter grade. 3" radius 67-V curb box. or equal 5 transition curb on each 3" adiside of catchbosin, if See detail 2110 for adjoining a surmountable curb. ring adjustments. Top of Curb 24" x 3fi' 6" thick concrete Collar Precast 5" 3' Minimum Doghouses sholl be e- grouted on both the 'aside and outside. 6"Min. base SECTION N % 1. Steps shall be provided in all catch basin/manholes and storm sewer manholes. 2. Costing to be totally encased in concrete curb section. 3. No block structures are allowed. STORM SEWER CAT CH TCH BASIN 2' X 3' RECTANGULAR REWSED:10-16 PLATE NO.: ENGINEERING DEPARTMENT 3101 HLE NAME: G: ENG SPECS 3101 See City Plate No. 3107 for riprop placement. Tie last 3 pipe jolntc. Use2 tie bait fasteners per jo6nL Install at CUP from top or bottom of pipe, Anchor Clip ISOMETRIC NTS 2°P Provide 3 anchor clips to fasten trash guard to flared end section. Hot dip galvanize after fabrication. sr* TRASH GUARD SIZING Pipe Size Bars 'H' Bolts 12"-18' 3/4"0 4" 5/8" 21"-42' 1 0 6" 3/4" 4872 1 1/4"0 12 1. Anchor both .sides. B NOTES, 1. All reinforced concrete aprons shall be furnished &.installed without trash guards, unless otherwise specified. o d c e op an o n 2. All new reinforced concrete aprons shall new pipe Sha have the joints tied back for the first 3 joints from the apron. 3. All new reinforced concrete apronson existing pipe shall be tied to the first pipe adjacent to the apron. A, Trash guards each only be placed on inlets when specified. affOf - FLARED END SECTIONCHEM REmseDa D-76 ENGINEERING DEPARTMENT PLATE NO, 3108 CL PL 1 VARIABLE Add musHe i 6etwean frame Manhole castg lid � and tin, and rings rings (sea plate. 2110 & 21) I Avowals &1 border on all waid y I i sewer marv),ala(see Flate 2)09) METAL TEE POSTSLED s" Ca+crota color FROM INVERT i0 3' ABOVE FINISH GRADE TOP 6" PAINTED GREEN. b "o'r All pate In men6om tona:.e mg rubber 'nil-sh'eid 3' gaskets and external seals at barrel and <o a .Baden 4te n anl(ar h Y a liceitons or a roved a oi. n PP PF Cu (( OVERLAP ON TEE POSTS - � z WYE PLUGGED END. cti A or,mum f 2 urn macro s Q 5 45 DEGREE live. to be cared wady BEND w 40" baba none uw w 6" PVC SDR-26 PIPE MIN, SLOPE 1/4" PER. FOOT to Pipe shall becut out hush Iowa face of wall _______ 7 - SERVICE Kar-n seal required, r IE #R `-�1 f2 PIPE DIAMETER MIN. (SEE NOTE 2) SANITARY SEWER GRAVITY MAIN `' ' "' ` • - ".P. t is must be 1/2. of 52CTlON VICW Fla. dM et and bourne sloped 2 l w rd the Invert Minimum iSuree 'ogee is or le ,aodst C for 14' deeF or lees and increases - in to afar every 4' of depth o Srea - gter Uan 14, : NOTES: 1, SOLVENT WELD ALL JOINTS. (NON GASKETED) 2. WHEN SANITARY SEWER WE SERVICE IS NOT ACCOMPANIED BY A WATER SERVICE E VICE N THE SAME TRENCH INSTALL A HEAVY METAL TEE POSTS FROM INVERT TO 3' ABOVE E Ni FINISHED GRADE AND PAINT TOP 6" F POST 0 OS FLORESCENT GREEN PAINT. L K r-a-som mantras or equal nornabod qaaePprbra ashcord, 3. CLEANOUT REQUIRED ON PRIVATE PROPERTY IF DISTANCE FROM MAIN TO HOUSE 2. An dog houses shall be grouted an Inside and .[ad., EXCEEDS 90 FEET. 3. When the monhes structure in constructed ootaide the 4. ALL PIPE SHALL BE BEDDED ON GRANULAR BEDDING (3149.2-F) OR COURSE FILTER traveled roadway IS scrasa oat and dign (MH) shall be lastmmd next to one mean... AGGREGATE (3149.2-H). 4 Minimum of 2 2" chbo ng rngA maximum of 3 ardend g nags ar o Plot of S" of stock nelght S, new buswctI.c. 10F TYPICAL SANITARY.6 SEWER SERVICE aff es STANDARD STANDARD SANITARY CHUM( LESS THAN 16' DEEP) EN MANHOLE EVISEO: 10-16 PLATE NO.: ENGINEERING DEPARTMENT 2001 REVISED 3 I6 PLATE NO, ENGINEERING DEPARTMENT 2101 4E NAME: G: ENG SPECS 2001 Rf.E NAMED ENG SPEC \2ai NOTE: SEE PLAN FOR CASTING SCHEDULE NOTE:: SEE PLAN FOR CASTING SCHEDULE I--- --'I 24"x36" slab opening for Neenah R3067-V or equal PLAN I 1- V Grate Shown \ / 2- VS Grates shall be used at all low points Neenah R3067-V casting and grate or equal. Be. detail 2110 for ring adjustments.. 6" Concrete Collar A . Concrete stab per detail 2108. Top of barrel section under top slab to have flat top edge sealed with. E 2 beads of Romnek or equal. All joints in manhole to have Varies "o" ring robber gaskets. 5 4'-0" Lys 5.. Precast concrete Scotian Manhole steps, Neenah R19814 or equal, 16" oa centers. ¢o Minimum thickness of precast base 4 - k. 6" O slab is 6" for 14' depth or less and P increases to a minimum slab thickness b of 8" at depths greater than 14' or if SECTION the structure is larger then 48" NOTES: diameter. 1. Doghouses shall be grouted both inside and outside of the structure, to Grout bottom of manhole to 1/2 2. No block structures are allowed, 3. a sum la required o minimum p q diameter a and slope PP P sump depth of 4' shalt be constructed p great 2" toward invert. below the lowest pipe invert in the. - structure. CFI7O� TYPICAL 4' DIAMETER CATCH BASIN MANHOLE REVISE0:10-i6 ENGINEERING DEPARTMENT PLATE NO.: 3102 f1LE NAME fl: ENG SPECS 3102 Manhole Costing, Lid and Adjusting Rims (See Plates 2110 & 2111) 6". Concrete Collar Manhole all be Neenah Rt1981Jeps h 16" on center. Steps Shall be on Downstream Side Unless Pipe Diameter is. 18" or Larger e All joints In manhole to have "Dinning rubber gaskets. d Pip. shall be cut off 4" from the 5„. inside face of the manhole wall. - `Pipe Di Inverts Must be 1/2 of , Pipe Diameter and Benches Zonnum SECTIONVIEW Sloped 2" Toward the Invert thickness of precast base stab is 6" for 74' depth or less and incre ases to a minimum slab thickness of &" at depths greater than 14' or If the structure is larger then 48" diameter. NOTE: 1. All dog houses stall be grouted both Inside and outside of the structure. 2. When the manhole or catch basin structure is constructed outside of the traveled roadway a witness post and sign (MH) shall be installed next to the PH, 3: If a sump MH is required, a minimum sump depth of 4' shall be constructed below the lowest pipeinvertin the structure. aAd oPg7 STANDARD STORM MANHOLE REVISED:fO-i6 PLATE NO.: ENGINEERING DEPARTMENT 3100 FlLE NAME: G: ENC SPECS :3f 00 6" Distance to nE v r - 1/2"r \ 3"r 1/2"r Top Bituminous Material slope ti� 3 4 ar it 8"" 18. MnOOT 8678 Concrete Curb ad Gutter t3' Distance to variable I/2•'P r To Bituminous Material 3"r s slope 4 per oDOT Concrete Curb and Gutter `•, T B 12 for Use Only with Private Driveways, .Parking Lots, or Medians. 28"R 12"R 16" Top Bituminous Material N or 4 17 1/2" 1 101 2" Surmountable Concrete Curb and Gutter 28" -o-i 4" 4. , -.--1 1/8"r Bituminous Surface co 2 _-_ 1 Bituminous Curb iv 4" Shae Formed pip Cl1lOL TYPICAL CURB OMEN AND GUTTER REVISED: 10--16 ENGINEERING DEPARTMENT PLATE No,: 5203 FILE NAME: G: fN0 SPECS 5203 0 al P.C. Jp e J O� ER TRANSITION :. CURB SURMOUNTABLE I TYPICAL RESIDENTIAL RADIUS - 20' TYPICAL COLLECTOR RADIUS - 30' 6" height 5' long transitional height curbing' 2"drop 4" height Y11y111111ZZ L ��MNDOT 8618 CONG. C & G SURMOUNTABLE C & G SECTION A -A OF TYPICAL CURB RADIUS REVISED: 3-16 ENGINEERING DEPARTMENT PLATE Nm. FILE NAME:c\ENG\SPECS\,s2o4 5204 Irse x: T x .t ALLIANT ENGINEERING.. 233 Park Ave S, Ste 300 Minneapolis, MN p 55415 612.758.3080 MAIN 612.758.3099 FAx www.alliant-inc.com J H Ln Ln Z Z Cl) Y_ _ O g ` r Q 0 Lid Cl) la Q v) a J V) V1 zo z a W C) Q Z W LLJ I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I - am a duly Licensed . PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, BE Date. License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE IROJECT TEAMDATA )ESIGNED: MPR )RAWN: ELL PROJECT NO: 216-0199 2 SHEET 2 Of 17 I K`" ,u NO CO � NO CONCRETE CURB & GUTTER ` : -YAW cx has Tao werwavo aATS SFAP di1 .MR° o no ntl arcNrass er na wa I e Door a APRaN .-R4'MxA Ar kOX m - _ - - - X. ithemO ITkU YIARN Se"M Right -of -Way N.. sawelea, A Mai y. _ y. cE a Raves Re astax F-, a.A d^ N ev _ @@D ¢w _ AXbpi _ __A ENO Cf DRIVEMY9A _ _ _ 3a B WWWr uxE aBG uc ,aKY ors Vema, owns. saT .1 AM XDI we le' wale q N�tl ar willyearew " SAME P Are. Yes io .1. ,YT N6 A.' M een Ave sand " a., as.. Are, PACT AS Fes, E'was @Peplos ` ande TMtlME55 A,_ 9E A esUe. p 6 A Cphdras Ann i rl pose ^ROAR NA R Po flAfL � @ u¥ IV 0.") StAe PEWM1PCFN i NI new i4Qo i Y dw rIXiENa f wage FI ip'F A NE PMK Y PAVMFN{ A PoLL. 3 MONYFKNFfO R RW IINIA%%MS MM Ai e' wwU`A FRA4E CN£4 ad[Wk Au PE At. be, TUTS .VbAwwxw1A CONCRETE CURB & GUTTER SAW BR... Toot cwlmAcnal ANTS I x 6 EP LON oXf. W MN, 0 A. Cf sween lya he 1NIW£R ar PF YNL Right_.of-Way i✓+ R. 'MA was. AT of ._ T .._._.._.._.. _.._.._ .. -.._._ -.._ PPi IN6YALLW 0Y£F WA1 Eft 2iNLE p P �• V Whin INUAUE0 A MIN or S gNNus IffWIXIp A MlI y S BACK OF WRB wss a _. 1 atl I.o. mw rr Iwo a aNw, norm Is, ,mu p,t-nwI ANA b mmtlt WNnA ah,el ,aMn Moray Ina-t, wm e. a mmtwm n A- er ememe M x , m aen s or mn 4 Nfi1nryn emmN eu.6 -a,, Na 1 Ane mPv.um IT ,o A. kan. weu< a esdNM uqe ! md, den R' -` ' mjmywe, « Mao n P.ww'i�a. a mana.ae "m,rNw ,mwn w�u. "o, lu pnl. ,a�ReeAR wgCµelf;" 1 aen one re"Neemml F r.en vbutl O 4' "..mrn.. N epeq Me ®wxnN mwaM m a mmMw" �r Y@�! 6' %aa apmMn fell nMlnd ,wnwnlWa wm Mw m NI wit' CFI q-is -I. H n Ma tlrtwev vvmml a e mmuMfinetl E-Awd..l. •a'u van e" Y .n9 xvm, @ ro,v w Mud N'm, firtvpm"P'"' '- slei °"-1�o'.�w°: wb .,,r,.an"o1 .a•�,I @,m.N,a.r�mP m W 2 NTS Nyl,xa mmMrn ed, "iln <, w _6 w CONCRETE RESIDENTIAL (flyDRIVEWAY ENTRANCES bllHt171B110Ti11 WITH AND WITHOUT CURBS REVISED:10-16 PLATE NO.: 5208 ENGINEERING DEPARTMENT FILE NAME: G: ENG SPECS 5208 ^e & sF d� gg g"6 s g k q A pp y l� beep" old .1 Me,1e-Nznm affOF Pedestrian Curb Ramps OMEN Page 4 of 5 REVISED: 10-18 ENGINEERING DEPARTMENT PUTE VIP.: 5215G E NAME:G PoL:AENGVSPEOs\5215G 8J -- PR=E'CT NAME PROJECT DESCRIPTION -A 54 LOT SINGLE FAMILY RESIDENTIAL SUBDIVISION DEVELOPER-- NAME PHONE NUMBER CONTACT--- NAME PHONE NUMBER 5> - PERMITTED CONSTRUCTION HOURS-MON.-FRI. 7AM-6PM SATURDAY 9AM-SPA ABSOLU'iELY!H NO CONSTRUCTON ACHVHY, MAINTENANCE OR DELIVERIES ALLOWED ON SITE OLIT'SIDE OF THESE HOURS, CITY OF CHANHASSEN ENGINEERING DEPARTMENT 052--227-1160 NOTES: 1. SIGN SHALL HAVE A MINIMUM OF TWO POSTS. 2 .INSTALL SIGNS AT ALL CONSTRUCTION ENTRANCES. 3, SIGN SHALL HAVE NOTE BACKGROUND MIN BLACK LETTERING. 4. LETTER SIZE TO FIT 8' X 6' SIGN... CITCOF DEVELOPMENT MOM INFO SIGN ftFViGftD; h-tO ENGINEERING DEPARTMENT PLATE NO.: PLATE ,9LE NAME:G:',<NG\E�r:es\sals I r0' ovEa FRaM r NO CONCRETE CURB At GUTTER $ 5aMAX DWY poof PROPERTY E IF HARIDCIUMER ALLOWS IS OX TA INSLLED DYER WA 24'MAx WNM AL ROW. D�R SEflNCE _-OW. R - .. IFA RADIUS I$ INSIALLE0. A MM..BE Y RADIUS Is REQUIRED. � 'Y. �, ® Esce nP -- Ex PA'.EMENII 5pWpIT UNf END W DRIY£WAY SAWWT ALL S1RE£T ppTgl AREAS AND TAG( Ernest PAVING. R,C•� ql probasI4 Under, sweel se WSi.1 AND,.. MN IV Y�LI s s, al, sedge, ... "M iWM VMEYFM M Mean [p rol %IAEEi win A, 11tldNE5A Nad TO E fah aF WAY .1 as A gal M I-V WIN r U, cuss a FCR eAu us 0 ME IF WATER SHUBUT "I'll TIE ORIVEWf,Y PAVEMENT A COKR AS MANUFACTURED BY MMONALD 74MIA SEPoEY And AN B OPENING n1AME & COVER OR EQUAL SHALL R INSTALLED. 10' ova res" Ph CONCRETE CURB & GUTTER z i X 50' MAX DRIVEWAY INSIDE PROPERTY HADO VIER i E IF NAROCOVLA ALLOWS N 24 MA% NNM IN Raw, Iu i IP A Rpl%VC IY 'I} 11I 16 yy..f 'W N BOX INSTALLED OVER WPiER 6ERNCE INSTALLED. A MIN. BF b' n aa.i! iIt e�.. `eii RApal515 RCglIRm -a 5� BACK OF WRB 3 3 CARD, Des. III, ... s W R.C.W. Is. aC A when, CF 1-e LFY6 of RIUMW. "TN V IS nee 5 1w AVE •D, Thad GUN. were re NE ... R,TIE ow., DEL end ... forow. UENT.116E VAC TFFi wat 81 Bands. M' S 10 Pod FCr`6i YI... A ILSS h. 5 orCNN WLL "ANN T TI£ .1 Axis And INE Plnet LN NNN ANs PRGRfl sa s., ommws, dew a re Ste Too se, .ar 11 IF WATER se1UTOFF le IN TIE OPoKWAY PAVEST A COVER AS MANUFACTURED BY MCUONAW 74MIA SF,IYIkS "I" AN S" OPENMC FRAME & COSTS OR EOl Ill BE INSTALLED. RESIDENTIAL BITUMINOUS DRIVEWAY ENTRANCES pC�F�C1BY�O�F+ ISMS WITH AND WITHOUT CURBS REVISED:. 10-16 PLATE NO.:.: ENGINEERING DEPARTMENT 52109 FILE NAME: G:\ENG\SPECS\52O% Typical Street & Traffic Sign Installations -g" x 42"t}oubla Faced Traffic Sign Aluminum Street Sign as Required GONE, DRIVE 'Both Directions 3 LE, 7' Upper Galvanized Steel Sign Post Galvanized Steel Post 2,42 LETS/FT', m- (2) 5/16" % 1" c ADGITOY Plate to c o Post Bolts - Tam P P 0 0 J �j a 2 n Kleen Break a with Washerserroof Model 425 or 2' Min. Curb ' LB. 10' Anchor Concrete installation _1a _ ost-Pneumatically Driven Soil Installation 1NiI Vl]N<R,RYVtYY()A filly. A R G 0 J- 41- P, a O g mA NOTES: E_ 1. Fors Location Stireet ru.t and far Signs, Signs ontl for Traffic Signs, E Contact Chanhassen Street Superintendent 952-227-1301 laps,"-'r 2. For Material Specifications See a n" - Section 4.11 of Standard Street n m"" Specs. 3. Public Street Signs Shall be ,,,^I s Aan White Lettering on Dark Brown �r Background Double Faced DG3 ..; A High Intensity an 0.08 Aluminum. 4. For Private Streets, Signs. Shall be the Some as Above, Except I Lettering to be white onBlue I Background. 9 afYOF STREET AND TRAFFIC SIGN INSTALLATION REVISED: 3-16 PUTS NO.: ENGINEERING DEPARTMENT 5217 FILE NAME:G:\ENG SPECS 52n MANHOLE CASTING & UD AS PER DETAIL PLATES (2110 & 21111) "1/1 BARRIER" INNER MANHOLE RING SEAL HDPE, EPP OR PRECAST6" CONCRETE COLLAR CONCRETE ADJUSTING RINGS 1' PRECAST MANHOLE CONE SECTION 27 MANUFACTURES SEALANT OR MASTIC SEAL BETWEEN II&I BARRIER AND STRUCTURE -0 _ 48 INFI-SHIELD EXTERNAL SEALS AT BARREL AND CONE SECTION JOINTS ON SANITARY APPLICATIONS OR APPROVED EQUAL AS - REQUIRED BY THE ENGINEER. NOTES.: 1. TRIM TOP OF SEAL TO 1" ABOVE TOP or RINGS. CASTING SHOULD NOT REST ON SEAL, 2. PLACE "MASTIC" ON TOP OF CONE SECTION AND BENEATH SEAL. 3.. NOT TOMBE USED WHEN THERE ARE NO RINGS OR MORE THAN 18" OF ADJUSTEN Cf1Tof I & Como BARRIER REVISED 14 16 PLATE NO.: IT ENGINEERING DEPARTMENT - 2109 VARIABLE HYDRANT VALVE BOX -U_--LAN CURB 6 6" JARI S 5-6' ;SEE PLANS) 1/4" PER FT. 9PE TO ROADWAY 4" CLASS 5 BASE -I Min, FOR CONCRETE THICKNESS SEE NOTES BELOW. NO 1, TYPICAL 6" THICK CONCRETE SIDEWALK, 2, USE 8" THICK FOR COMMERICAL DRIVEWAY CROSSING. INCLUDE 1-5' LONG PANEL ON EACH SIDE OF DRIVEWAY TO BE 8" IN THICKNESS. 3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. 4, AGGREGATE USED IN THE CONCRETE MIX SHALL BE GRANITE, p�� C�MuO�F11 CONCRETE CON9AiHtk)� SIDEWALK REVISED: 10-16 ENGINEERWG DEPARTMENT 5214 FILE NAME: G: ENG5PEC5 5214 CITY PROJECT NO. CITY OF CHANHASSEN SFW£N WATER OR COMBINATON SERVICE ONE UIRY1 t 1 Hose. A_- .-,._- Street Name----- -:.._ ----------- DID y___,..-_ Lot_._..- Block---- Plat/Addition aLVEE: Downstream Manhole No. Ste. of P.L. from Downstream Manhole_ -------- Elevation at C.L. of Sewer Main ------- Distance from Sewer Main to Caeanout_- ----- of Grade for Service to be installed Length, Size and Type of Service Pipe 9 YP ___ �__�_ ____ Depth at P.L.L. (Finish Surface to Invee rt)_ Main to Riser Horizontal Distance____ Riser Vertical Haight_ _ ._.. WATER, Downstream Manhole No -------- Ste, at P,L. from Downstream Manhole_ _+_-_,_. _ Length, Size and Type of Service Depth at P.L. (Finish Surface to Curb Stop block)_-" Curb Stop Carver Co. Coordinates: X___ _ Y Z 1-Denotes Sewer Service End a -Denotes Water Service End (SHOW SKETCH WITH UPS HERE) conno' o, romean red by Date Loseclon and Depth of Seance Certified by NQM SoNea ties shall be s i and All be led to b wing toe of not more than I00' In le Eetween t'a plant n a t parmmanent sL,uctor<a eucn as 1,111,119 mn &wive i,axe= manbNles, I b h x, hy... f t Ties m trees, a votes, coM amas tAlepn utilry boxes .11 not be oaanpt d tt Corm n f t alu�a noI ova ne wino pronAet)' bases. STANDARD SERVICE (�p��I��Tp��oQp� V1Y1111W7UILLi TIE CARD REVISED: 2-16 ENGINEERING DEPARTMENT PUTE NO.: 5221 FILE NAME: GIENG SPECS\522I p I yy Id 7 �� t t N A� � >• tl- x tl d tl it e a e"n Y yy � S p� FB 3 C 3 g �1ggit$ ��P1i1� 4�S Ye 6: UPS 9 �9C'e�O1 Elt11l ose e O Dee e 0 00 :Is 1+ !T�xm ^ se a Is M ® @ a all, Sty atW n a g9 a gp5 , 1 I Im �p�p Pedestrian Curb Ramps CID61d18t)dGl1 n116�'�11�jj[1(+�O�1f1F(t1p�pQ Page 1of 5 REVISED: TD-IB PLATE Na.: ENGINEERING DEPARTMENT 5215 FILE NAMe G: G\SPEcs\yz16 AGGREGATE BASE - IN MNDOT SELECT GRANULAR BORROWCOURSE FILTER AGGREGATEMNDOT 3148.2H 12' DEEP -GRADE TO DRAIN CLAY SUB -GRAD' 4" PERFORATED PIPE SDR 35 NOTCH CLAY SUB -GRADE FOR PIPE PLACEMENT TRENCH DETAIL Perforated PVC PIPE DETAIL 6" CONIC O GROUT LLAR NOTES, 1 AROUNp 1. .. PIPE �41-EHBkdB-PBIKFzr 2. SWING TIES TO BE SHOWN ON AS -GUILTS 7.- FOR ALL CLEMENTS AND ENDING POINTS TO ALL DRAINTILES, 3. OPENINGS IN STRUCTURE FOR DRAINTILE TO BE FABRICATED OR CORE DRILLED. 4, THIS DETAIL TOE R MORE E USED E MEN E 2 0 O E OF EXISTING SOIL SUB CUT IS NECESSARY.. 5. ALL DRAINTILE TO HAVE TRACER MIRES. CITIOF 4" SUB -SURFACE DRAINTILE REMSED:3-16 ENGINEERING DEPARTMENT' FILF NAME:I: \FNf.\GPPfS\S9M PLATE ND" SZ32 D If F'N r 5 x Y'no e v as s r t Y �v � �I Y3 iR t m� 33 M b 9rt Y e 3 �zn; 14 g3Y a sang AFlp izl Tgf4 Bus&. a -8 hT ;tt hR r` awF Ns' 3" . s" a P 55y lf _ f ! s 'E x 9 -Ra I5 q mN3 g 2Ice E0 RtOO § ALLIANT fi F I 5 g: E N G I N E E R I N G �B"tl r we g 233 Park Ave S, Ste 300 D,a rf a Minneapolis, MN 55415 m 612.758.3080 MAIN m DP ' Nx� 612.758.3099 FAx g[ www.alliant inc.com h g sd' 0 YYpp� 1-�-sa" IC@1TOF Pedestrian Curb Ramps 0� Page 3 of 5 REVISED: 10-ls - ENGINEERING DEPARTMENT 'Ptn1E NO•: 5215B FILE NAME: G\ENG\SPECs\5215B NUB WITH THREADED METAL PLUG TO BE SET UNDER -- YARD BOX COVER PLUG TO BE MAGNETIZED TO ALLOW p4 FOR LOCATES VIA METAL DETECTOR, TRACER WIRE TO BE OCV BROUGHT UP INTO BOX WITH 4 ADDITIONAL SLACK OF /''�\ y"G,I\ X 12' YARD BOX WITH CLOSED 'COVER TO MATCH SURROUNDING P COLORS AS APPROVED BY ENGINEER. ., I- I lid. FINISHED GRADE t ONE PIECE SOLIDANGL 4" PVC SDR-35 CLEANOUT RISERS.. � T -III-III-III-I I_I-I i-I o m Where the flow of water is - - u -- - --I > snectirI Place. sad strips I-) I I z I-. 1-i I -) I - o PEE porPandiaular to the direction .. a, of water flow: I_I I_I I I_I z I I-1 h1 I I_I I w SHINGLING SOD dti 45 45 =1 hI 1-1 I hI I=1 I hI I t1 .III_ -III -II III -II -III_ =III-1I -III=11=1II- - WYE PVC SDR-35 4" PERFORATED WYE PVC 50ft- / I 10' MIN. I CA --TRACER WIRE AS PER SPECIFICATIONS. \" �j./',% < M� NOTE wheconcentrated, ow of water is place sad saps 0 Im 1. SOLVANT WELD ALL JOINTS ON CLEAN OUT. (NON-GASKETED) 2. CLEAN OUTS SHALL BE SPACED AT 300' INTERVALS (MAXIMUM) wafaliel to the direction of L4.1 3, BENDS AND RISER TO BE SAME SIZE AS DRAINTILE MAIN. OVERLAPPING SOD .voter Flaw. Z U/ 4, ALL DRAINTILE MUST HAVE TRACER WIRE BROUGHT UP TO THE SURFACE AT -NOTE' Z Z Although ?egging re sod is not specifically required it in understood thot the - T I LEAN EACH STRUCTURE IN RACER WIRE BOX PER DETAIL 550 OR AT A C contractor will 6e e L r s of Sod for tiro coo successful establishm ent ment of the sod including `' repair or i T SHOWN ABOVE. FOLLOWING COMPLETION, CONTRACTOR WILL BE replacement at sod wh' h OUT UI N WN LE ,THE CO P P m. becomes displaced or damaged due to lack of REQUIRED TO LOCATE VIA TRACER WIRE TEST, protection or propeN care, SUB -SURFACE PVC DRAINTILE Q 0 (� LW-CtPYOF� CYOF SG a Q a CLEANOUTS FOR INUNE AND N J END OF RUN CLEANOUTS IMMEN PLACEMENT REVISED: 10-18 PLATE NO.:. REVISED: I-10 ENGINEERING DEPARTMENT 5234 ENGINEERING DEPARTMENT PULE NO: N 0 Z Q PILE MAME:O:AENG SPECS 62J4 qLE NAME G\ENC\5PEQS1V53b3 5303 1 � 1 C) Z hi - LLJ Vl 0 LL. I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that am a duly Licensed PROFESSIONAL ENGINEER under the laws of the. State of MINNESOTA MARK. RAUSCH, PE Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 3 SHEET 3 of 17 T�o�. W al�O - �� ¢ - - - - - -s L_J - L_J I T N 0 25 50 100 SCALE IN FEET a non 1. This survey and the property description shown here on are based upon information found in the commitment for Parcel I title insurance prepared by Stewart Title Guaranty Company, file no 01040-21224, dated November 30, 2016. Part of the Northwest Quarter of the Northwest Quarter of Section 24, Township 116, Range 23, Carver County Minnesota, described as follows: 2. The locations of underground utilities ,are depicted based on information from Gopher State One Call system for Commencing at the northwest corner of the Northwest Quarter of said Section 24; thence on an a "Boundary Survey locate". The information was provided by a combination of available maps, proposed plans or assumed bearing of South 89 degrees 19 minutes 43 seconds East along the North line of said city records and field locations which may not be exact. Verify all utilities critical to construction or design. Northwest Quarter 338.00 feet; thence South 25 degrees 26 minutes 43 seconds East 128.38 feet to a point on the centerline of State Highway Number 101 said point being the point of beginning of the 3. The orientation of this bearing system is based on the Carver County Coordinate System NAD83. Coordinates are tract to be described; thence westerly along said centerline along a non tangential curve that is Carver County ground feet, based on the Minnesota Coordinate System, Southern Zone, NAD83, 1986 (non HARN concave to the north, said curve having a central angle of 09 degrees II minutes 57 seconds, a values). radius length of 621.15 feet, an arc length of 99.73 feet, a chord bearing of South 74 degrees 12 minutes 13 seconds West and a chord length of 99.62 feet; thence South 79 degrees 38 minutes 53 4. All distances are in feet. seconds West along said centerline and tangent to last described curve 163.44 feet; thence southwesterly along said centerline along a tangential curve that is concave to the southeast, said 5. The area of the above described property is 460,299 square feet or 10.565 acres. curve having a central angle of 19 degrees 36 minutes 53 seconds, a radius length of 231.87 feet, an arc length of 79.38 feet; thence continuing southwesterly along said centerline along a compound 6. Benchmark: Survey disk cast in concrete, MnDOT name "MERE", located in Brandimere Park, Chanhassen, on the curve, that is concave to the southeast, said curve having a central angle of 52 degrees 18 minutes East side of State Highway 101, approximately half -a -mile south of subject property has an elevation of 915,41 feet 23 seconds, a radius length of 127.60 feet, an arc length of 116.49 feet, a chord bearing of South 33 NAVD 88. degrees 34 minutes 37 seconds West, a chord length of 112.49 feet to the West line of said Northwest Quarter; thence South 100 degrees 01 minutes 33 seconds East along said centerline and along the West line of said Northwest Quarter 362.74 feet to the South line of the North 660.00 feet of the West Half of the Northwest Quarter of said Section 24; thence South 89 degrees 19 minutes 43 seconds East along said South line 430.13 feet to the westerly right-of-way line of Trunk Highway Number 312' thence noirtheasterl alon said westerl ri htof-wa line olon t t J g y g J g angen 1a curve that is concave to the southeast, said curve having a central angle of II degrees 42 minute 56 seconds, a radius lengtlh of 350.00 feet, an arc length of 71.57 feet, a chord bearing of North 64 degrees 07 minutes 43 seconds East, a chord length of 71.44 feet; thence North 16 degrees 17 minutes 03 seconds East along said westerly right-of-way line and not tangent to the last described curve 360.83 feet; thence northerly along said westerly right-of-way line along a non tangential curve p MNDOT MONUMENT O SET CAP IRON MONUMENT 18425 D SANITARY SEWER -» »- STORM SEWER that is concave to the east said curve having a central angle of 17 degrees 30 minutes 47 seconds, e FOUND IRON MONUMENT WATERMAIN a radius length of 981.48 feet, an arc length of 300.00 feet, a chord bearing North 20 degrees 48 SET NAIL/WASHER e UNDERGROUND ELECTRIC minutes 18 seconds East, a chord length of 298.83 feet to the North line of said Northwest Quarter; HYDRANT T UNDERGROUND TELEPHONE thence North 89 degrees 19 minutes 43 seconds West along said North line and not tangent to last X WATER VALVE CONCRETE SURFACE described curve 118.28 feet to the centerline of State Highway Number 101; thence southwesterly along m TELEPHONE BOX 0 BITUMINOUS SURFACE said centerline along a non tangential curve that is concave to the northwest, said curve having a QS SANITARY MANHOLE =°m^".=rr" �__�° central angle of 20 degrees 33 minutes 03 seconds, a radius length of 621.15 feet, an arc length of Jzs1cN ❑ CATCH BASIN 222.79 feet, a chord bearing of South 59 degrees 19 minutes 43 seconds West, a chord length of OE ELECTRIC MANHOLE DENOTES BOUNDARY OF TRACT B OF (PARCEL 67) PER Doc. NO. 306531. 221.60 feet to the point of beginning. *LIGHT 0 TELEPHONE POLE Parcel 2 p FLAGPOLE DENOTES ACCESS CONTROL OF TRACT B OF (PARCEL 67) Lot I, Block I, Gateway North, Carver County, Minnesota. " HAND HOLE .PER DOC. NO. 30653E (B) DEED DIMENSION p o p Parcel 3 (M) MEASURED DIMENSION ACCESS CONTROL AS DEPICTED IN MNDOT R.O.W. PLAT NO. Lot 2, Block 2, Gateway North, Carver County, Minnesota. (P) PLAT DIMENSION B37 R/W BOUNDARY 10-17, DOC. NO. 399301 AND THE PLAT OF GATEWAY NORTH, DOC, NO. 451279. CORNER PER Parcel 4 MNDOT PLAT Outlot A, Gateway North, Carver County, Minnesota. Abstract -Y WAY VICINITY MAP - NOT TO SCALE BEARING ROTATION DETAIL- NOT TO SCALE N. LINE OF NW 114 OF SEC. 24 S89©l9'43"E (CARVER CO.) S8'9°1933/E (MNDOT AND _ GA TEWA Y NORTH PLATS) 30 PROPOSED TRAIL 1 o w � � ,_: ;,, -. ;, OUTLOT G AREA = 2.433 AC EASEMENT w NO PARKING SIGN (2' MIN. BEHIND CURB) ;t' R.O.W. VACATION AREA = 0.394 AC TOTAL DEVELOPMENT AREA = 2.827 AC BOUDLER I , RETAINING WALL LO PED. RAMP T OUTLOT B ` �" TOTAL PARCEL PERVIOUS AREA = 1.650 AC (58.4%) I - - - - a PER CITY DETAIL v r- \„ I STRIPE, CONSTRU T 5', PRIMARY STRUCTURE SETBACKS: PARKING CONCRETE S W J / -i - o / Rpr / STALLS (PU LIC) � `; I i =" ` �\ ;t S, SOUTH PLAT LIMITS 25' ?, (-----------1---- / s r, LAKE SUSAN DRIVE = 25' EXISTIN ,t ti..., L,•„ .-' ". % TH 212 - 40' ASEMENT`v \\ INF. BASIN / cp Il\. f V PRIVATE ROAD WIDTH = 24' BACK -BACK OUTLOT B �i 26 i % PRIVATE DRIVEWAY LENGTH = 22' MIN. (22'-26' RANGE) tit EX', 5,' / Box 'Q3' nF�.-,r ,,,, sIDEWALK EX R/W L'r l 1i \ ' NO PARKING SIGN (2' MIN. BEHIND I&� CURB) 'Tlo,1t G ` Y'GG �Z Ny N LEGEND: -- EXISTING EASEMENT LINE - - - - - - - - - PROPOSED EASEMENT LINE - - BUILDING SETBACK BOUNDARY LINE LOT LINE ROW Z 0 20 40 80 SCALE IN FEET TYP. PATIO 12.17' r-----� I I I I p I I I I I I I � I I z io 143.67' (6 UNIT) 0 24' TYP LOT WIDTH 27' END LOT WIDTH TYP. ENTRY I —I V�77� SITE PLAN NOTES: ..J /6� '. .. } •'';;` t tl ,,\ ltiJ."'%' s4,Y �i i'l" /I` �/ \2';`..n \\`.� / ROADr co 1• CONTRACTOR SHALL FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF SECTI A oo C^n i',a EXISTING UTILITIES AND TOPOGRAPHIC FEATURES, SUCH AS EXISTING \ ip N l !i'✓ \ GUTTER GRADES AT THE PROPOSED DRIVEWAYS, PRIOR TO THE START OF \ T� OSED `:.ROAD SITE GRADING. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE , \ OPO a';,>•.•, SEC [ON STREET, LIGHT \ „1 \ / /s ` ,\ ENGINEER OF ANY DISCREPANCIES OF VARIATIONS FROM THE PLANS. 0,14 ` 2. ALL DIMENSIONS ARE TO FACE OF BUILDING AND/ 6Q t� OR BACK OF CURB, O+a "., M_ NUMENT N g \ ,' '. ; \ s•,. P '' �p ` a - BUILDING DIMENSIONS REFER TO OUTSIDE OF BUILDING FACE (TYP) v, E AMENITY PHASE 1 `, UNLESS OTHERWISE NOTED. O PLAN) ,BOUNDARY '' / \y 5 ti / % 3. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE STOOPS ADJACENT w'O 5 \ ` >.,i `s TO PROPOSED BUILDING. x�� ✓ Qc m \ t ° 4. CONTINUOUS CONCRETE CURB & GUTTER WHICH CHANGES TYPE SHALL - �� N , A ✓� `rl (` HAVE A MIN. FIVE FOOT TRANSITION ON PRIVATE ROADS. �•� c'OUTLQ'f �\ \' 2 v X9 F` nj \ MATCH \`> 5. ALL CONCRETE CURB AND GUTTER ADJACENT TO CONCRETE WALK BE CV6 /' SEPARATED BY A 1/2 INCH EXPANSION JOINT. EXIST. o i ` ?�?'';� > �`•\` �(Si\�'�`��`. t \�` \ 6. PAVEMENT STRIPING SHALL BE 4 INCH WHITE. PARKING STALLS SHALL BE ,al,`' '/ '\`•,� A MIN. 9' WIDE AND 18' DEEP. y, ,,ADD STREET , O �" % SIGN ©N o, `, oo e. ` 22 �•� � � MATCH 9, `•. � }� %/ EXISTING �\ ,�� s,,� �`, \ : ,>\ i 7: ALL WORK WITHIN THE R.O.W. STALL COMPLY WITH THE CITY ENGINEERING STOP SIGN. DESIGN STANDARDS. EXIST \ •-1 �/� / E ` `�,/\ \\ '•> `\ `. �, ' TRIPE FULL DEPTH SAWCUT 8. ALL STREET SIGNAGE, PUBLIC & PRIVATE, SHALL COMPLY WITH THE MN \ ARKING xV� STALLS �� i� MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. \ MATCH EXIST. \ �' v v 9. "NO PARKING FIRE LANE" SIGNS MUST COMPLY WITH CITY ORDINANCE, REMOVE EXISTING PAVEMENT ` \ u i \ - ^, `� � �, '�\, \ THERE IS NO PARALLEL iPARKING ALLOWED ON PRIVATE ROADS. JO PARKING SIGN NIS ~a(2' MIN. BEHIND / CONSTRUCT B612 C&G \ \ \ \ 10. ALL CURB AND GUTTER TO BE CONCRETE 8612, SURMOUNTABLE, OR CURB) p. % % Z a l' c \ j \ \ B618 TYPE AS NOTED, PER CITY STANDARDS. OUTLOT B /i ,% `\ \ 11. CONTRACTOR SHALL FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF %2' WIDE CONCRETE SPILLWAY` \ ` EXISTING UTILITIES AND TOPOGRAPHIC FEATURES, SUCH AS EXISTING ,•. "o GUTTER GRADES AT THE PROPOSED DRIVEWAYS, PRIOR TO THE START OF MAINTAIN ACCESS TO GATEWAY ` F ` SITE GRADING. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE PLACE APTS. PARKING LOT ENGINEER OF ANY DISCREPANCIES OF VARIATIONS FROM THE PLANS. \ 12. RETAINING WALLS 30" IN HEIGHT OR GREATER SHALL REQUIRE A SAFETY RAILING. 13.ALL BUILDINGS HAVE SUNROOM AND PATIO (6'X7') OPTIONS AVAILABLE. 14. PARKING LOT STRIPING SHALL BE 4 INCH WHITE EPDXY. F: 15. MAINTAIN ACCESS TO GATEWAY PLACE APARTMENTS DURING CONSTRUCTION ON PARKING LOT AREA. l t� 16. ANY DAMAGED PAVEMENTS OUTSIDE PROJECT LIMITS SHALL BE REPLACED WITH EQUIVALENT SECTION. �X - i OUTLOT CE OUTLOT 22' 22' TYPICAL REAR YARD LOT LINE N n 3.17' TYP. SIDE YARD LOT LINE z a F GAS :2 o FRONT YARD ELEC BACK OF —~ LOT. LINE PHONE CAN TABLE/B612 GUTTER 2% MIN. (TURF) CURB STOP GAS ELEC PHONE CAN SAN SEWER LINE 10' TYP. ' SERVICES ROAD SECTION A (24' B-B) OUTLOT CE OUTLOT NOT TO SCALE 22' 22' SURMOUNTAB CURB & �'. 2% MIN. (TURF) CURB STOP i GAS ELEC PHONE CATV 10' 24' BACK TO BACK 10' 3' 3 E/B612 GUTTER SURMOU CURB BITUMINOUS DRIVEWA PAVEMENT IVEWAY 2% MIN % MIN. 10% MAC 3% 3% 10% MAX. WATER LINE rABLE/8612 CONCRETE GUTTER z% MIN. (TURF) SIDEWALK ROAD CURB STOP , .. „ (INSET A) NAMMM GAS 1.5" TYPE SP 9.5 WEARING ELEC COURSE MIX (SPWEA230B) PHONE 76' CONCRETE TACK COAT CURB N om CAN 4^ AGGREGATE BASE CLASS 5 2" TYPE SP 12.5 NON WEARING SAN SEWER LINE 10 TYP. COURSE MIX (SPNWB230B) 8.5" AGGREGATE BASE CLASS 5 SERVICES 12" SELECT GRANULAR BORROW TYPICAL TOWNHOME LOT DETAIL ROAD SECTION B (24' B-B) PAVEMENT SECTIONS NOT TO SCALE NOTTO SCALE 3.17' TYP. SURMOUNTAB CURB & CUR SIDE YARD LOT 2% MIN. ( LINE CURB STOP 10' 24' BACK TO BACK 10' 3' 3 SURMOU �1R CURB & BITUMINOUS DRIVEWAY DRIVEWA PAVEMENT 2% MIN. 2% MIN. 10% MAX. 10% MAX. 3% 3% INSET A WATER LINE i�µ a a 1' ALLIANT ENGINEERING 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com Cn — Q a H O Z IL 0 Z Q Cn Q a 5 Q I-- V) LLI Z Z It/) Z ~ _ LJ �R as N a J o a J ui zo Z Q Ill UJJ U Q ZLLI N c) LL in I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, PE Date License No. QUALITY ASSURANCE/CONTROL` BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MPR .DRAWN: ELL .PROJECT NO: 216-0199 5 SHEET 5 Of 17 TW907.0 BW907.0..__........ _; .., r ' 5.SOEXX ._ -906- uj - ... ,__..... 1 _. p , o 90601EX , I , Y 1 E 0 t , w a i 4T r BGTT:OM' 899 00 „"' E �a TwoB:o 9,\ H gp3 l ` 0 1tOp , YR L INBASIN92 Bwo5.0 \ \ ; LDER ti G - o- a t TAINING LL O I lei OUTLOT B l +` 7TC c� t�10. 4 L l 4, d , S ,r 080 i _ TURF REINF. MAT BW 5..0 of i- [ xoo, n' , r , n 5 4 t:F..<i O 9.4 Yi08. V 9 'fire L 0 n J� .'s I i , 4 %1 \ a i\O ,,✓ E,J�J c ;,:\ ?J C 4 y v r� Y rtt !A V CP Ji i , J` 1 v� ��} ,r b � U i ti ,, �5 � 3 yob v"t"Y 09. k.s`} 04 i 90 �. g0p`2�, �1 r9 V '4 'i ,.•• 1 047 h '4 OUTLOT B S I 5 4 I t L t , EX IFES\ IE 898.87.87 a J NOTES: • MASS GRADING COMPLETED IN 2017. • TREE PRESERVATION CLEARING COMPLETED IN 2017 NO TREES EXISTED WITHIN THE SECOND ADDITION BOUNDARY. FINAL 12 SHALL BE AN INFILTRATION MEDIA INCLUDING 50% SAND AND 50% COMPOSI REPLACED INFILTRATION MEDIA/FILL - MAY BE MATERIAL EXCAVATED FROM ONSITE IF GRANULAR FOR ELEVATIONS 892.0-898.0 ® Z 0 20 40 80 SCALE IN FEET ! �, Y -- PROPOSED LOT LINE �Tc/y RE 2,' GRADING PAD, SEE DETAIL J BLO K 1 (NOIT DEPICTED IN PLAN VIEW L1�3 4 REMROPAD ELEVATON SED BUILDING OOTPRINT MN. m GARAGE FLOOR ELEVATION (AT DOOR) -- SPECIFIED UNITS PER GFE (SPLIT UNITS) �r 2%I"' ~ W A I E R S EDGE DRIVE ( .ADDITIONAL GARAGE STEPS _ .. _ ' DRIVEWAY SLOPE EXISTING C m,... .. 912 PROPOSED OCONOTOUR 0 -.... x SPOT E ry . 12.44 �912. PROPOSED OT ELEVATION r Y 90 � a' 8 i TW 15.0 TLOT ,B I TOP OF WALL ELEVATION , BW 11.0BOTTOM OF WALL ELEVATION , ';..=_ •s ,,.;8., c , , \-> ,„ ,, ,.- �- 1,E �9 . _ f. „"..-', ' _2.00% DIRECTION OF DRAINAGE s - x F 13.32EX i ': 'g14 h: yy EMERGENCY OVERFLOW ROUTING G \' j. RETAINING WALL i r / \ d 912 6) � b %�N ,� , ®® PROPOSED CATCH BASINS ^V > PROPOSED STORM SEWER - - - - - PROPOSED EASEMENT P Ul I t - '' a 908.13EXX `Q o,'\� • LPROPERTY LINE 1' 2 1 " rK 917i` �x�t SETBACK LINE 910.74T V / x v T ' iJ ti S LOT LINE 7 , r - RIGHT-OF-WAY j� W o 17 ST2.64EX p,;d �d 9" j /,A�, - - - - - - - TREE PROTECTION LIMITS 0 1 , rJJYI. EXIISTING VEGETATION LIMITS 1 i }} dd „. )' TREE TO REMAIN PROTECT , iJ 2.a (PROTECT) 524 91 L. BEXg i r 6 2.27EX DRIVEWAY SLOPE TABLE: vgp To36 I ` °V ''r a' \ t v,C � 11 11, y,dam /4 t + r 12 32T 9 NY G4 �V ' 4- " X912. X'. €� 1 ��\ E .y' t..,C %, u"T. � t t 0 EX ,` \ �' � � � :oT\\ °� , \,\ \i+:�jr�/�ti'-:aA t � ,,• \ yn. 909.63T�QUTL'l°Ff A rr 0+ ',>'"."r`. .:, ,� ..,� A �- • ; ",, "° / 'Y n- , 1 I i d EV, ��C 90g 0.40T 1v w AV v A, X it Y 31 OPEC 851E *+/ Q`4g CN \X, 09. T J; Q. \ J C9 9 �,, ; v� v \ g 9 J av 9C9 =A TC4 TC� \ \ P r M 3 h F li e. \X J '\ 4 r• -\ \ ��.\ ,X91 .57EX` J� 4 EX BLDG FFE=912.0 4 918 06EX� . �y _. \ Jr1*d � p -p V 0 0 0 0 17 17 41\ , o, EOF TOP GRADE ( - --BERM-9004.4 1 MAX) 904 i RIP RA iDEPTH) ggg (1 FT DEPTH �......� EXISTIN 896 -....- `� .. 9 GROUN 894 OVER EXCAVATE EYISTING NATIVE C TO SANDY SOIL 892 SANDY SOIL }' 892 . :892 _ 891 891 0+00 0+50 1+00 1+50 SECTON A -A 2+00 BLOCK LOT CENTERLINE ELEV.u, TIC [FT] LENGTH [FT] SLOPE 0 [/o] 1 1 910.76 25.65 8.73 1 2 910.91 24.00 8.71 1 3 911.01 22.00 9.05 1 4 1 911.17 24.00 1 7.63 1 5 1 911.27 22 .00 7.86 1 6 911.39 24.00 6.71 2 1 909.85 36.00 3.19 2 2 909.72 27.50 4.65 2 3 909.55 22.00 6.59 2 4 909.32 24.00 7.00 2 5 1 909.17 22.00 8.32 2 6 908.98 24.00 8.42 3 1 908.68 26.00 8.92 3 2 908.86 24.00 8.92 3 3 909.05 22.00 8.86 3 4 909.28 1 24.00 7.1.7 3 5 909.43 22.00 7.14 3 6 909.62 23.40 5.90 PAD WIDTHS = 4 UNIT= 96' 5 UNIT = 120' 6: UNIT = 144' A= GROSS H.D. 1.5' B= TOPSOIL RESPREAD 0.5' C= NET H.D. 1.0' D= PAD DEPTH 4 UNIT= 64' 5 UNIT = 66' 6 UNIT = 66' E= GARAGE SETBACK 22' MIN FROM BACK OF CURB F= OVERSIZING 5' - ALL SIDES G= OVERSIZING SETBACK 17' MIN. FROM BACK OF CURB E D G F C F I i I A MASS GRADE LOT TO SLAB ON GRADE DRAIN To EXTENT NOT TO SCALE POSSIBLE ALL NUMBERS IN FEET HOLD DOWN DETAILS PERMANENT TURF CONTROL TRM f- FLOW DIRECTION B (LANDLOK 450 OR - , AOVED EQUAL) VA 1/2„-2" ROCK ---{- VARIES' �1:2 SLOPE INFILTRATION \ f O CCHANNEL BASIN 1' INFILTRATION SECTION A -A OUTLET WATER FLOW BASIN BOTTOM FLOW DIRECTION f - 3' - I ROCK WEEPER A / A PROFILE VIEW � � SEE GRADING PLAN \ GEOTEXTILE FABRIC I6' .LINER TYPE IV ALONG B NOTES: BOTTOM of RIPRAP SECTION B-B PLAN VIEW 1. SEE MNDOT SPECS 2573, 3601, 3733 & 3889 ` 2. CLASS I -IV RIPRAP (SPEC. 3601) WITH GEOTEXTILE FABRIC LINER, INFILTRATIONTYPE IV (SPEC 3733) BASIN ROCK WEEPER (NTS): EMERGENCY OUTLET SECTION( TS) ALLIANT ENGINEERING 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com J W U Q IL M O c Zz J a (W.7 , LLJ r Z 1) IWLLI Q z Cl) Y 0 :2 L ■ Q H 1= � Z Ia a 1n 0. Z a J p L U C) a Z LLJ N 0 LL (3 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK. RAUSCH, PE Date License No. QUALITY ASSURANCE/CONTROL BY -DATE - DATE ISSUE PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 U SHEET 6 Of 17 •. e , . ,. f I . ., s . " :.. , ✓ .. , 1 :. i 1 .- '' i - ' .. '.. .11ER EEPE FL. IZ � 9EF.Y IA W 5'N!P 112 C I <xnx x EW r 4NPx ,] 10 TEMPORARY ROCK 4 .. - Env © 5 sr. aW t a w s F >✓ i. n w. rau sr. m CONSTRUCTION ENTRANCE 1=Pix , (PER CITY DETAIL) - E s ' ...- __._. _........_.__ __ �_.___ ..__..� ...-�.__ `iC \. -. ... I _ __ _ I ...._ ._" _._.___- .t. suEEo x ox. �„` ❑5 ^° 4 w � c . °,e. � m },.. -__ r� APPLE TR u xaP ao. oR� Es °=r. �: )U4;..._ .._..____„ TEMPORARY BARRICADE TO -- c •r''.. .. W � ... 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" //• ., �� v f G-,;. .. ..°`� ,:� �' .� �: a��/ a A �y1 ,i �� .., i „ x t i �,; � ,✓/ '' ��....,.. of ..". . ,, v , y<.,\ �i ... •. ,, . l ,_ /'v..> \ : ,"`., A, ,. , ,. .. , .7 i . , .1 ; ,. � 'k. INSTALL TEMt v v L SEWER (APPROXIMATELY CONNECT ,v,.,, ., _..> =;t ,, .. �� ^' :?,,::: / ,.. ,A. ,/ / .,> , f., w' , x,.�. „ v\ ,. r %' ,� , . , ..> - ,•',t_I,�.+, d `., ' t._ � �{ 220 -12 OR 15 HOPE. - TEMPORARY PIPE TO w, v v,. °9 EXISTING 15 RCP.. USE BENDS/FITTINGS AS O6', ", 1 - ' t NECESSARY TO INSTALL l EX IE 900.15 \. \„✓f /. \.>+.,,. `', ,. e�... � ,_. ,_ :. -� `° ., r \�\.. F"„\ xu.,...,..�..:\ \: / ;� t , o-k. `_ o a ...� rn t t. 9 i ,:. ✓; _-� ; . ,,, d 1. .. ,,! , \ \ ..,1 c„ , . C .\ +, < \\ i...,'aAi +y. $?°. "t f t , "-r- ,.t"a - PIPE CAN BE REMOVED ,, .,., :r, \ ,. i ', \,. \. \ ..�� ,z, <•t . 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HYDROMULCH ON POND OPES ABOVE POST GRADING LSILT FENCE WHERE tt t ,. _ ? `,.�i _...., i '` . :✓� i ✓ j'-.''' �` �" i�, '�� i - t v ill SLOPES N D-� �/'�� TM t �e� � � � J l r` 5 r s a r l 5 LU ED LAJ in DISCHARGE Y OINT .� AREA FOR STOCKPILING vv� Z TO LAKE RILEY TEMPORARY EMPORA Y SEDIMENTBASINMATERIALS DURING i 4 \ �._, CONSTRUCTION i O L Z ( AN IMPAIRED LAKE RILEYRI3,8 I /r WATERS 3,BOO LF TO SE HA SKIMMER OUTLET 'G � �^ �� ``.. J V "'"., A li � STORM.EWER)Z LZ HIGHWAY �01 aQ aSTA'E IL p t �� Z V) J M 0 30 60 120 ... Cn Z I W N a U Z_ SCALE IN FEET LL W "»'•. I hereby certify that this plan, LEGEND: .. __,..._.. 69._. __ ._- - EXISTING CONTOUR 789- PROPOSED CONTOUR DIRECTION OF DRAINAGE. no; S" PROPOSED CATCH BASINS '> -- ----- '>----- PROPOSED STORM SEWER - - - - - - - - PROPOSED EASEMENT PROPERTY LINE SETBACK LINE LOT LINE RIGHT-OF-WAY O EXISTING TREE TO REMAIN - - - - - - - - - TREE PROTECTION LIMITS PRE SF PROPOSED SILT FENCE (PRE GRADING) PST SF PROPOSED SILT FENCE (POST GRADING) NOTE TO CONTRACTOR: CONSTRUCTION SEQUENCING:dre specification, or report was meervisionoandnther trsupby atnI THE MASS GRADING CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ALL EROSION AND MASS GRADING PHASE: am a duly Licensed SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMPS) AS SHOWN IN THE WEST PARK MASS 1. INSTALL STABILIZED CONSTRUCTION ENTRANCE PROFESSIONAL ENGINEER under GRADING SWPPP (EXCEPT FOR POST GRADE BMPS NEEDED AFTER UTILITY CONSTRUCTION 2. PREPARE TEMPORARY PARKING AND STORAGE AREA, the laws of the State of ACTIVITY). THE BMPS ARE TO BE INSTALLED AT A MINIMUM AS SHOWN IN THE PLAN, IF 3. INSTALL THE PRE -GRADING SILT FENCES AND INLET PROTECTION BMPS ON THE SITE. MINNESOTA CONDITIONS ARISE, ADDITIONAL BMP SUPPLEMENTATION TO PREVENT SITE EROSION OR SEDIMENT 4. CONSTRUCT ALL PRE -GRADING EROSION AND, SEDIMENTATION CONTROL BMPs. TRANSPORT MAY BE NECESSARY. THE MASS GRADING CONTRACTOR IS RESPONSIBLE FOR ALL 5. COMPLETE MASS GRADING AND INSTALL TEMPORARY AND PERMANENT SEEDING AND PLANTING. BMPS REQUIRED TO COMPLETE THE MASS GRADING ACTIVITIES AND SUBSEQUENT TEMPORARY 6. CONSTRUCT POST -GRADING SILT FENCE ON "THE SITE. MARK RAUSCH, PE SOIL STABILIZATION NECESSARY TO PREPARE SITE FOR STREET AND UTILITY CONSTRUCTION AND HOME BUILDING. AT THE COMPLETION OF MASS GRADING WORK AND SATISFACTORY SITE SOIL STREET & UTILITY PHASE: Date STABILIZATION, THE DEVELOPER AND MASS GRADING CONTRACTOR SHALL COORDINATE THE 1. INSTALL UTILITIES, UNDERORAINS, STORM SEWERS, CURBS AND GUTTERS. License No. TRANSFER OF NPDES PERMIT RESPONSIBILITIES TO THE STREET AND UTILITY CONTRACTOR AND 2; INSTALL RIPRAP AROUND OUTLET STRUCTURES. THE CITY. QUALITY ASSURANCE/CONTROL 3. INSTALL INLET PROTECTION AROUND ALL STORM SEWER STRUCTURES. THE STREET AND UTILITY CONTRACTOR AND CITY WILL THEN ASSUME THE RESPONSIBILITY TO 4. 5.. PREPARE SITE FOR PAVING. PAVE SITE. PROVIDE INSPECTION AND MAINTENANCE OF ANY IN -PLACE BMPS AS WELL AS INSTALL THE 6. INSTALL INLET PROTECTION DEVICES. BY DATE ADDITIONAL BMPS REQUIRED IN THE STREET AND UTILITY CONSTRUCTION DOCUMENT SWPPP. 7. INSTALL POST STREET AND UTILITY SILT FENCE. DATE ISSUE UPON COMPLETION OF STREET AND UTILITY CONSTRUCTION, THE STREET AND UTILITY 8. INSTALL SMALL UTILITIES (ELECTRIC, GAS, PHONE, CABLE) CONTRACTOR SHALL REMOVE ANY BMPS INSTALLED DURING THE STREET AND UTILITY PHASE g, REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES IM IM 12-1-17 CITY SUBMITTAL THAT ARE NO LONGER REQUIRED AND COORDINATE THE TRANSFER OF NPDES PERMIT (ONLY IF SITE IS STABILIZED), IF REQUIRED THE CONTRACT RESPONSIBILITIES BACK TO THE DEVELOPER OR TERMINATE THE PORTION OF THE NPDES PERMIT TRANSFERRED TO THE CITY AND THEIR CONTRACTOR. SWPPP BMP QUANTITIES (PER PLAN): j] INLET PROTECTION EROSION CONTROL CONTRACTOR: DISTURBED AREA 10.5 AC DND DO NOT DISTURB AREAS SEDIMENT BARRIERS ANTI -TRACKING CONTROL STABILIZATION BMP'S GRADING ACTIVITY RESPONSIBLE PARTY: ENEBAK CONSTRUCTION COMPANY SILT FENCE 5,206 LF 1. SILT FENCE (MnDOT 3886) 1. 2" CRUSHED CLEAR ROCK 1. STRAW/HAY 1. CONCRETE WASHOUT IS DONE BY TRUCK WITH MOBILE WASHOUT PULTE HOMES INLET PROTECTION 29 EA FULL PROJECT �? TEMPORARY DRAINAGE ROUTING 2. CURB LOG LAND DEVELOPMENT ( ) MnDOT TYPE 1 MULCH A 7500 OFFICE RIDGE CIRCLE, SUITE 325 PROJECT TEAM DATA DURING MASS GRADING 3. ROCK WEEPER 2. EROSION CONTROL BLANKET SYSTEM PROVIDED AND COMPLETED EDEN PRAIRIE, MN 55344 BIOROLL 3,075 LF MnDOT CAT. 3 BY THE CONCRETE CONTRACTOR. DESIGNED: MPR INLET PROTECTION DEVICES TEMPORARY SEED MIX 3. HYDROMULCH CONTACT: ONBOARD SEED/SOD POST GRADING AREA 9.1 AC DRAWN: ELL 1. WIMCO (MnDOT TYPE A & C) 1. MnDOT-21-111 (OATS 21-120 DAY STABILIZATION) MnDOT TYPE 5 PH: 952-22929-0723 EM: chad.onsgard�pultegroup.com PROJECT NO: 216-0199 ROCK CONSTRUCTION ENTRANCE 2. INFRASAFE STORM DRAIN/CULVERT 2. MnDOT-22-111 (1-2 YR. STABILIZATION) 4. TURF REINFORCEMENT MAT 3. SILT SACK (MnDOT TYPE A) SC250 NORTH AMERICAN GREEN HYDROMULCH/STRAW MULCH (TEMP) 4. DANDY BAG (MnDOT TYPE B) PERMANENT SEED MIX/STABIILIZATION OR EQUAL-MNDOT CAT 6 NOTE: SOD (PERM.) OR VEG. 1. MnDOT 25-151 (RESIDENTIAL TURF) 7 EROSION CONTROL BLANKET 2. SOD 1. SEE SHEET 9 FOR ALL EROSION AND SEDIMENT CONTROL NOTES AND DETAILS. SHEET 7 of 17 I LEGEND: TEMPORARY ROCK CONSTRUCTION ENTRANCE EXISTING CONTOUR (PER CITY DETAIL) _789— PROPOSED CONTOUR DIRECTION OF DRAINAGE - -- --------- PROPOSED CATCH BASINS ---------------------- - - ------ - - ----- "D -------- > PROPOSED STORM SEWER 4 � AREAS FOR STOCKPILING �"�-"WATERS EDGE DPIVE - — — — — — — — - PROPOSED EASEMENT MATERIALS DURING lk PROPERTY LINE ry o CONSTRUCTION SETBACK LINE 1 !A L < 7 LOT LINE D N DRIGHT-OF-WAY I ......... .. --- -- - 44 EXISTING TREE TO REMAIN DND-�-�� ND - — — — — — — — - TREE PROTECTION LIMITS __44 PRE ® SIF PROPOSED SILT FENCE (PRE GRADING) Y 14 . ...... b PST SF a PROPOSED SILT FENCE (POST GRADING) TO" 9 9 lo 4'N' �' El INLET PROTECTION 9 lip DO NOT DISTURB AREAS 11� jo OT 1�61' DND q, ul TEMPORARY DRAINAGE ROUTING DURING MASS GRADING OUTLET TEMPORARY A STORM SEWER IN % EXISTING RIP RAP. "g, OR ROCK CONSTRUCTION ENTRANCE i. NTURF REINF. MAT 4- HYDROMULCH/STRAW MULCH (TEMP) SOD (PERM.) OR VEG. /41; 0 \< 'x ��h IX EROSION CONTROL BLANKET 0 TEMPORARY STORM SEWER > 6" N TEMPORARY SEDIMENT BASIN 0 AREA W/ FAIRCLOTH yz 4�' SKIMMER OUTLET 7 7 \ \N' "YO N\ '0 A V INSTALL TEMPORARY STORM SEWER (APPROXIMATELY 1 CONNECT lee- 220'-12" OR 15" HDPE. V - TEMPORARY PIPE TO V 15" RCP. USE BENDS/FITTINGS AS 906 EXISTING NECESSARY TO INSTALL. EX IE 900.15 PIPE CAN BE REMOVED x < ONCE BASIN IS COMPLETE'.2� AND ONLINE) 4, 0 T % x % W 00 , X 0 20 40 80 SCALE IN FEET ALLIANT E N G I N E E R I N G 233 Park Ave S, Ste 300 Minneapolis, MINI 55415 612.758.3080 MAIN 612.758.3099 FAx www.alliant-inc.com 00-% .j LU 0 [L 0 U) %� z 5 a. .j 0 z 0 z Uj < W U) LLI z M z z Cl) z 0 :2 in z C) W z M < (n [L 0 V) U) 0 < J U) Z M 0 z Uj 0 C) < Z LLI V) u LL LU I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, PE Date License No. W� QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 8 SHEET 8 of 17 5 FT. MIN, LENGTH STEEL POST 5 FT. MIN. LENGTH STEEL POST AT 6 FT, MAX. SPACING_ AT 6 FT, MAX. SPACING - PLASTIC ZIP TIES /'GEQIEXIILE FABRIC / 36' WIDE PLASTIC ZIP TIES +- FABRIC 36' WIDE 36" WIDE (50 US, TENSILE) // I (50 LB- TENSILE) ABRIC ANCHORAGE LOCATED IN TOP 8" (7RE COMPACTION "LONE LOCATED IN TOP 8" WITH T.BACKFILL 7A.L NATURAL SOIL NATURAL SOIL 1- FLOW FLOW FLOW &•'MIN. FLOW y1 IT{ o� u' �� M,ACHNE SLICE �m - 6"MIN. I+- 1„ B - 1.. DEPTH b N Sn Q_ SILT FENCE MACHINE SLICED 1 2 SILT FENCE, HEAVY DUTY 1 -2 5 FT, MIN. LENGTH STEEL POST GEOTEXTILE FABRIC AT S FT. MAX. SPACING -- 36" WIDE STAPLES FABRIC ANCHORAGE TRENCH. BACKFILL WITH .TAMPED NATURAL SOIL 0? FLOW SILT FENCE TO BE PLACED c 6 j ON CONTOUR. SEE SLOPE/GRADE �� LENGTH CRITERIA BELOW ro MIN.AND E SEOPE T FENCE, PR ASSEMBLED 1 2 to SILT E, E B L R SLOPE G RADE MAX__L,E�JCTH LESS THAN 2% 1U0 FEET 2 - 5- % 75 FEET 5 -107 50 FEET. NOTES. 10 - 20 % 25 FEET SILT FENCE PER MNOOT SPECS, SOURCE 2005 GREATER THAN: 207 15 FEET SEE SPECS. 2573 & 3886. LOCATION OF SILT FENCE Q To Protect Area From Sheet Flow FOR 5EDIMENT CONTROL 2 Maximum Con lributing Areo: i Acre SLO VARtABELStRPgPE SILT FENCE NEAR TOE OF SLOPE OUTSIDE OF CONSTRUCTION LIMITS. LOCATION OF SILT FENCE FOR PEREMITER CONTROL ICU A SILT FENCE ;RFVISED: 3-12 ENGINEERING DEPARTMENT PLATE No.: 5300 AME: G:\ENG\SPECS\5300 EROSION CONTROL GENERAL NOTES: 9CI \C+ 1"-2" CLEAN CRUSHED ROCK 'so s Ti/yo l7�O�, VG'6"MINDEPTH FOR ROCK 10"MIN.DEPTH FOR WOODCH18" MINIMUM CUT TO MINIMIZE RUNOFF FROM SITE .FILTER FABRIC NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK, SEDIMENT TRAP SAMPLE LFKUSION cUNIRUL. MAINTAIN A 10 FOOT BUFFER PLAN FOR INDIVIDUAL LOTS BETWEEN EDGE OF WATER AND DISTURBED SOIL MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., • - • - • • • • TYPE 2 HEAVY DUTY PERIMETER ESS BROS., CORCORAN, MN. OR .EQUAL LOT 1. • SURFACE WATER OR WATERWAY CONTROL REG, ADJACENT TO SURFACE WATERS LOT 2 WOODEN LATH SHALL BE NAILED 2" X 4" HORIZONTAL MEMBERS RRe deta'I T 53Go SECURELY TO THE POST MEMBER. CONTINUOUS AROUND -FOP AND LOT 3 TO SECURE FILTER FAC'dRIC. BOTTOM, FASTENED TO EACH POST SPECIFICATIONS AND STANDARDS DESIGN LOADS /-OPTION 2 - a -HOOK Sal FENCE - USING 2-16D COMMON NAILS t BUTT FENCE TOGETHER AT PROPERTY ONE Also MAN . em S)MON. AunWABLE AALE WEIGHT LOAD N/A OPTION 1 - CRESCENT SILT FENCE OVER -LAP AT PROPERTY LINE ' ' /j FACTOR 29 6 WEG G G-D4Es. ..- D41-94. WATER 29 C°R 1928 OSHA-.gEEtr AND ',1FAI>'_j-<'I'n IDAROA WATER FLOW FATE (THRWGH TYPE FF FILTER) 0.>OT CFS 10 3' HEAD f%7 -„� \\1-_ "/✓"'s" MAXIMUM OVERFLOW RATE 5.94 as 0 IS, "FAA 1 V 1LJLiEL#CL7z.� - IPERIMETERO P J rc \\ \\ 2` X 4" X 3` LONG MONOEILAMENT GEOTEXTILE WOOD POSTS, 8 RE0'0, FABRIC AS PER MNDOT TABLE 3386-1. (MACHINE SLICED). ADDITIONAL 8-10" OF FABRIC FLAP Al BOTTOM OF BOX DERECTOR PL47E V io OVERFLOW f -CENTER Of FILTER AS.S'fMBLY / " CURB A, GUTTER `y OVERFLOW 2 - TOP OF CURB BOX OVER -LAP SILT FENCE ----- STREET 10" FILTER ASSEMBLY � STORM SEWER INLET. ENTRANCE SEDIMENT GONTRO1 WMCO OR SIMILAR INLET PROTECTION DETAIL 5302A * Water resources staff must be contacted before any/all dewotering activity 8-10" FABRIC FLAP- BURY CURB * Perimeter sediment controls are necessary at downsloping property and street edges, Note that sediment controls need to provide containment by turning. UNDER ROCK TO PREVENT UNDERWASHNG perimeter controls upslope-into property, ..; * Perimeter controls can include filer logs, mulch berms and/or silt fence. 2" WASHED ROCK * See MNDot spec, 3897 & 2573. 1' DEEP. X 2'' WIDE * Temporary stockpiles cannot be placed in drainage swales, surface waters, or on public • streets, and must have perimeter control EROSION CONTROL CG-23 HIGH -FLOW * Topsoil -Site has a minimum of 4-6 inches of topsoil HIGH -FLOW FABRIC * Construction entrance-1 to 2" clean crushed rock at a depth of 6 inches. =19- - *. House Roof Perimeter --Straw mulch at 2 inches deep around house directly below CONTRACTORS SHALL CONSTRUCT SILT BOX TO FIT roof line. If house has rain gutters, downpoats need energy dissipation, AROUND THE INLET STRUCTURE WITH 6" MINIMUM NOTES: * Slopes -Steeper than 4:1 with positive grade to surface waters of the state need CLEARANCE TO EDGES OF STRUCTURE. SILT BOX 1. CLEAN FILTER MEDIA AFTER EACH RAIN EVENT AND REPLACE IF FILTER; IS erosion control blankets and temporary or permanent seeding. TO BE PLACED ON AN EVEN SURFACE 6" BELOW. CLOGGED WITH SEDIMENT, STRUCTURE OPENING. TOP OF SILT BOX TO * .See MNDot Spec. 3865 & 2575- EXTEND 18" MINIMUM ABOVE EXISTING GRADE. 2. REMOVE DEBRIS/SEDIMENT FROM RECEPTACLE AFTER EACH RAIN EVENT. * Swales-Need blankets over final 200'. * Swales-Need check dams if slope is 4:1 or greater. - aff OF ROCK OF CATCH BASIN OF EROSION CONTROL FOR OF SILT BOX SEDIMENT TRAPMMSEN ' to CONSTRUCTION ENTRANCE SEDIMENT TRAP INDIVIDUAL LOTS (TYP.) I * REVISED: 1-10 ., -- -, PLATE NO,: REVISED: 1-10 PLATE NO.: REVISED: 2-13 PLATE NO.: REVISED: 1- PLATE .. _ , PATE NO.; ENGINEERING DEPARTMENT 5301 FILE NAME: G: ENG SPECS 5302A ENGINEERING DEPARTMENT 51302A ENGINEERING DEPARTMENT FILE NAME: G: \ENG\SPECS\S302B 5302E ENGINEERING DEPARTMENT 5302E FILE NAME: G; \ENG\SPECS\5M0 A SEDIMENT CONTROL PRACTICES: EROSION AND SEDIMENT CONTROL BIORor_L WATTLE/ROCK WEIR' TO BE REMOVED WHEN STABLIZED. 1. NO LAND DISTURBING ACTIVITY SHALL OCCUR UNTIL A GRADING PERMIT HAS BEEN ISSUED FROM THE CITY OF 1. SEDIMENT CONTROL PRACTICES MUST MINIMIZE SEDIMENT FROM ENTERING SURFACE WATERS, MAINTENANCE PROGRAM: CHANHASSEN AND THE WATERSHED DISTRICT. INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS 1. INSPECT SILT FENCES IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED. RAINFALL. IMMEDIATELY REPAIR MANAGEMENT PRACTICES BMP"S REFER TO EROSION AND SEDIMENT CONTROL PRACTICES DEFINED IN THE MPCA 2. BEST M ( ) 2. SEDIMENT CONTROL PRACTICES MUST BE ESTABLISHED ON ALL DOWN GRADIENT PERMITERS FAILED OR FAILING SILT FENCE. PROTECTING WATER QUALITY IN URBAN AREAS AND THE MINNESOTA CONSTRUCTION SITE EROSION AND SEDIMENT CONTROL BEFORE ANY UPGRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES SHALL REMAIN - PLANNING HANDBOOK. IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ESTABLISHED. 2. REPLACEMENT - FABRIC SHALL BE REPLACED PROMPTLY WHEN IT DECOMPOSES OR BECOMES INEFFECTIVE BEFORE THE BARRIER IS NO LONGER NECESSARY. 3. ALL BMP'S SELECTED SHALL BE APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, AND ESTIMATED DURATION OF 3. THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAY BE ADJUSTED TO USE. ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF 3. SEDIMENT REMOVAL - SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH STORM EVENT. THEY MUST BE REMOVED WHEN �VOSEO. VEHICLES. ANY SHORT-TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE DEPOSITS REACH APPROXIMATELY ONE-THIRD THE HEIGHT OF THE BARRIER. ANY SEDIMENT REMAINING IN PLACE AFTER THE SILT FENCE I01L 4. ALL WORK AND MATERIALS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS. ANY DEVIATION FROM THE SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS OR FILTER FABRIC NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH EXISTING GRADE, PREPARED, AND SEEDED WITH ( \ APPROVED PLANS SHALL REQUIRE WRITTEN APPROVAL FROM THE ENGINEER OF RECORD. COMPLETED. HOWEVER, SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT THE APPROPRIATE SEED MIX, OR SODDED AS DIRECTED BY THE ENGINEER. - PRECIPITATION EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE 5. A COPY OF THESE PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. MAINTENANCE OF ROCK CONSTRUCTION ENTRANCES - ROCK CONSTRUCTION ENTRANCE TO BE MAINTAINED IN GOOD WORKING 4. ALL STORM DRAIN INLETS MUST BE PROTECTED BY APPROPRIATE BMPS DURING CONDITION, FREE OF RUTS AND EXPOSED SOILS LIKELY TO RESULT IN VEHICLE TRACKING OR OTHER TRANSPORT OF SEDIMENT OFF 6. THE BOUNDARIES OF THE LAND DISTURBANCE LIMITS SHOWN ON THE PLANS SHALL BE CLEARLY FLAGGED IN THE FIELD CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN THE SITE. _ ,.. ` - FLOW PRIOR TO CONSTRUCTION. NO DISTURBANCE BEYOND THE DISTURBED LIMITS. STABILIZED. - 5. REMOVAL OF SILT FENCE -SILT FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT ,- 7. WHEREVER POSSIBLE, PRESERVE THE EXISTING TREES, GRASS AND OTHER VEGETATIVE COVER TO HELP FILTER RUNOFF. 5. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCES OR OTHER EFFECTIVE SEDIMENT BEFORE THE UPWARD SLOPING AREA HAS BEEN PERMANENTLY STABILIZED. IF THE UPWARD SLOPING AREA IS TO BE EXPOSED CONTROLS, AND CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORM WATER LONGER THAN SIX (6) MONTHS, THAT AREA SHALL BE COVERED WITH TEMPORARY VEGETATION WHEN FIRST EXPOSED. 8. NATURAL TOPOGRAPHY AND SOIL CONDITIONS MUST BE PROTECTED, INCLUDING RETENTION ONSITE OF NATIVE TOPSOIL CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES. - TO THE GREATEST EXTENT POSSIBLE. - ' 6. 6. THE CONTRACTOR MUST ROUTINELY INSPECT THE CONSTRUCTION SITE .ONCE EVERY SEVEN (7) DAYS DURING ACTIVE CONSTRUCTION SITE CONSTRUCTION ENTRANCES WILL BE AS SHOWN ON THE PLAN. ROCK CONSTRUCTION - AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. - 9. ESTABLISH A PERMANENT VEGETATIVE COVER ON ALL EXPOSED SOILS WHERE LAND IS COMING OUT OF AGRICULTURAL ENTRANCES SHALL BE INSTALLED AT EACH ENTRANCE. r PRODUCTION. PLANT AS SOON AS POSSIBLE TO ESTABLISH DENSE GRASS FILTER PRIOR TO CONSTRUCTION AND TO MINIMIZE 7. ALL INSPECTIONS AND MAINTENANCE CONDUCTED DURING CONSTRUCTION MUST BE RECORDED IN WRITING AND THESE RECORDS WEED GROWTH. 7 ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACTICES AS SPECIFIED MUST BE RETAINED WITH THE SWPPP RECORDS OF EACH INSPECTION AND MAINTENANCE ACTIVITY SHALL INCLUDE: - BY THE DISTRICT MUST BE USED ON SLOPES 3:1 (H:V) OR STEEPER TO PROVIDE ADEQUATE 10. ALL TREES NOT LISTED FOR REMOVAL SHALL BE PROTECTED. DO NOT OPERATE EQUIPMENT WITHIN THE DRIPLINE, ROOT STABILIZATION. - A. DATE AND TIME OF INSPECTIONS; ZONES OR WITHIN TREE PROTECTION FENCE AREAS B. NAME OF PERSON(S) CONDUCTING INSPECTIONS; WA ITLE BIORO(L WEIR ROCK_ & FAgRIQ WEIR 11. ALL EROSION AND SEDIMENT CONTROL FACILITIES (BMP-S) SHALL BE INSTALLED AND IN OPERATION PRIOR TO LAND FINAL STABILIZATION: C. FINDINGS OF INSPECTIONS, INCLUDING RECOMMENDATIONS FOR CORRECTIVE ACTIONS; D. CORRECTIVE ACTIONS TAKEN (INCLUDING DATES, TIMES, AND PARTY COMPLETING MAINTENANCE ACTIVITIES. PERIMETER CONTROL DISTURBANCE ACTIVITIES AND THEY SHALL. BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR EROSION HAS PASSED. AT LEAST 6" OF TOPSOIL OR ORGANIC MATTER MUST BE SPREAD AND INCORPORATED INTO E. DATE AND AMOUNT OF ALL RAINFALL EVENTS GREATER THAN 1/2 INCH (0.5 INCHES) IN 24 HOURS. 12. SILT FENCE IS REQUIRED AT DOWN GRADIENT PERIMETER OF DISTURBED AREAS AND STOCKPILES. PROTECT WETLANDS, .THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED. F. DOCUMENTS OF CHANGES MADE TO THE SWPPP AS REQUIRED IN PART IILA.4. TRASH WATERCOURSES AND ADJACENT PROPERTIES FROM SEDIMENTATION AND STORMWATER RUNOFF. THE CONTRACTOR MUST ENSURE FINAL STABILIZATION OF THE SITE. THE CONTRACTOR MUST - - GUARD SUBMIT A NOTICE OF TERMINATION (NOT) WITHIN 30 DAYS AFTER FINAL STABILIZATION IS 8. WHERE PARTS OF THE CONSTRUCTION SITE HAVE UNDERGONE FINAL STABILIZATION, BUT WORK REMAINS ON OTHER PARTS OF 13. THE BMP'S SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FORT HE ANTICIPATED SITE CONDITIONS. AS COMPLETE OR ANOTHER OWNER/OPERATOR (PERMITTEE) HAS ASSUMED CONTROL OF ALL SITE; INSPECTIONS OF THE STABILIZED AREAS WAY BE REDUCED TO ONCE PER MONTH. WHERE WORK HAS BEEN SUSPENDED DUE TO CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITTEE/CONTRACTOR SHALL AREAS OF THE SITE THAT HAVE NOT UNDERGONE FINAL STABILIZATION. FINAL STABILIZATION, FROZEN GROUND CONDITIONS, THE REQUIRED [INSPECTIONS AND MAINTENANCE MUST TAKE PLACE AS SOON AS RUNOFF OCCURS AT BOTTOM ANTICIPATE THAT MORE BMP'S WILL BE NECESSARY TO ENSURE EROSION AND SEDIMENT CONTROL ON THE SITE. DURING CAN BE ACHIEVED IN THE FOLLOWING WAY: THE SITE OR PRIOR TO RESUMING CONSTRUCTIION, WHICHEVER COMES FIRST. - - OF FES THE COURSE OF CONSTRUCTION, IT IS THE RESPONSIBILITY OF THE PERMITTEE/CONTRACTOR TO ADDRESS ANY NEW BOTTOM CONDITIONS THAT MAY BE CREATED BY CONSTRUCTION ACTIVITIES AND/OR CLIMATIC EVENTS AND TO PROVIDE ADDITIONAL ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED AND ALL SOILS MUST BE - 6" OR 12" BIOROLL OF FES BMP`S OVER AND ABOVE THE MINIMUM REQUIREMENTS SHOWN ON THE PLANS, AS MAY BE NEEDED TO PROVIDE EFFECTIVE STABILIZED BY A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70 PERCENT SECURED INSIDE FES PROTECTION. OF WATER AND SOIL RESOURCES. OVER THE ENTIRE PERVIOUS SURFACE AREA, OR OTHER EQUIVALENTMEANS NECESSARY TO 6'"-12" OF tY/" TO 2" PREVENT( SOIL FAILURE UNDER EROSIVE CONDITIONS AND; WRAPPED 14. THE El SHALL BE INSPECTED DAILY BY THE PERMITTEE/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE A. ALL DRAINAGE DITCHES, CONSTRUCTED TO DRAIN WATER FROM INSIDE NSIDE A MONOFIL A MOK THEIR CONTINUED FUNCTIONING. SILT FENCES CLEANED OR REPLACED AT SEDIMENT BUILDUP OF 1/3 OF THE FENCE. THE SITE AFTER CONSTRUCTION IS COMPLETE, MUST BE STABILIZED TO TYPE FABRIC HEIGHT. PRECLUDE EROSION; .FABRIC INSIDEFES B. ALL TEMPORARY SYNTHETIC, AND STRUCTURAL EROSION PREVENTION 15. LAND DISTURBING ACTIVITIES SHALL OCCUR IN INCREMENTS OF WORKABLE SIZE SUCH THAT ADEQUATE BMP CONTROL AND SEDIMENT CONTROL BMPS (SUCH AS SILT FENCE) MUST BE REMOVED AS CAN BE PROVIDED THROUGHOUT ALL PHASES OF CONSTRUCTION. THE SMALLEST PRACTICAL AREA SHALL BE EXPOSED OR OTHERWISE DISTURBED AT ANY ONE TIME. PART OF THE SITE FINAL STABILIZATION; AND C. THE CONTRACTORS MUST CLEAN OUT ALL SEDIMENT FROM CONVEYANCES AND Q - ffffOF FLARED END SEDIMENT .. TRAP 16 OPERATE TRACK EQUIPMENT (DOZER) UP AND DOWN EXPOSED SOIL SLOPES ON FINAL PASS LEAVING TRACK GROOVES FROM TEMPORARY SEDIMENTATION BASINS THAT ARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. SEDIMENT MUST BE RHEUM ROCK. WEIR/WATTLE ROLL. U PERPENDICULAR TO THE SLOPE. DO NOT BACK -BLADE. LEAVE A SURFACE ROUGH TO MINIMIZE EROSION. STABILIZED PREVENT IT FROM BEING WASHED BACK INTO THE BASIN, p CONVEYANCES OR DRAINAGE WAYS DISCHARGING OFF -SITE OR TO SURFACE S v 17. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED FROM EROSION WITHIN 7 DAYS OF SUBSTANTIAL WATERS. THE CLEAN OUT OF PERMANENTBASINS MUST BE SUFFICIENT TO COMPLETION OF GRADING IN THAT AREA. TEMPORARY SEED AND MULCH SHALL COVER ALL EXPOSED SOILS IF GRADING RETURN THE BASIN TO DESIGN CAPACITY. COMPLETION IS DELAYED LONGER THAN 7 DAYS. PERMANENT SEED AND MULCH OR SOD IS REQUIRED WITHIN 3 DAYS OF C) COMPLETION OF FINAL GRADING. POLLUTION PREVENTION 18. GENERAL TEMPORARY SEED SHALL BE MNDOT MIX 22-112 ® 100 LBS. PER ACRE OR APPROVED EQUAL. PERMANENT SEED SHALL BE MNDOT MIX 25-151 0 120 LBS. PER ACRE OR APPROVED EQUAL. (PLANTING DATES PER SPEC 2575) MANAGEMENT MEASURES: MULCH SHALL BE MNDOT TYPE 1 (CLEAN OAT STRAW) 0 2 TONS PER ACRE AND DISK ANCHORED IN PLACE OR APPROVED EQUAL. FERTILIZER SHALL BE 80-80-80 NPK PER ACRE (UNLESS P RESTRICTIONS APPLY) AND INCORPORATED INTO THE THE CONTRACTOR SHALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEMENT SEED BED. MEASURES ON THE SITE: +� WITH LANDSCAPE PLAN. 19. WETLAND BUFFER AREAS SHALL BE SEEDED IN ACCORDANCE I H SEDIMENT. ASPHALT AND CONCRETE MILLINGS FLOATING DEBRIS, 1. SOLID WASTE: COLLECTED S R S, � PAPER PLASTIC FABRIC CONSTRUCTION AND DEMOLITION DEBRIS AND OTHER WASTES MUST BE 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PROPERLY DISPOSED OF WITHIN THIRTY (30) DISPOSED OF PROPERLY AND MUST COMPLY WITH MPCA DISPOSAL REQUIREMENTS. m DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED. 2. HAZARDOUS MATERIAL: OIL, GASOLINE, PAINT AND ANY HAZARDOUS SUBSTANCES MUST BE 21. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVIOUS UPON COMPLETION OF CONSTRUCTION PROPERLY STORED, INCLUDING SECONDARY CONTAINMENT; TO PREVENT SPILLS, LEAKS OR OTHER MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO A DEPTH OF 18" WHILE TAKING CARE TO AVOID DISCHARGE. RESTRICTED ACCESS TO STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TO FINAL REVEGETATION OR OTHER STABILIZATION. STORAGE AND DISPOSAL OF .HAZARDOUS WASTE MUST BE IN COMPLIANCE WITH MPCA REGULATIONS. 22. AN ALTERNATE EROSION & SEDIMENT CONTROL PLAN SHALL BE REQUIRED FOR LAND DISTURBANCES ON EACH LOT AS � PART OF ANY FUTURE BUILDING PERMIT FOR THE CONSTRUCTION OF STRUCTURES AND DRIVEWAYS. 3. CONCRETE WASHOUT IS DONE TRUCK BY TRUCK WITH A MOBILE WASHOUT SYSTEM PROVIDED O AND COMPLETED BY THE CONCRETE CONTRACTOR. RUNOFF MUST BE CONTAINED AND WASTE (D PROPERLY DISPOSED OF. EROSION CONTROL SCHEDULE: 4. NO ENGINE DEGREASING IS ALLOWED ON SITE. co 1. PRIOR TO ANY CONSTRUCTION OR DEMOLITION, SILT FENCE AND FILTERS SHALL BE INSTALLED AS SHOWN TO INTERCEPT RUNOFF. o HOME BUILDING NOTES: 2. ALL EROSION CONTROL INSTALLATIONS SHALL REMAIN IN PLACE AND BE MAINTAINED IN GOOD CONDITION BY THE j� CONTRACTOR UNTIL THE SITE HAS BEEN RE -VEGETATED. CONTRACTOR MAY REMOVE NECESSARY SILT FENCING/FILTERS TO * SEDIMENT BARRIERS SHOWN WILL BE INSTALLED AS NEEDED ON A LOT BY CONSTRUCT ROADWAYS, WHILE MAINTAINING ADEQUATE EROSION CONTROL IN ADJACENT AREA. LOT BASIS DEPENDING UPON SITE ACTIVITY. 3. SUFFICIENT TOPSOIL SHALL BE STOCKPILED TO ALLOW FOR THE REPLACEMENT OF 6" OF TOPSOIL FOR DISTURBED AREAS * ANITI-TRACKING CONTROL WILL BE INSTALLED AS NEEDED ON A LOT BY 1= TO BE RE -VEGETATED. LOT BASIS DEPENDING UPON SITE ACTIVITY. C 4. THE CONTRACTOR SHALL SCHEDULE SITE GRADING UTILITY INSTALLATION AND PAVEMENT CONSTRUCTION SO THAT THE * Y TRUCK IT A MOBILE CONCRETE WASHOUT IS DONE TRUCK B R WITH L WASHOUT GENERAL SITE CAN BE MULCHED AND RE -SEEDED SOON AFTER DISTURBANCE. AREAS THAT WILL NOT BE SUBJECT TO SYSTEM PROVIDED AND CONTROLLED BY THE CONCRETE CONTRACTOR. CONSTRUCTIONS TRAFFIC SHALL BE SEEDED (MnDOT MIX 22-112 ® 100#/AC AND MULCHED OR SODDED WITHIN -3 SEVEN (7) DAYS OF BEING DISTURBED. - * INSTALL SEDIMENT BARRIERS UP GRADIENT FROM SIDEWALKS AND TRAILS. 5. CONTRACTOR SHALL INSTALL EROSION CONTROL DEVICES AS INDICATED ON THIS EROSION CONTROL PLAN AND ANY * INSTALL ANTI -TRACKING CONTROLS FROM BACK OF CURB TO PAD, WHEN � ADDITIONAL REQUIRED BASED ON MEANS, METHODS AND SEQUENCES OF CONSTRUCTION. SIDEWALK IS PRESENT ROCK BOTH SIDES OF SIDEWALK. STAPLE PATTERN/DENSITY SHALL FOLLOW MANUFACTURERS SPECIFICATIONS ANCHOR TRENCH 1. DIG 6" X 6" TRENCH 2. LAY BLANKET IN TRENCH 3. STAPLE AT IS INTERVALS 4. BACKFILL WITH NATURAL SOIL AND COMPACT S. BLANKET LENGTH SHALL NOT EXCEED 100' WITHOUT AN ANCHOR TRENCH NOTE: SLOPE SURFACE SHALL BE FREE OF ROCKS, SOIL CLUMPS, STICKS, VEHICLE IMPRINTS, AND GRASS. BLANKETS SHALL HAVE GOOD SOIL CONTACT. EROSION CONTROL BLANKET INSTALLATION FAPLE NALS. ]LONGITUDINAL IMINIMUM OF V MaiUNDISTURBEDVEGEWMON 1y �� i .r l TRACKED EQUIPMENT TREADS CREATE GROOVES PERPENDICULAR TO SLOPE DIRECTION. NOTE: ALL SLOPES WITH A GRADE EQUAL TO OR STEEPER THAN 3:1 REQUIRE SLOPE TRACKING. SLOPES WITH A GRADE MORE GRADUAL THAN 3:1 REQUIRE SLOPE TRACKING IF THE STABILIZATION METHOD IS EROSION CONTROL BLANKET OR HYDROMULCH. I SLOPE TRACKING REVISED: 3-14. PLATE NO.: 5302E FILE NAME:G:\ENG\SPECS\530)2A ENGINEERING DEPARTMENT WATER ENTRY LIMIT WITH TRASH SCREEN ORIFICE OPENINIG INSIDE THE ORIZONTAL VIBE WITH A CONSTANT HYDFRAUUC HEAD S SCHEDULE 40 PVC PIPE (BARREL OR ARM) 3' FLEXIBLE HOSE FLOAT TOP VIEW VC VENT PIPE POTENTIAL FOR PIPING CAN OCCUR. [PROPER DESIGN TO MINIMIIZE DISCHARGE AROUND PIPEMUST OCCUR. AIER ENTRY UNIT END VIEW DISCHARGE: PIPE ' 4" SCHEDULE 40 FAIRCLOTH SKIMMER" DISCHARGE SYSTEM GENERAL NOTES: 1, PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE. 2. PROPER BRIDGE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS WARRANT A CHANGE 3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS 4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTON INSTALLED. 5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE DISCHARGE END OF THE PIPE. 6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS P NCTONING IN A CORRECT MANNER. 7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND INSTRUCTIONS ON WEB SIZE FOR EACH SIZE. HTTP://WWW.FAIRCLOTHSKIMMER.COM/ --EARTIEN EMBANKMENT / PVC VENT PIPE 3" SCHEDULE 40 PVC OAT PIPE (BARREL OR ARM) 3" FLE%IBIE HOSE SC�r i PIP of SIDE VIEW MAINTAIN DEPRESSION TO MINIMIZE CHANCE OF (NO SCALE) SKIMMER BECOMING STUCK DRAM BY T. R. EVNIS 10/10 I W. FAIRCLOTH & BON We. NWN.FAIRCIOMSNIMMER.- WITH EMBANKMENT YLO'HOHe(919)TSY-12" FA%: (919 A2-1p98 EMAII: wMDE11aA R04MSYIMMM.00M e,- LIU, ALLIANT ENGINEERING 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com V/ J' Q W Z Q W O_ Z_ J O r Z 0 `V r J W QG Q:. H W U) LLI Z Z Cl)V=VQ/ / Z �o :2 OC o z Z Q 100W 0 a a V)a 'E-^^ Q J Cl) V+ Z 14 W o a Z_ Er LAJ v1 U LL W I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the. State of MINNESOTA MARK RAUSCH, PE i... Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE PROJECT .TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 9 SHEET 9 of 17 I \\ X, - je�R��` UTILITY NOTES: ` f atir r „ P � 1 TES SERVICE AND ELEVATIONS SHALL BE VERIFIED IN FIELD PRI OR TO CONSTRUCTION. EXISTING HYDRANT 2. MAINTAIN A MIN 8" VERTICAL SEPARATION AT ALL P CROSSINGS. WATER AIND SANITARY SEWER ES MAINTAIN VERTICAL SEPARATION.PE LOWER IWATERMAIN AS NECESSARY. I 1 1 C I Y LINES TO 10' 3. CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS PRIOR TO THE START OF CONSTRUCTION. N 4. PROVIDE POLYSTYRENE INSULATION FOR ALL STORM SEWER AND WATERMAIN CROSSINGS WHERE - f VERTICAL OR HORIZONTAL SEPARATION IS LESS THAN 3'. / Tq 5. ALL UTILITY WORK WITHIN THE R.O.W. SHALL COMPLY WITH THE CITY OF CHANHASSEN EXISTING HYDRANT ENGINEERING GUIDELINES ,` ' � ! � l r G 6. NOTIFY GOPHER STATE ONE CALL 48 HOURS IN ADVANCE OF ANY UTILITY WORIK. -- - 7. PROVIDE TEMPORARY TRAFFIC CONTROL IN COMPLIANCE WITH MNDOT 'TEMPORARY TRAFFIC CONTROL ZONE LAYOUTS -FIELD MANUAL" LATEST REVISION, FOR ANY CONSTRUCTION WITHIN + r r + . PUBLIC R.O.W. ` BLOCK 1 WET TAP AND r i �U' r µ CONNECT TO 6 5 4 3 2 1 Q � 'EXISTING 8. ALL SANITARY MANHOLES TO BE 48" DIAMETER CONCRETE W/NEENAH R-1642 CASTING, UNLESS EX. 16" DIP, SERVICES HYDRANTti NOTED OTHERWISE.' 8" G.V. O iL25' BEND 8• yy ( r 9. WATERMAIN, SERVICES, AND VALVES SHALL BE INSTALLED WITH MINIMUM 7.5' OIF COVER. 45' BEND 10.WATER SERVICES SHALL BE1 5 DIA. TYPE K COPPER, W/ 1.5° CORP. STOP + 1.5" CURB IT IT 11 IT\ HYDRANT W/ 6" G.V., BOX. SAN MH 11 BUILD ; -+,' ATOP EX. 21" r 0 8"x6" REDUCER, _ - "' 8.0'-6 C900 PVC 11. SEWER SERVICES SHALL BE 6" PVC SDR-26 MINIMUM 2% SLOPE UNLESS OTHERWISE NOTED ON RCP SAN SEWER. �' INSTALL INTERNAL + r U s 3+00 o ONE GA GOAD FLANGE EL 909.1 THE PLANS. _ STA:1+57.17 DROP. �. %� 12. WATER SERVICES MAY BE PLACED IN SAME TRENCH AS SEWER SERVICES PROVIIDED THAT A 24" (SEE DETAIL) SAN MH 12 SAN MH 13\ 8" TEE VERTICAL AND A 36" HORIZONTAL SEPARATION ARE MAINTAINED. i 1-8G.V. .r A,t // 13. ALL CURB BOXES SHALL BE ADJUSTED TO AN ELEVATION OF 1" BELOW FINISHED GRADE. RAISE RIM OF EX. SAN MH TO � RE=905.0 14. ALL 6" AND 8" WATRMA E IN SHALL BE C900 PVC (EX. RE=903.12) It co 0 25 50 100 ' l 6 o j EXISTING r ' SCALE IN FEET HYDRANT 4,4 co NOTES: 1. THE CONTRACTOR SHALL CONTACT THE SEWER AND WATER DEPARTMENT O r 24 HOURS PRIOR TO ANY PUBLIC SEWER/WATERMAIN CONNECTION. 2. HIGH DENSITY POLYETHYLENE EXTRUDED (HDPE) ADJUSTING RINGS ARE a / REQUIRED FOR ALL MANHOLE STRUCTURES. -" f a v D 0 ~ ° 3. SANITARY SEWER MAIN SHALL BE INSTALLED PER CITY OF CHANHASSEN _z r p a� SPECIFICATIONS & DETAIL PLATES. EXISTING HYDRANTh ?' a� Q�;�LOT A � /ate 4. WATERMAIN SHALL BE INSTALLED PER CITY OF CHANHASSEN �� + a�� SPECIFICATIONS AND DETAIL PLATES. co N ° a (D F ,aka 5. TYPICAL LOT SERVICES: SAN - 6" PVC SOLVENT WELDED SDR 26 01) STOWA NEGATE ROAD (SEE DETAIL T - 1.5" TYPEE "K" COPPER (SEE DETAIL 1005) 950 940 SAN MH 11 I I W/ INSIDE DROP ._SAN MH--- 12 . .._.._ _SAN.__MH 13 ... CONSTRUCT ATOP EXISTING STA 2+56.36 STA:1+84.39 RIM:909.00 OFF 0.00 OFF:1.93R INV IN:895.80 (E) RIM:910.58 RIM:910.28 EX INV:886.83 (N) INV IN:896.40 (E) INV OUT:899.28 (W) 930 (DROP=8.97') INV IN:896.40 (S) INV OUT:896.30.(W) I' __.... I 920 L_______________ ----._---- -.-_ L.__ . ..._. --_._ .____ 910 -_ ---- ..__ 7 5 MIN. \� _r__....,__.. , --- COVER 900 _. 192'-8 _ - -----_ I __ J_-I. 8' TEE_. -i.., C900 PVC WATERMAIN of 8" PVC 6'-6" C900 PVC 99.4' of :8" PVC SpR 35 ®4.09q° HYDRANT LEAD EX. 16" SDR 35 © 0.50% 890 DIP W/M z _. bi_.. 880 EX. SAN. I Q (o 0 z 21" RCP w 1.0 _-___-__- o++o 57< w F- N 01 870 _I¢ � r,�� F � d0 n (0 u7 r Lo of � CoC aoo ai oo = Op M� O OO OO O 4+00 3+00 2+00 1+00 0+00 SERVICE TABLE BLOCK LOT STATION* IF CBE*** RISER**** 1 1 67 900.20 911.63 0 1 2 57 899,75 911.78 0 1 3 33 901.07 911.91 3 1 4 51901.35 911.93 5 1 5 84 900.97 912.06 5 1 6 60 900.85 912.06 5 2 1 60 899.41 910.17 2 2 2 68 899.48 910.19 2 2 3 19 899.67 910.21 2 2 4 48 898.24 910.02 0 21 5 67 898.32 910.00 0 2 6 91 898.43 909.82 0 3 1 124 898.62 909.57 0 3 2 105 898.51 909.75 0 3 3 81 898.38 909.94 0 3 4j 52 898.22 910.00 0 3 5 33 898 . 111 910.14 0 3 6 91899.561 910.211 2 Sanitary Service Wye Station (From Downstream MH) Sanitary Service Invert Elevation Curb Box Elevation Riser Length (Actual Length, Not Vert. Rise. Vertical Height = R X 0.707) LEGEND: > PROPOSED STORM SEWER DT PROPOSED DRAINTILE PROPOSED SANITARY SEWER PROPOSED WATERMAIN ■ PROPOSED CATCH BASIN • PROPOSED SANITARY MANHOLE 04 PROPOSED GATE VALVE PROPOSED HYDRANT EXISTING GATE VALVE EXISTING HYDRANT - EXISTING WATERMAIN 'sa EXISTING CATCH BASIN EXISTING STORM MANHOLE ------- EXISTING STORM SEWER ( EXISTING SANITARY MANHOLE G - EXISTING SANITARY SEWER ALLIANT ENGINEERING 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com U) J LL cc a Q Z a. Uj J Q Z Q H- V) W LLJ Z Z C W Y Vi a440 z s V a Q F. a J UJ OCR, Q Z Q 0 0 �U) 1 hereby certify. that this plan, specification, or report was prepared by me or under my direct supervisionand that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, PE Data License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 10 SHEET 10 of 17 INSTALLED IN PHASE 1 < 0 20 40 80 SCALE IN FEET WATERS EDGE DRIVE V p o C1rn0RA CC111I 12%nL1CM111 C. MH/CB P. DIA. P. SLOPE P. TYPE PIPE PIPE FROM TO RIM STIR. CAST BUILD FROM TO D [IN] S [%] LENGTH [FT] VEL. [FT/S] INVERT INVERT ELEV TYPE TYPE (FT) FES 600 OCS 601 15 1.00 RCP 14.67 899.80 899.65 OCS 601 FES 602 12 3.06 RCP 18.00 899.20 898.65 DETAIL MH 702 CBMH 701 18 0.29 HDPE 144.69 4.13 899.90 899.49 909.57 48 R-1642 9.67 CBMH 701 FES 700 18 0.56 RCP 68.72 4.45 899.39 899.00 907.06 48 R-3067-VB 11.67 CB 804 CBMH 803 15 1.47 HDPE 61.23 8.30 906.05 905.15 910.00 27 R-4342 3.95 CBMH 803 CBMH 802 15 0.30 HDPE 153.69 3.75 905.05 904.59 909.13 48 R-3067-VB 4.08 CBMH 802 CBMH 801 15 3.10 HDPE 111.00 12.05 904.49 901.05 909.97 48 R-3067-VB 9A8 CBMH 801 FES 800 15 0.90 RCP 1 36.71 4.99 899.33 899.00 905.00 48 R-4342 5.67 FES 901 FES 900 15 0.90 RCP 1 30.00 4.99 906.60 906.33 LEGEND: -- rRVI'VJCU JIUMM7 JCVVLK - - -or or oT- PROPOSED DRAINTILE _ ----- PROPOSED SANITARY SEWER - I -- - PROPOSED WATERMAIN ® ® PROPOSED _CATCH( BASIN/MH v]} PROPOSED SANITARY MANHOLE i..,f PROPOSED GATE 'VALVE PROPOSED HYDRANT EXISTING GATE VALVE ' EXISTING HYDRANT EXISTING WATERMAIN EXISTING CATCH BASIN ' EXISTING STORM WANHOLE EXISTING STORM SEWER EXISTING SANITARY MANHOLE _.,....... ;, _ m_.__. EXISTING SANITARY SEWER STORM SEWER NOTES: 1. EXISTING UTILITIES, SERVICE LOCATIONS AND ELEVATIONS SHALL BE VERIFIED IN FIELD PRIOR TO CONSTRUCTION. 2. MAINTAIN A MIN 18" VERTICAL SEPARATION AT ALL PIPE CROSSINGS. 3. CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS PRIOR TO THE START OF CONSTRUCTION. ., 4. PROVIDE POLYSTYRENE INSULATION FOR ALL STORM SEWER CROSSINGS WHERE VERTICAL OR HORIZONTAL SEPARATION IS LESS THAN 3'. \x `� 5. ALL STORM SEWER WORK SHALL COMPLY WITH THE CITY OF CHANHASSEN ENGINEERING GUIDELINES. ,.i 6. NOTIFY GOPHER STATE ONE CALL 48 (HOURS IN ADVANCE OF ANY UTILITY ::;. WORK. �.r x 7. PROVIDE TEMPORARY TRAFFIC CONTROL IN COMPLIANCE WITH MNDOT "TEMPORARY TRAFFIC CONTROL ZONE (LAYOUTS -FIELD MANUAL" LATEST REVISION, FOR ANY CONSTRUCTION WITHIN PUBLIC R.O.W. 8. ALL CASTINGS SHALL BE NEENAH OR ,APPROVED EQUAL. rr 9. STORM SEWER SHALL BE HDPE A MIN.. 15" DIAMETER, PER CITY OF CHANHASSEN REQUIREMENTS. 10. HIGH DENSITY POLYETHYLENE EXTRUDED (HDPE) ADJUSTING RINGS ARE REQUIRED FOR ALL MANHOLE STRUCTURES. 11. INSTALL DRAINTILE AT CATCH BASIN LOCATIONS PER CITY STANDARD DETAIL 5232 FOR PUBLIC ROAD WORK. FOR PRIVATE ROADS INSTALL PER PLAN `'T, LOCATION. DRAINTILE CONNECTIONS TO STORM SEWER STRUCTURES SHALL ,i BE -2.1' BELOW RIM ELEVATION AT CURB. 12. ALL INTERSECTION CURB RETURNS SHALL BE B618. \ 13. TIE ALL STORM SEWER PIPE JOINTS BETWEEN FLARED END SECTIONS AND STRUCTURES. 2' X8" KEYWAY 0 O CAST INTO WALL INSTALLED BY SUPPLIER (N.T.S) IN PHASE 1 WEIR WALL A 20 7 ( ) CONSTRUCTED IN HOLE FOR 15" RCP FIELD BY CONTRACTOR ELEV.= �� 4,0' 902.33 158' 0' ADDITIONAL #4'S 7"(W)x9"(H) X 4'-0" LONG HOLE FOR 12 RCP ORIFICE 6"(W)x6"(H) ORIFICE WEIR WALL EL: 900.80 54 EL• 899.80 #4 @ 12" HORIZONTAL GRATE A ELEV.= 898.20 #4 @ 12" INSTALL SKIMMER GRATE SECTION A -A VERTICAL PRE -MIXED CONCRETE BAFFLE WAIL WATERLESS INSTALL PRE -MIXED WHEN FEASIBLE, SET INVERT FOR OUTLET SEALANT WATERLESS SEALANT PIPE BELOW NWL TO IMPROVE PIPE ALONG WEIR ALONG WEIR WALL AND COVER AND MINIMIZE SLOPE AROUND WALL AND MH MH JUNCTION TO SKIMMER. JUNCTION TO PREVENT LEAKING PREVENT LEAKING 9 ELEV.=904.00 7"(W)x9"(H) ORIFICE EL: 900.80 OUTLET PIPE 18.0' OF 12" RCP WEIR WALL (TOP EL: 902.33) CL-5 9 3.06% 6"(W)x6"(H) ORIFICE EL: 899.80 ELEV: 899.20 INLET PIPE 14.7' OF 15" RCP 6" MIN. CL-5 © 1.00% EL:899.65 �8" MIN. SLAB 6" or THICKNESS 6" AGGREGATE BACKFILL 4 DIA. I I (MNDOT SPEC. 3149H MOD.) MANHOLE OUTLET CONTROL STRUCTURE WITH CONCRETE BAFFLE. WALL ALLIANT ENGINEERING 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com a H 0 V) W Z Z Z 0CD Q � W O. a N U) Z = W O Q W _ V) U I hereby certify ti specification, or I prepared by me direct supervision am a duly Licens PROFESSIONAL EN( the laws of the f MINNESOTA MARK RAUSCH, PE J W U Q IL O J N Q Z G a m Cl) W W q� ...1 CL J Q � Z O EZ in lot this plan, rpunderort a my and that I 9d IINEER under fate of Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL - PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 11 SHEET 11 Of 17 m Bs12 C&G EX. 10' )CK 1 BIT. TRAIL ti . 6 5 4 3 2 1 tt O ROAD TIPPED pC: ! 'i�71. SURMOUNTABLE t_ TO SOUTH CURB & GUTTER t e t t is t, [ v 10 w li 3+00 o STONEGAl (On SEE SHEET 13 5 S/W ?: " FOR DETAIL OF / THIS AREA PED RAMP `` 'll B612 C& it, B612 C&G - x L r t' �. 4t r o ro. t. lz "G 0 \t` , J .\� { J3 z 0 x D O r 17 0 , +18.0 t, 2 ca STONEGATE ROAD 1 950 1�� 1�016111 1 920 STA = 3+45.03 ELEV = 911.49 ... + __. ........ .... __. i w:._ Li O &i U vi U __ ...... Uj 26.95% m N STA = 3+41.36 w ELEV = 911.00 ;6.50 0.71% --- ... - 950 1 930 1 910 1 � >1 0of D_ 880Li a ° " 880 w�po o+ + 0 w J C) 870 870 r GO CD CO ('0 L N rn O r- (D � (� Ln D1 Op h O d- p CO O p d CO Oj p0 Qj (] . p 01 .- 0 M p M 0 0) 0) 0) 0 m 01 4+00 3+00 2+00 1+00 0+00 STATION STATION LENGTH CURVE ALIGNMENT SEGMENT DELTA, START END [FT] [FT] STONEGATE TANGENT 0+00.00 1+11.84 111.84 - ROAD(1) CIRCULAR CURVE 1+11.84 1+83.60 71.76 55.00 74°45'33,.1" TANGENT 1+83.60 3+50.00 166.40 - TANGENT 0+00.00 0+56.65 56.65 - STONEGATE Cl RCULAR CURVE 0+56.65 0+92.36 35.71 67,00 30"3222..8" ROAD(2) TANGENT 0+92.36 1+92.83 100.47 - CIRCULARCURVE + 1 92 83 + 2 18.09 25.26 75.00 19° 1753..1" TANGENT 2+18.09 2+40.00 21.91 - 0 25 50 100 SCALE IN FEET pAr FA 1 • � 1�� 1 930 b I i ALL I A N T / �0/ ' E N G I N E E R I N G ;1t:0 p r)X �0 23 3 Park Ave S, Ste 300 a s' £ JIB l8 ,jr� ° Minneapolis, MN 55415 pY T 612.758.3080 MAIN 'pi' it ]' 612.758.309 FAx O t su � 9 RMOUNTABLE CURB &GUTTER m t + �??. ° I` www.alliant-inc.com Ovr' �l B612 C&Glip _I t % k m l �lbI�lEpplu_ ROAD` h !d X40 TIPPED TO tY �: SOUTH It r' ROAD HAS STANDARD B612 C&G CROWN Q t L� ii z NJ, 19 ° ff ° t \ .r --- - - - - - - - RETAINING WALL 4 11,01 y EX. 10' b \ Sd� t BIT. TRAIL v:, a v\ ,D. O� .v � Fat STONEGATE ROAD 920 +`"+-. i i 920 II ' (n cr w I) P 2.00% i. V)� (n w I i 910 - •0 -0,80% STA - 2+36.51 91 0 ELEV = 908.100 1, 26.95% I I STA 2+32.84 ELEV 907.51 t 890 1890 a1 , i I 880 880 a o (0 , 880 zo + + I 870 V 870 O GO M 00 00 6 00 00 � 0+00 1+00 2+00 3+00 4+00 LL a - cc CL la- � Z o LLJ In Z z Cl) Z � o Q o W �- a. a a nZ a w W o z a Z n LL I hereby certify that this plan, specification, or report was prepared by me direct supervision or under my and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH, PE - Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SLIBMITTA1 PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL :PROJECT N0: 216-0199 12 SHEET 12 Of 17 STONEGATE ROAD/PARKING STALLS :51 NOTES: n 1. ALL CURB AND GUTTER GRADES SHALL BE AT A MIN. OF 0.5%. 2. ALL PUBLIC STREET INTERSECTION CURB RETURNS SHALL BE 8618. � 3. SEE SITE, LIGHTING AND SIGNAGE PLAN FOR ALL STREET SIGN v AND LIGHTPOLE LOCATIONS. 4. SEE CITY OF CHANHASSEN STANDARD PLATES FOR ALL DETAILS N 0 10 20 40 SCALE IN FEET ALLIANT E NG I N E E R I N G 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAx www.alliant-inc.com Cl) J H W 0 J Z 0 U) C m LLI D cc Cn Z O WLU Y ¢o w Z a a N d F- N Z _ Q W W � _ _Z LLJ V) C) I U. N I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and .that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK RAUSCH,. PE Date - License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE PROJECT TEAM DATA DESIGNED: MPR DRAWN: ELL PROJECT NO: 216-0199 13 SHEET 13 of, 17 -- Z 0 20 40 80 SCALE IN FEET 17,7 000— LEGEND OVERSTORY DECIDUOUS TREES « « � ORNAMENTAL TREES DGE DRIVE p �ww CONIFE:ROUS. TREES tp +p FLOWERING &EVERGREEN SHRUBS ... __ PERENNIALS INFILTRATION AREA SEED MIX: -- ALLIANT MN STATE SEED MIX 33-262 (DRY SWALE/POND).. SIDE SLOPE MIX:E NG I N E E R I IN � 1 . MN STATE SEED MIX 33-261 (STORMWATER SOUTH & WEST) 233 Park Ave S,, Ste 300 SOD Minneapolis, MN 55415_ 612.758.3080 MAIN ' 612.758.3099 FAx www.alliant inc.com am�. t o- V \ t N4 � E W IL 0. O I .ry y, \ W \, J 0 G F a 1 0 0 w m Z CO LLI tz ly\v� a 0 Z � \ LLJ Q � a U) �. Uz z a Z W �o a Z fl LLJLL _ I hereby certify that this plan, \ specification, or report was prepared by me or under my - direct. supervision and that I. am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of MINNESOTA _� Q— MARK KRONBECK, PLA, ASLA Date License No. QUALITY ASSURANCE/CONTROL BY .DATE DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MK DRAWN: JG PROJECT NO: 216-0199 14 SHEET 14 Of 17 LANDSCAPE SCHEDULE m m a s m m a Ct o ~ KEY COMMON NAME / SCIENTIFIC NAME SIZE REMARKS Overstory Trees 11 1 12 KC Esspresso Kentucky Coffee Tree / Gymnocladus dioicus 'Esspresso-JFS' 2.5" Cal. B&B Straight Trunk, No V-Crotch 7 2 9 LL Little Leaf Linden/Tilia cordata 2.5" Cal. B&B- Straight Trunk, No V-Crotch 7 3 10 RM Autumn Spire Red Maple / Acer rubrum'Autumn Spire' 2.5" Cal. B&B Straight Trunk, No V-Crotch 8 8 HL Skyline Honeylocust / Gleditsia triacanthos var. Dermis 'Slrycole' 2.5" Cal. B&B Straight Trunk, No V-Crotch 4 4 RB River Birch / Betula nigra 2.5" Cal. B&B Straight Trunk, No V-Crotch 17 2 19 RE Autumn Blaze Red Maple / Acer x freemanii 'Jeff ersred' 2.5" Cal. B&B Straight Trunk, No V-Crotch 2 3 5 RO Red Oak / Quercus rubra 2.5" Cal. B&B Straight Trunk, No V-Crotch Coniferous Trees 11 10 21 AP a. Austrian Pine / Pinus nigra 6' ht. B&B Fulll Form 7 6 13 AP b. Austrian Pine / Pinus nigra 8'-10' ht. B&B Full Form 12 4 16 BF Balsam Fir/Abies balsamea 10'-12' ht. B&B Full Form 26 26 BS a. Blackhills Spruce / Picea glauca densata 6' ht. B&B Full Form 3 3 6 EIS b. Blackhills Spruce / Picea glauca densata 8'-10' ht. B&B Fulll Form 25 9 34 TA Techny Arborvitae 6' ht. B&B Full' Form Understory Trees 14 4 18 PC Prairiefire Crabapple/ Malus Trairiefire' 2.5" Cal. B&B Straight Trunk, No V-Crotch 16 2 18 JL a. Japanese Tree Lilac / Syringa reticulata 6' ht. B&B Clumip Form 6 2 8 JLb. Japanese Tree Lilac/ Syringa reticulata 2.5"Cal. B&B Straight Trunk, No V-Crotch 4 2 6 PH Peegee Hydrangea /Hydrangea paniculata'Grandiflora' 1.75"cal. B&B Straight Trunk, No V-Crotch Choose Tallest Plants Available 20 2 22 SB a. Autumn Brilliance Serviceberry / Amerlanchierx grandiflora 'Autumn Brilliance' 6'ht. B&B Clump Form 8 8 5B b. Autumn Brilliance Serviceberry / Amerlanchierx grandiflora 'Autumn Brilliance' 2.5" Cal. B&B Straight Trunk, No V-Crotch Shrubs 45 45 ID Isanti Dogwood / Cornus sericea 'Isanti' 30" ht. cont. Min. 5 canes at ht. specified. 5 5 DK Dwarf Korean Lilac / Syringa meyeri'Palibin' 24" ht, cont. Min. 5 canes at ht. specified. 3 3 MP Mugo Pine / Pinus mugo 'Sherwood Compact' 7 gallon cont. Min. 5 canes 16 10 26 NF Neon Flash Spirea / Spirea japonica 'Neon Flash' 18" ht. cont. Min. 5 canes at ht. specified. 2 2 4 SJ Scandia Juniper/ Juniperus sabina 'Scandia' 24" dia. cons Min. 5 canes aft dia. specified. 16 2 18 SK Sky High Juniper/Juniperus scopulorum'Bailigh' 3' ht. cont. Min. 5 canes at ht. specified. 16 19 35 VB 'gaily Compact American Viburnum / Viburnum trilobum Compact' 30" ht. cont. Min. 5 canes a t ht. specified. Perennial 20 12 32 KFG Karl Foerster Feather Reed Grass / Calamagrostis x acutiflora Karl Foerster' 3 gal. cost. 48 24 72 SDL Stella Supreme Daylily/ Hemerocallis'Stella Supreme' 1 gal. cont. L S�OD 1 I ENTRY MONUMENT \V 4-KFG SHREDDED HARDWOOD MULCH OVER FILTER FABRIC 2-NF (TYP.) POLY EDGING 2-SJ / w(TYP.) A�N�NUALS r L S/ OD . PROPOSED PROPERTY LINE ENTRY MONUMENT AND LANDSCAPE PLAN SCALE 1"=5' PRUNE DEAD AND BROKEN BRANCHES PLANT TOP OF ROOT BALL 1-2" ABOVE SURROUNDING GRADE. PROVIDE MULCH, DO NOT BURY STEMS OR TRUNK. SEE NOTES FOR TYPE AND DEPTH REQUIRED. PROVIDE FILTER FABRIC, MIRAFI OR EQUAL ACKFILL WITH TOPSOIL FROM HOLE ,ND WATER THOROUGHLY. PROVIDE LANTING SOIL AS SPECIFIED IN NOTES. OCT BALL SHOULD SIT DIRECTLY ON TOP IF UNDISTURBED SOIL. .,NDISTURBED AND UNCOMPACTED SUBGRADE SHRUB PLANTING NUI IU NOTES. QUANTITIES ON PLAN SUPERCEDE LIST QUANTITIES. SEEDING NOTES: PLANTING NOTES: LANDSCAPE REQUIREMENTS: POND AREA SEED MIX: MN STATE SEED MIX 34-181. 1. INSTALL 4" MIN. TOP SOIL TO ALL SOD AND SEED AREAS. FINE GRADE ALL SOD NOTE: THE FOLLOWING CALCULATIONS PERTAIN TO BOTH PHASES OF THE SEEDING RATE TO BE 5 LBS/ACRE (PURE LIVE SEED). AND SEED AREAS. PREVIOUSLY APPROVED WEST PARK DEVELOPMENT. 2. STAKE OR MARK ALL PLANT MATERIAL LOCATIONS PIRIOR TO INSTALLATION. INFILTRATION AREA SEED MIX, MN STATE SEED MIX 33-262. 3. ALL MULCH AREAS, UNLESS SPECIFIED AS OTHER, TO BE BED MULCHED WITH 4" 1. WOODLAND/CANOPY REFORESTATION REQUIREMENT SEEDING RATE TO BE 44 LEIS/ACRE (PURE LIVE SEED). DEPTH OF DOUBLE SHREDDED HARDWOOD MULCH COLOR DARK BROWN OVER WEED REQUIRED = 97 TREES, SEE CANOPY TREE COVERAGE PLAN BARRIER. POLY EDGING TO BE VALLEY VIEW BLACK DIAMOND OR APPROVED EQUAL. PROVIDED = 101 TREES* SIDE SLOPE MIX: MN STATE SEED MIX 33-261. 4. INSTALL 4-6" DEPTH SHREDDED HARDWOOD MULCHI AROUND ROOT SAUCER OF ALL SEEDING RATE TO BE 35 LBS/ACRE (PURE LIVE SEED). TREES ISOLATED FROM PLANT BEDS. *CALCULATION INCLUDES ALL DECIDUOUS TREES OF 2.5" CAL. 5. PLANTING SOIL SHALL CONSIST OF 1:1:1 SELECT LOAMY TOPSOIL, PEAT MOSS, PIT APPLY SEED PER THE FOLLOWING- MULCH SEEDED AREAS WITH Mn/DOT TYPE 3 RUN SAND. 2. LANDSCAPE BUFFERYARD REQUIREMENT (MCIA CERTIFIED WEED FREE) MULCH AT A RATE OF 1 TON PER ACRE WITHIN 48 6. COMPLETELY GUARANTEE ALL WORK FOR A PERIOD OF ONE YEAR BEGINNING AT THE HOURS OF SEEDING. MULCH SHOULD THEN BE DISC ANCHORED TO KEEP IT FROM DATE OF ACCEPTANCE. MAKE ALL REPLACEMENTS PROMPTLY (AS PER DIRECTION OF REQUIRED: BLOWING AWAY. OWNER). GREAT PLAINS BOULEVARD IS A COLLECTOR ROAD, THEREFORE BUFFERYARD B 7. ALL MATERIAL SHALL COMPLY WITH THE LATEST EDITION OF THE AMERICAN STANDARD IS REQUIRED. BUFFERYARD B REQUIRES 15' MIN. BUFFER AREA WITH 2 SEEDING SHALL BE APPLIED FROM APRIL 15 - JULY 20 OR SEPTEMBER 20 - FOR NURSERY STOCK, AMERICAN ASSOCIATION OF NURSERYMEN. OVERSTORY TREES, 4 UNDERSTORY TREES AND 6 SHRUBS PER 100' L.F. FREEZE UP. IF HYDROSEEDING UTILIZE APPROXIMATELY 500 GALLONS OF WATER PER 8. ALL TREE TRUNKS SHALL BE WRAPPED WITH BROWN CREPE TREE WRAP. APPLY WRAP ACRE. REFER TO MN/DOT SPEC 3884 FOR PROPER INSTALLATION OF HYDRO -SEED. IN NOVEMBER AND REMOVE IN APRIL. TOTAL BUFFERYARD B LENGTH = 661 L.F. ALONG GREAT PLAINS BOULEVARD ALL NATIVE SEEDS USED ON THIS PROJECT SHALL BE CERTIFIED TO BE OF 9. CALL GOPHER STATE ONE CALL AT 651-454-0002 FOR LOCATING ALL UNDERGROUND REQUIRED = 14 OVERSTORY, 27 UNDERSTORY, 40 SHRUBS MINNESOTA ORIGIN BY THE MINNESOTA CROP IMPROVEMENT ASSOCIATION (MCIA). SITE UTILITIES AND AVOID DAMAGE TO UTILITIES DURING THE COURSE OF THE WORK. TO BE PREPARED BY LOOSENING TOPSOIL TO A MINIMUM DEPTH OF 3 INCHES. THE 10. MAINTAIN ALL PLANT MATERIALS, INCLUDING WATERING, UNTIL THE TIME OF PROVIDED* _ 14 OVERSTORY, 27 UNDERSTORY, 45 SHRUBS SITE TO BE HARROWED OR RAKED FOLLOWING SEEDING, AND THEN PACKED USING A ACCEPTANCE. CULTI-PACKER OR EQUIVALENT. SEE MNDOT SEEDING MANUAL FOR REFERENCE. 11. COORDINATE INSTALLATION WITH GENERAL CONTRACTOR. PROPERTY LINE NORTH OF LAKE SUSAN DRIVE REQUIRES BUFFERYARD 12. STAKING AND GUYING OF TREES OPTIONAL: MAINTAIN PLUMBNESS OF TREES FOR MAINTAIN SEEDED AREAS BY WATERING, REMULCHING AND REPLANTING AS DURATION OF WARRANTY PERIOD. ` THE EAST PROPERTY LINE SOUTH OF LAKE SUSAN ABUTS A MIXED USE ZONE, NECESSARY TO ESTABLISH A UNIFORMLY DENSE STAND OF THE SPECIFIED GRASSES 13. BLEND AREAS OF CONSTRUCTION LIMITS AT PROPERTY LINES. THEREFORE BUFFERYARD C IS REQUIRED. BUFFERYARD C REQUIRES 20' MIN. UNTIL ACCEPTED. ANY AREAS FAILING TO ESTABLISH A STAND SHALL BE RESEEDED, 14. CONTRACTOR TO SUPPLY DESIGN AND INSTALLATION OF AN IRRIGATION PLAN WITH BUFFER AREA WITH 3 CANOPY TREES, 6 UNDERSTORY TREES, AND 9 SHRUBS REFERTILIZED AND REMULCHED WHENEVER 70% VEGETATIVE COVER IS NOT ACHIEVED. 100% COVERAGE FOR DESIGNED SOD AND SHRUB AREAS. SOD AND SHRUB AREAS PER 100' L.F. RESEEDING SHALL CONFORM IN ALL RESPECTS TO THESE SPECIFICATIONS. THE TO BE ON SEPARATE ZONES. USE RAIN BIRD OR APPROVED EQUAL. INSTALL CONTRACTOR SHALL REPAIR ANY DAMAGE TO THE WORK AREAS RESULTING FROM SEPARATE METER FOR IRRIGATION SYSTEM. COORDINATE WITH G.C. PROVIDE RAIN TOTAL BUFFER YARD C LENTH = 299.8 L.F. OF UNPAVED SURFACE EROSION AND/OR EQUIPMENT. .THE CONTRACTOR SHALL REPAIR DAMAGE, INCLUDING SENSOR AND INSTALL NATIVE SEED AREAS ON SEPARATE ZONES. IRRIGATION RUN REQUIRED = 9 OVERSTORY TREES, 18 UNDERSTORY TREES, AND 81 SHRUBS REGRADING, RESEEDING, ETC. AS NECESSARY, BEFORE SIGNIFICANT DAMAGE OCCURS. TIMES IN SEEDED AREAS SHOULD BE REDUCED FOR; THE ZONE SHUTS DOWN AFTER THE FIRST 2 YEARS OF ESTABLISHMENT. PROVIDED* = 9 OVERSTORY TREES, 19 UNDERSTORY TREES, AND 23 SHRUBS REFER TO MN STATE SEED MIX MANUAL. 15. SWEEP AND WASH ALL PAVED SURFACES AND REMOVE ALL DEBRIS RESULTING FROM LANDSCAPE OPERATIONS. * CONIFER SUBSTITUTION RATE: 16. GENERAL CONTRACTOR SHALL FOLLOW THE COUNTY/STATE SOIL & EROSION CONTROL 8' CONIFER = 1 OVERSTORY TREE SPECIFICATION FOR DISTURBED AREA STABILIZATION. 6' CONIFER = 1 UNDERSTORY TREE PROPOSED PILLAR PROPERTY LINE MONUMENT SHREDDED HARDWOOD SODT x m V MULCH OVER FILTER FABRIC a v (TYP.) D m 3 POLY EDGING a ' (TYP.) � z 11-SDL � s • ZSODT -KFG 1-PH w PILLAR MONUMENT AND LANDSCAPE PLAN 15 SCALE 1"=5' COMPLETELY REMOVE AND DISPOSE OF ALL TWINE, ROPE AND BASKETS. DISPOSE INTO PROPER LOCATION. - - TAMP SOIL AROUND FOOTBALL EXPOSE TRUNK FLARE BASE FIRMLY WITH FOOT PRESSURE 50 THAT THE ROOT BALL DOES NOT SHIFT. MULCH RING, DIAMETER PER PLAN - OR LANDSCAPE NOTES PLACE FOOTBALL ON UNEXCAVATED OR TAMPED SOIL BACKFILL WITH TOPSOIL PLACED IN 6" LIFTS I I PREPARE PLANTING AREA 3X THE DIAMETER OF THE ROOTRAI.I NOTES: 1. TREE STAKING IS OPTIONAL - 2. DO NOT PRUNE THE TREE AT PLANTING. PRUNE ONLY CROSSOVER LIMBS, CO -DOMINANT LEADERS AND BROKEN OR DEAD BRANCHES. 3. FOR TREES IN CONTAINERS, REMOVE CONTAINER PRIOR TO PLANTING. FOR BARE ROOT TREES, PLACE TREE IN MIDDLE OF PLANTING HOLE, SPREAD ROOTS OUT RADIALLY FROM THE TRUNK AROUND THE PREPARED HOLE. bECIDUOUS TREE PLANTING 15 NO SCALE ALLIANT ENGINEERING. 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com _! Q W 0 0 Z V/ 0 Z -j r (f)) m W -.. Z Cn Z_ �2 F. LLI a � Z Q a Q fn a (n Cn Z = Q (3LLI �o a ZLLI a: Z N LL I hereby certify that this plan, specification, or report was - prepared by me or under my direct supervision and that I am a duly Licensed PROFESSIONAL ENGINEER under the laws of the State of MINNESOTA MARK KRONBECK, PLA, ASLA Date License No. QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 CITY SUBMITTAL 'ROJECT TEAM DATA DESIGNED: MK DRAWN: JG PROJECT NO: 216-0199 15 SHEET 15 of 17 CULTURED STONE VENEER SUPPLIER: Environmental StoneWorks STYLE: Tuscan Ledgestone Veneer FINISH: Nickle Creek w/ Grey morter www.estoneworks.com BEDDING: ASTM No. 8 WASHED ROCK NOTE: (USE SAME AGGRAGATE FOR VOID FILLER BETWEEN PAVERS) CONTRACTOR TO PROVIDE SHOP DRAWINGS OF PILLAR MONUMENT PERMEABLE BORDER PAVER FOR APPROVAL. PAVER EDGER WITH SPIKE PRECAST CONCRETE CAPSTONE, LIMESTONE COLOR E WOOD MULCH (TYP)CULTURED STONE VENEER, '^O^O^O^O^Oo°o° - .SEE NOTES FOR TYPE 2'-8" FM No. 57 ROCK 2'-4" ,auac,aoa�aoa000 FM DOT 111� FM No. 2 ROCK MN DOT ALUMINUM FENCE, CLASS 2 POWDER COAT BLACK �U m SUBGRADE NON -WOVEN GEOTEXTILE FABRIC PERVIOUS PAVERS: SUPPLIER: ANCHOR BLOCK COMPANY MODEL: INTERIOR — RINN Hydropor Laziano BORDER — Holland Permeable COLOR: INTERIOR Sahara Beige BORDER — Fieldstone www.anchorblock.com ERVIOUS PAVE[ 16 NTS PRECAST CONCRETE CAPSTONE, LIMESTONE COLO" RAISED METAL LETTERS, DARK BRONZE COLOR _ PRECAST CONCRETE PLACARD, LIMESTONE COLOR 7 D CULTURED STONE VENEER, SEE NOTES FOR TYPE "AIL NOTE: CONTRACTOR TO PROVIDE SHOP DRAWINGS OF ENTRY MONUMENT FOR APPROVAL. ENTRY MONUMENT ELEVATION (FRONT) 16 SCALE 1"=2' METAL CLUSTER BOX UNIT, TYPE: 1570"P"SERIES O COLOR: DARK BRONZE 0) � PRECAST CONCRETE CAPSTONE, LIMESTONE COLOR 2" 5' 8" CO CULTURED STONE VENEER, SEE NOTES FOR TYPE N W = o N NOTE: E CONTRACTOR TO PROVIDE SHOP o DRAWINGS OF MAILBOX BANK FOR APPROVAL. MAILBOX BANK ELEVATION (FRONT) •3 6 16 SCALE 1"=2' 0 PILLAR MONUMENT ELEVATION (FRO 16 SCALE 1"=2' PRECAST CONCRETE CAPSTONE, LIMESTONE COLOR CULTURED STONE VENEER, SEE NOTES FOR TYPE //1-1/2"-2" 4' % 2„ eF - CMU A A FINISHED GRADE 3" —•,' III tE .. d i ? CONCRETE FOOTING #4 REBAR @ 12" O.C. EACH WAY 1 1/2" CUR. COVER I 6 I '1 ENTRY MONUMENT SECTION (FRONT) 16 I SCALE 1"=2' METAL CLUSTER BOX UNIT, TYPE: 1570 "F" SERIES COLOR: DARK BRONZE 1/2" ANCHOR BOLTS PREC S CA PRECAST CONCRETE CAPSTONE, LIMESTONE COLOR CULTURES STONE VENEER, VARIES SEE NOTES FOR TYPE /1-1/2"-2" ALUMINUM FENCE, POWDER COAT BLACK = O CMU o' I _ I I CONCRETE FOOTING _ STONE VENEER A 2 4 T' V FINISHED GRADE 3 8,3-T, 1, as ,•d p ° .IL _ ALUMINUM FENCE _ m: - CONCRETE FOOTING �. ' e ,.. .d. CMU CONCRETE.L— _I FOOTING #4 REBAR @ 12" O.C. EACH WAY 4' ' 11/2"CL9. COVER 3-7" I 4- r3--� PILLAR MONUMENT SECTION PILLAR MONUMENT FOOTING DETAIL 4 16 SCALE 1"=2' 1s SCALE 1"=2' PRECAST CONCRETE CAPSTONE, LIMESTONE COLOR CULTURED STONE VENEER, VARIES SEE NOTES FOR TYPE 1-112" - 2" - 2' �%12" PRECAST CONCRETE PLACARD, i. LIMESTONE COLOR NOTE: CONTRACTOR TO PROVIDE SHOP CMU DRAWINGS OF PLACARD TO OWNER AND LANDSCAPE ARCHITECT FOR 5, W - _ a N APPROVAL STONE VENEER — '— CONCRETE FOOTING FINISHED GRADE 3" I. 4/ e e e d D ,j, .I1I 1D I; �l` IN I_ , V — iiil(ii..i CMU PRECAST CONCRETE PLACARD, 15" 3 5 CONCRETE P - LIMESTONE COLOR FOOTING.. . � - #4 REBAR @ 12" N.C. EACH. WAY 1 1/2" CUP, 'COVER 4' ENTRY MONUMENT SECTION (SIDE) ENTRY MONUMENT FOOTING DETAIL 16 SCALE 1"=2' 16 SCALE 1"=2' VA RIES 2 ,CULTUREID STONE VENEER, 2-7 T 2I-I„- SEE NOTES FOR TYPE CMU / °. . e w FINISHED GRADE - o - STONE -VENEER CONCRETE FOOTING _ W A ° a' e W m rn CONCRETE FOOTING #4 REBAR @ 12" O.C. EACH WAY .. 1 1/2" CLR. COVER - CMU 10 MAILBOX BANK SECTION (FRONT) 11 MAILBOX BANK FOOTING DETAIL 16 SCALE 1"=2' 16 SCALE 1"=2' d ALLIANT E N G IN E E RI NG 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com LL F G Cl) o m J Lv z Q z z (n !— cc O M Q 0 W a Q Y) IL �z z JQ W wU Z � V c) LL Q I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed LANDSCAPE ARCHITECT under the laws of the State of MINNESOTA MARK KRONBECK, PLA, ASLA. Date License No. QUALITY ASSURANCE/CONTROL BY DATE - DATE ISSUE 12-1-17 CITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MK DRAWN: JG PROJECT NO: 216-0199 16 SHEET 16 of 17 PLANTING HOLE DIMENSIONS ( MINIMUM WIDTH DOES NOT APPLY IN MASS PLANTING BEDS) VALUE ALL ARE AS FOLLOWS: 5 PLANT TYPE PLANT SIZE UP TO AND INCLUDING ( A T MINIMUM i HOLE WIDTH B ( ) APPROXIMATE HOLE DEPTH (i ) CONFEROUB TREES 3 E011N(J (157 (14') M1(6] 1 SE6 LINO (187 f147 (tzT SEEDLING (231 TILT (2) B.B. (30 (1G') (5) B.B. (sal f1a) DECIDUOUS & ORNAMETAL TREES SHRUBS (UPRIGH CONIFEROUS SHRUBS (SPREADING) DECIDUOUS SHRUBS CONTAINER GROWN PLANTS SOIL PLANTING L AL SLANTING ISI�OSENED MULCH FINISHED � j IL MOULCH '1� .GRADE BI B B VARIABLE. 12" L BALLED & BURLAPPED BARE ROOT STOCK STOCK(TREE SPADE) MACHINE -TRANSPLANT STOCK 9 t•SCARIFY SIDES AND BOTTOM OF ROLE, i.""SCARIFY SIDES AND BOTTOM OF HOLE. 1,'•SOAK ROOTS IN WATER FOR AT V"SCARIFY SIDES AND BOTTOM OF HOLE. 2 "'PROCEED WITH CORRECTIVE PRUNING LEAST ONE HOUR BUT NOT MORE THAN 2."ADD CORRECTIVE PRUNING, AS DIRECTED BY THE ENGINEER 2."'PROCEED WITH CORRECTIVE PRUNING 24 HOURS PRIOR TO PLANTING. 3 ^SET PLANT ON NATIVE SOIL AT SAME DEPTH AS IT 3.-SET PLANT ON UNDISTURBED NATIVE SOIL AS DIRECTED BY THE ENGINEER. 2"SCARIFY SIDES AND BOTTOM OFWAS PREVIOUSLY GROWN, OR THOROUGHLY COMPACTED PLANTING SOIL HOLE. 4,"PLUMB AND BACKFILL WITH THE PLANTING SOIL. 3 F SOIL MA CONTAINER AND SCORE OUTSIDE 3^PROCEED WITH CORRECTIVE TO TALL PLANTTHE THE FINISHED GRACE FLARE IS BURLAT OR P. OF SOING FIBROUS ROOTS, AND NECESSARY, PRUNING AS DIRECTED BY THE 5."`WATER PLANTING LE PLANTSLOOSEN AND FILL VOIDS. AND WIRE BASKE.IIFUDGRAIIN WITH BURLAP CIRCLING FIBROUS ROOTS, AS NECESSARY. ENGINEER. ADAFTERTOTHNOADE-MO THE SOIL IMMEDIATELY 4, DBACE ILL TO, WITHIN APPROXIMATELY 4,'FRANSFER TO E. NT SET PLANT FROM ADJACENT TO THE SPADE -MOVED DEPTOIL H OF MINIMUM 12 "BACKFILL TO WITHIN APPROXIMATELY q ""SET PLANT ON UNDISTURBED NATIVE WATERRLA HOLE. SET PINT LY THE DISTANCE OF 18" AND AWITHIN MINIMUM DEPTH OF 12°. WATER HE TOP OF THE REMOVE OOTBALL, THEN PLANTING GTHOROUGHLY NSTA COMPACTED ROOTFINISHED SOIL S ELEVATION. APPROXIMATELY AT THE ]"'WATER THOROUGHLY WITHIN 2 HOURS WATER PINT. REMOVE THE TOP I/30F PLANTING SOIL. INSTALL PLANT SO THE FINISHED SOIL ELEVATION. SPREAD THE RINGS SKETWHICHEVER EVER ISR THE TWO EATER. ALSO TOP E THE ROOTFLAREGRADE. IS . OR UPREMOVE OR ROOTS OUT EVENLY, PLUMBWITH AND WATERIN MULCHLESS SOIL MOISTURE IS X E SECOND SIVE. RINGS WHICHEVER IS GREATER. ALSO ABOVE THE FINISHED GRADE. REMOVEOft IMMEDIATELY BACKFILL WITH THE WATERING UNLESS SOIL MOISTUREIS EXCESSIVE REMOVE ALL BURLAP AND NAILS FROM THE CORRECT STEM GIRGLING ROOTS. PLANTING SOIL. TOP V3 OF THE BALL. REMOVE ALL TWIN& 5.'"WATER TO SETTLE PLANTS AND BETWEEN AND STEMGUY AND EALL AS ADDITIONALSUPPORT REMOVE OR CORRECT STEM GURDLING 5.'"PLUMB AND BACKFILL WITH THE FILLVOIDS. BETWEEN THE STEM AND ROOT BALL AS NECESSARY OR ROOTS. PLANTING SOIL. SPECIFIED.. 5 •"PLUMB AND BACKFILL WITH THE HOUR TER THOROUGHLY WITHIN 2 PLANTING SOIL. VOIDS, R TO SETTLE PLANTS AND FILL HOURS. 6.""WATER TO SETTLE PLANTS AND FILL VOIDS. TH PLACE MULCH WITHIN 48HOURS OF VOIDS. 7.'"WATER THOROUGHLY WITHIN 2 HOURS. THE SECOND WATERING UNLESS SOIL MOISTURE IS EXCESSIVE. 7,"WATER THOROUGHLY WITHIN 2HOURS. 8."PLACE MULCH WITHIN 48 HOURS OF 8."'PLACE MULCH WITHIN 48 HOURS OF THE MINIMUM TREE SPADE SIZE REQUIREMENTS THE SECOND WATERING UNLESS SOIL SECOND WATERING UNLESS SOIL MOISTURE MOISTURE IS EXCESSIVE. IS EXCESSIVE. B, STAKE AND GUY TO PROVIDE ADDITIONAL SUPPORT BETWEEN THE STEM AND ROOT BALL AS NECESSARY OR SPECIFIED. PLANTING DETAILS FOR ISOLATED PLANTING LOCATIONS GENERAL NOTE: ALL PLANT STOCK MUST BE ACCEPTED IN ACCORDANCE OF Mn/DOT 3861 PRIOR TO FOLLOWING THE STANDARD PLANTING DETAILS. PLANTING SOIL IS A COMBINATION OF THOROUGHLY MIXED EXISTING SOIL AND COMPOST MIX AND/OR ANY OTHER SPECIFIED AMENDMENTS. NOTE: MITI DEPTH FOR B&B AND CONTAINER PLANTS SHALL NOT EXCEED MEASUREMENT FROM ROOT FLAIR TO BOTTOM OF SOIL BALL, VINES 2YRNOINFL (42') (16i (tt2) CONT. (237 1 (Z.57 affof REVISED: 1-10 FILE NAME. I\ENG\SPECS\5309 ENGINEERING ILJiP DEPARTMENT 5309 SPADE DIAMETER OAK TREES, DECIDUOUSI CONIFEROUS SIZE'C' CALIPER ORNRMENTAI. TREES, HEIGHT TREES CALIPER 42" 1.5' 2'to 3' S'toT 60" N. LS'to 2.5' TIN 4' Tto 9' 78" 2.9to 35' 4'to 6 9' to 14' 85" 3.6to 5' 6' to 8' 14'to 18' INK FENCE INPLACE WALL CIVINE.. FASTEN LOTO FENCE WITH BIODEGRLE STRING. -FASTEN LOOSELTH WITH BIODEGRASTRING - i"X 36` WOOD LARIVE 12" INTO SOIL AT ANE SO THAT THE TOP RESTSLY ON THE WALL OR FENCE - MULCH CONTINU, UP% TO F BEYOND TEL VINE. -FINISHED GRADE NOTE: PLANT ACCORDO PLANTINGDETAILS ABOVPPLICABLE. I III MIN. 2' /V VINE PLANTING DETAIL PLANTING DETAILS FOR TYPICAL INDIVIDUAL PLANTINGS V"FORM gDOUBLE-LAYERED CYLINDER USING d25" GRID O+"FOLD OVER THE TOP EDGE OF THE HOPE (HIGH DENSTY POLYETHYLENE ) T 24" MIN. HT. FOR DECIDUOUS �I�nn nl��Io� n�Inl GENERAL NOTES GALVANIZED WELDED WIRE MESH (HARDWARE CLOTH). TOWAR S THE MILES BORON TABS. b TREES AND 12" MIN. HT, FOR OVERLAP THE CUT END 2", PINE TREES B" SEE SPECIAL PROVISIONS FOR SPECIFIC PROJECT REQUIREMENTS. 1" OPPOSING HEARTWOOD WHITE OAK 2."*DRIVE TWO 1" x 0 POS NG HER -'SEND THE HOPE INTO A CIRCLE WITH 2. g STAKES INTO THE GROUND Y MOM THE CENTER OF ME ME SIDE TABS ON THE OUTSIDE OF 1/4" GALVANIZED VARE THE PLANTING DETAILS REPRESENT ADEQUATELY DRAINED SOIL TREE STEM. MIN. HT. FOR DECIDUOUS THE CIRCLE STAKE WITH HOCK HOD CONDITIONS. THE. SHOULD EXERCISE DISCRETION IN TREES AND 12" MIN. HL FOR. THE -Y HIGHER SETTING PLANTS HIGHER IN POORLY DRAINED SOILS OR USING MESH CYLINDER TO THE W TSIOR OF THE 3.+•SECURE THE S C L PINE TREES 1--ALIGN ME HINGES AND BEGIN 3. G PLANTING ALTERNATIVE PLANTING DETAILS ON SHEET B. STAKES USING EIMER, SCREWS AND WASHERS S 11 ALONG T OVERLAP. SPACE RATCHET -LOCKING ES L G HE SLIDING THE 1 4" GALVANIZED WIRE / STAKE WITH HOq( THROUGH THE ( 130 LB!S-HIGH DENSITY N PLANTING HOLE AND BED CULTIVATION B L THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE DRAINAGE APPROXIMATELY 4" ON CENTER ALONG THE OVERLAP. A HINGES TO INTERCONNECT ME HOPE POLYETHYLENE. N HEAVY POORLY DRAT D OR IMPERVIOUS SOILS, I HEANE •"SCREWS SHALL BE ROUND HEAD GALVANIZED T/B" DIP. x AFTER SLIDING ME WIRE THROUGH BROWN IN COLOR 3/4" LONG WITH WASHERS. ALL THE HINGES, TURN THE HOOK LOOSEN ALL ISOLATED TREE PLANTING LOCATIONS AND PLANTING BEDS I{ = -1 R TOWARDS ME INSIDE OF ME HOPE, WIRE MESH 6" LANDSCAPE STAPLE TO A MINIMUM DEPTH OF 12". SOIL AMENDMENTS SHALL BE APPLIED DURING CULTIVATION. "RATCHET -LOCK TIES SHALL BE NYLON AND AT LEAST B" " THE STAKE INTO THE GROUND, 12" MIN 2 PER TAB FROM PLANTING HOLES. LONG STAKE AMPUSH A MINIMUM OF 12`. DRIVE SIX LANDSCAPE STAPLES (6" LENGTH, 2 PER SACKFUL SOIL USE CULTIVATED AND AMENDED SOIL EXCAVATED REMOVE ALL DEBRIS INCLUDING ROCKS LARGER THAN 3' DIAMETER. SEO E5 LOWER EDGE OF THE MESH TAB) THROUGH THE HALES M DCYLINDERISTURBING T BELOW ME SOIL SURFACE N1MOUT OISTURBN G THE TREE BELL THE 3 BORON TABS AT OPPOSITE ftOOtS ANGLES TO SECURE ME HOPE i0 FERTILIZER MN/p0T 3681 THE GROUND. 5 "•CUT EDGES WILL NOT BE PERWIFTE0 AT THE TOP OF THE CYLINDER, CUT THE STAKE FLUSH MI ME TOP OF THE 5"•MULCH WITHIN THE CYLINDER SHALL CYLINDER. NOT EXCEED 3" DEPTH AND SHALL BE COMPOST Mn/DOT 3890 WIMIN ME CYLINDER SHALL NOT EXCEED 3' I BERM "MIN: PULLED BACK FROM THE TRUNK AS TOP TAB DEPTH AND SHALL BE PULLED BACK FROM THE TRUNK AS AN IN MULCH PLACEMENT FOLD LINE SPECIFIED IN MULCH PLACEMENT DETAIL, DETAIL. DETAIL MULCH MATERIAL Mn/DOT 3882 TYPE 6 UNLESS OTHERWISE SPECIFIED. 4,5. HINGE BOTTOM WHORL PINE BRANCHES MAY HAVE TO BE BOTTOM MORE OF PINE I ' MASS PREPARE PLANT SPACING OF LE55, PLANT IN STAGGERED RIEMTHE TA REMOVED TO PERMIT INSTALLATION W 12" MIN. HDGN1 BRANCHES MAY HAVE TO BE BRANCH __ IF ROWS ON THE PERIMETER FIRST, MEN UNIFORMLY FILL IN WITH RODENT GUARDS. REMOVED PERMIT - - - - - - - - - REMAINING QUANTITY. USE TRIANGULAR SPACING, UNLESS SPECIFIED N. WAR OF 12" MIN. HEIGHT RODENT GUARDS. RODENT OTHERWISE. PROVIDE 5' RADIUS CLEAR OF SHRUBS AROUND EACH INSTALL ON ALL DECIDUOUS AND PINE TREES. DO NOT INSTALL I.j,' D MASS PLANTING DECIDUOUS TREE AND RADIUS AROUND EACH EVERGREEN TREE THIS ON SPRUCE TREES, PINETREES ON ALL DECIDUOUS AND H THE RADIUS (CLEARANCE) SHALL BE MEASURED FROM THE CENTER PINE TREES. DD NOT INSTAII ON SPRUCE TRUES. p -H GROSS TREE TO THE CENTER OF THE SHRUB. NOTIFY ENGINEER OF MUL PLANT QUANTITY SURPLUS DEFICIENCY IMMEDIAriET, MASS MULCH. L R PLANT SPACINGS OF _ _Oft LESS. RODENT PROTECTION DETAIL OPTION 1 ( ) BTO OTM*FAB RICH ) ° I PAINT OAKS, LINDENS. LOCUSTS, MAPLES, CRABAPPLES AND MOUNTAIN TREE PAINTING ASH. ONLY UNDILUTED EXTERIOR WHITE LATEX PAINT IS ACCEPTABLE. • 24" 512E FOR PAINT TREE CIRCUMFERANCE FROM. GROUND LINE TO FIRST MAJOR BRANCH. DECIDUOUS TREES °I° ° ° °) _ PLANTING PLAN RESPECT STATED DIMENSIONS BEFORE SCALING FROM PLAN. 12' SZE FOR l t3" 15" ) 15 M CONIFEROUS TREES. 55.25 1 L PLANT TYPE AVERAGE AMOUNT OF WATER PER SEAMLESS, TWIN -WALL PREVAILING WIND•? 3.25' MIN. LGID APPDCATON IN GALLONS A TRANSLUCENT RIGID AND SEMI TRANSLUCENT RODENT PROTECTION DETAIL (OPTION 2) NETTING POLYPROPYLENE TUBES WITH A LASER LINE PERFORATION AND MACHINE TRANSPLANTED TREES SD - TGD LASER LINE Z AllLAM OUTWARD -FLARED TOP RIM. 42" AND UP PERFORATION _ NOTES: BARE ROOT TREES 15 TUBE SHELTER 2•^SECURE IN SHELTER AiH NYLON NC TES ATTACHED TO A RETSTEEL DR DRILLED TO WATERING BALLED &BURLAPPED SHRUBS 10 STAKE I I*'x I" WHITE STAKE B PREVENT 1" x 1" WHITE TWISTING. DISLODGING OR TWISTING. IMBED THE POSTS ro DE NOTCHED RETAIN GUY CURES PLACE OUTSIDE OF ROOT SLOP. DRIVE PLUMB REGARDLESS CF GROUND GUIDELINES BARE ROOT OR CONTAINER SHRUBS 7 (LENGTH VARIES) - BOTTOM OF THE A MINIMUM OF SLOPE. i" BELOW THE SOIL SURFACE WTHOUi IL S Y ROLLED STEEL WOODY SEEDLINGS 4 DISTURBING THE TREE ROOTS EWESTS TO SUBSTRATE RUBBER HOSE AND POST (Mn/DOT 3403 RELEASABLE I %R WIRE GUYING SYSTEMS WILL NOT BE N OR APPROVED EQUAL PERENNIALS AND VINES U TO RATCHET PEAK SECURE SLAKE IN I -1 M EGRADARLE A PLASTIC SLEEVE NETTING COVER AND SLEEVE OVER ME SETTING APPROVED, 16" LONG IT IS THE CONTRACTOR'S RESPONSIBILITY MONITOR AND MAINTAIN FORMED tUeE RECESS TOP OF THE TUBE TO PREVENT STAKING NOT REQUIRED UNLESS POLYPROPYLENE OR SOIL MOISTURE AT ADEQUATE BUT NOT EXCESSIVE LEVELS. THE ABOVE ATE BU C I'. IT ENTRAPMENT OF BIROS. PULL NETTING S SPECIFIED OR NECESSARY TO MAINTAIN TREES SPECIFIED WHERE VANDALISM, POLYETHYLENE 40 MIL, LISTED APPLICATION AMOUNTS ARE GUIDELINES. NOT REQUIREMENTS. DOWN AS SHOWN. S APR WI D CONGRESS SOIL, OR WIND CONDITIONS ARE A PROBLEM, WIDE STRAPS. OR AS REQUESTED BY ME ENGINEER. ATTACH ATTACH WITH 10 gv WIRE4TREES SEEDLING TREE SHELTER DETAIL a'"REMOW AFTER ME YEAR, PAINT E FE CIRCUMFERENCE FROM GROUND LINE TO LAST MAJOR BRANCH. 10% 22 LB. FLANGED CHANNEL STEEL SIGN POST (Mn/DOT 3401) OR APPROVED EQUAL UNDISTURBED SOIL LOOSENED SOIL WITH SOIL AMENDMENTS y " MULCH LOOSENED SOIL FINISHED SOIL ELEVATED FINISHED GRADE n n ^ MIN, 12' L005ENED o ° SOIL MPA SOIL AMENDMENTS APPLICABLE TO DECIDUOUS OVER 4" CALIPER AND EVERGREEN TREES OVER 10 STANDARD TREE LARGE MACHINE - PLANTING SOIL UNDISTURBED SOIL STAKING / GUYING DETAIL TRANSPLANT TREE, CfffOF ENGINEERING PLATE: [REVISED: 1-10 FILE NAME: G: \ENG\SPECS\5311 5311- PLANTING DETAIL DEPARTMENT 1ST. If CUT AREA i PINT'INGMFALL, FOLLOW FOIL DECIDUOUS - --"---3� PLANTING GATES. \ - PINTACC,OIRDINGrO 2'"ACTUAL DATES MAY CHANCE DEPENDING INSTALL TILE DRAINAGE PLANTING DETAILS AS APPLICABLE UPON SEASONAL CONDI710NS, AS INSTALL GRANULAR FILTER i.*'FX(.AVATYi HOLE ON BED TOAL1OV`/ II ON 1:2 SLOPES OR GREATER, DO NOT DETERMINED BY THE ENGINCCft PLACING THE TOP OF THE ROOT MASS 1 3 CONSTRUCT THE UPHILL HALF OF THE 3"FALL PLANTING MAY NOTBE 1"EXCAVATE HOLE OR BED TCO ALLOW. HIGtIERTFIAN FINISHED GRADE. ' WATERING BASIN. RECOMMENDED OR ALLO}+JEa SEE SPECIAL PLACING THE TOP OF ROOT M1A5S 1"3" 2"'INSTALL 4" MINIh1LilA OIAGIETER DRAIN TILE .�' ON WET, POORLY DRAINED SOILS,D« PROVISIONS FOR SPECIFIC PROJECT HIGHER THAN FINISHEU(RAFAE, DAYLIGHT ING AT ALOWER GRADE, AS NOT CONSTRUCT TR WA C LNG BASIN. PLANTING DETAIIL FOR STEEP SLOPE B 2 ' +' FOI't DECIDUOUS TREES a INDICATES 3'FOR CONIFEROUS TREES REQUIREMENTS- THE FOLLOWING BARE ROOT PLANTS ARE NOT RECOMMENDED FOR FALL INSTALLATION HAWTHORN, RUSSIAN ALIVE. DOGWOOD POPIF2, HACKBEWRY LINDEN IRONWOOD, HONEYLOCU T BIRCH MOUNTAIN ASH, DIPOLE, WILE.G'W,CRABAPPLE, PROJECT LOCATION -. PLUM/CHERRY, OAKS., AND SUMAC, 2. AU('ER BOIFlMETER IiGL CS ENTIRELY THROUGH IMPERVIOI/S OR PCTORLY DRAINED HARD PAN SOIL LAYTER TO ACCOUNTABLY GRAIN Sl BSOII d:'THC UI2(t)GHLY BACKFILL/AUGER HOLES WITH A UNIFORM INCORFORATED. MIXTURE OF 50'K SAND AND 5(0a APPROVED BY THE ENGINEER. - 3 'CAtAPLE+[ PLANTING ACCORDING TO PLANING DETAILS (SHEETN NOTES: II 1 °'BARE ROOT PERENNIALS MUST BE EXISTING GRADE INSTALLED IN THE SPRING BY JUNE HOLE EXCAVATION WIDTH IN ACCORDANCE WITH MINIMUM ON STANDARD PLANTING DETAILS. { rN PREPARED PLANTING BED AND BACKFILL I SOIL ("F OROUGHLY LOOSENED, MULCH FINISHED GRADE KEY SPRING - FALL PERENIALB GONIFEROII: DECIDUOUS SEEbDNGS DECIDUOUS C NIF U� D E p t ®TO MAYi APRIL TO APRIL'21 TO APRIL2t TO OGL9 TO AUG 25 TO JUNE 15 JUNE 1 JUNE 1 JUNE i NOV.1 SETT i6 2 ®TO MAYS AFRIL7 'To AIRILY APRIL? TO OCT. 10 TO AUG),25 T JUNE 15 MAY 17 TRUE 1 MAY 17' NOV_ 15 SEPT, 15 INPLACE SOIL. 4.'"COMPLrTE: PLANTING ACCIORDING INSTALL MINI -BERM TO PLANTING DETAILS (SHEETA) -,NO I —EXCAVATE DOLE OR BED 114 THE DEPTH THEE'. THE NEED FOR USING AL I"ERNlATi1'E. OF THE ROOT MASS. 2."SETROOTCT 1 _ IN t0_C. PLANTING DETAILS AND Wf11Ci+i TYPE TO BE BERM WI SANDY LOAM 8bPS US5E SHALL BE DETERMINED MY THE EL, EXTE TOPSOIL EXTEND THE BERM BASE TO A CONTRACTOR AND SUBJECT SO WIDTH OF3TIMES BERM APPROVAL BY T HE ENGINEER_ TI 4'"GGMPLETE PLANTING ACCORDING TO ACCORDING PLANTING DETAILS (SHEET A) PLANTING FBI AUL FOR MASB PLANTING BEDS OPTIMUM P ANTING DATE ZONES IN MINNESOTA ALTERNATIVE FLAN TIRE DETAILS FOR POORLY DRAINED SOIL ANOKA ZONE 3 4b ZONE WRIGHT R ;4-1 HENNIPEN MN.EOD ZONE 4 C SUBSIDING OR MRS CONTRACT GMRIOD SHALL BE ACCEPTABLE THROUGHOUT AT AE CONTRAOTPERIOD PROVIDED TiNDUP NFINALIi IS / MAWTAIANCE. REPLACEM3°08PTCHSMALTIMES LEDRECUT AND ZED WHNT - CONEPTANCR' REPLACEMENT MULCH AMINAT E THEM L WHEN HE ./ SIBLEY SCGTT CON'FRACTOR:`S OPERATIONS HAVE CONTAMINATED THE MULCH WITH OO�NN 5 SDIL 6^aiC/' NOTE: I"REMOVE b1ULCH PLACED TO A DEPTH GREATER THAN TFIAT SPECIFIED WHEN DIRECTED BY THE ENGINEER. 2,"PI ILL PAT LCH BACK NO LESS THAN 3" ANDN0 MORE THAN 6" - UNACCEPTABLE PLANT HARDINESS IN FROM THE TRUINK CHANHASSEN IS ZONE 46 - ZONES AVERAGE ANNUAL EXTREME - MINIMUM TEMPERATURE RANGE - FOR ZONE 46 IS -25 TO -20 DEGREES (F) ALL PLANT STOCK SHALL BE - SEEMED ACCEPTABLE FOR HARDINESS 11'IF IT IS HARDY TO 1'HE MINNESOTAZONE 46 WHERE THE PROJECT SITE IS LOCATED AND: OR A, -PLANT STOCK CAN BE DOCUMENTED AS ITITLANT STOCK, IF GROWN OUTSIDE THE ACCEPTABLE CONTINUOUSLY CRO+P:N FORAT LEAST "I'HE LAST GROWING RANGE ULAD 8, CAN BE DOCUMENTED AS TYPLOFPLANI W CENFEIRCE MULCHLINEI k EDGEOF f MULCH LIKE Y DEPHI OF MULCH Z DEPTHOF MULCH CONIFEROUS TREES VARIES I, MIN, 4^ 6" 4" 6" DECIDUOUS TREES 'a, PER. NVA. A"-B" 4'-6' GONE E'RCUS SHRUBS VARIES 3, MIN, 3"-4" W-Y DECIDUOUS SHRUBS THIN. NIA 4"-B" 4•-.R" VINES 2' FAIR. NtA 4^.r>' PERENIALS VARIES TMIN. 2', V 2"-4" MACHINETI2ANSFLANT'ED TREES I 12"BEYOND EDGE OF I90Cg 6 q' 6" TWO YEARS HVITHIN THE ACCEPTABLE LIMITS HAVING THESEED SOURCE AND ROOT AND GRAFT ZONES 3.4 OR 5 SHOWN ON THE ACCEPTABLE PLANT' STOCK ORIGINATING FROM 114IT11IN THE ACCEPTABLE STOCK GROWING RANGE ABOVE. GROWING RANGE LIMIT S. MULCT: PLACEMENT CRTAIL, ACCX-FTAYUJ PI AN I' OF Or K GAMING RANGE L TO 18 SOURC,E'. L S D A PINT HARDIVE I ZONE M1IS - (Mop REVISED: FILE NAME: ENGINEERING PLATE: PLANTING DETAILS FOR 3-14 G:\ENG\SPECS\5310 DEPARTMENT 5310 STEEP SLOPES/MASS BED PLANTINGS NOTES - INCORRECT CUT (TOO CLOSE) RESULTING 1 *•REDUCE COMPACTION ON ROOT SYSTEMS IN DISCONTINUOUS CALLUS FORMATION D M WHERE IT OCCURS BY DRILLING D TH (2") BRANCH DARK RIDGE AFTER ONE SEASON OF GROWTH. 450 RULES )N THE SOIL TO A DEPTH OF END mm (18C BEGIN T FROM THE TREE l CORRECT CUT (LEAVING BRANCH COLLAR TRUNK TRI CLANGS O AT 2' INTERVALS IN BUT HN STUB) RESULTING IN CONTINUOUS CONCENTRIC RINGS OUT TO THE PROTECTED DOUGHNUT SHAPED CALLUS FORMATION ROOT SYSTEM BRIDGEZONE. e AFTER ONE SEASON OF GROWTH. 2.""WATERING OP R00 DEAD BRANCH � LIVING BRANCH T DAMAGED TREES WILL BE VIER III) ATORY PLOW REQUIRED I B Q (RED TO MAINTAIN T ADEQUATE BUT NO T 0 \• X PRUNING � B / STEPS TO E CESSIVE SOIL MOISTURE TO A DEPTH OF i6" HI T WIT N THE UNDISTURBED PORTION OF 1!•FRIST CUT PART WAY THROUGH ME M E IMPACTED ft LAP (I A TE TEE DR LINE C I BRANCH AT POINT A E / D BRANCH CUT COMPLETELY THROUGH 3"•A 6 INCH LAYER OF WODDCHIP MULCH ' ' E PLACED OVER A TYPE III (SASS GEOTE%TILE p 3.••NOW CUT FROM POINT C TO A '-I A '� `a BRANCH FROM POINT B TO A. %' FABIDG RIC MAY BE USED IN LIEU 8F THE ROOT l)1I - / D. ` SYSTEM [DUE. I AA.!FlF D IS HARD TO FIND, DROP A 4."•WHEN DESIGNATED IN ME PLAN OR WHEN COLLAN PLUMB�X OPEN OINTA NE THE AGE VERTICALLY C-D TOM TO AT DIRECTED CONSTRUCTIONMINESSHALE BE OCUUT BRANCH COLLAR SHOULD BE APPROXIMATELY EQUAL CLEANLY (TO THE MAXIMUM DEPTH TO X_ -E. ROOT SYSTEM BRIDGE AND VIBRATOROY PLOW NECESSARY FOR CONSTRUCTION) ME A III VIBRATORY PLOW OR OTHER APPROVED ROOT I� CUTTER PRIOR TO ANY EXCAVATION. ROOT ENDS EXPOSED EXCAVATION AITVITIES SHALL BE IMMEDIATELY TELY COVERED WITH A 6" HARDWOODS SOME CONIFERS PRUNING NOTES. LAYER OF ADJACENT SOIL BACKFILL, HATEDREGENTS, OR INSTALL A RETAINING WALL AS DESIGNATED - 2,"DO NOT BRANCH COLLAR (C X) 0) I IN THE PLAN OR WHEN DIRECTED BY THE 2.••DO NOT RUSH CUT (C TO %) -.TUNNEL .ENGINEER. 3r"DO NOT LEAVE STUBS A TO B 5"4F CONSTRUCTED VEHICLES MUST PASS OVER ( ) PROTECTION ZONE 4.•"BEST TIME TO PRUNE IS LATE ROOT ZONES CONSTRUCT ROOT SYSTEM DROP CROTCH ICING THE IS BRIDGES WITH STEEL PLATE SUPPORTED ON HEIGHT FOR REDUCING THE B DORMANT SEASON OR EARLY SPRING. WOOD TIMBERS PLACED RADIALLY i0 THE HEIGHT R LENGTH OF MAIN A CORRECT TOO LONTOOG SLANTED TREE TRVNK. C PRUNING CLOSE LONG SIANTEp B--AVOID PRUNING .OAKS IN APRIL. MAY, STEMS OR BRANCHES BY CUT JUNE OR JULY. LATERAL BACK i0 A LLARGE LATERAL BRANCH. 8•"IMMEDIATELY PAINT ME WOUNDS TREE PROTECTION ZONE MADE IN APRIL, MAY, .SINE OR JULY WIM LATEX PAINT OR SHELLAC. TREE DIAMETER ATMID TANCE FROM a.5' ABOVE GROUND TRUNK D 0-2 ILIAIi I 3 -4DROP CROTCH OR CUTTING BACK 1n-1a 15 -T9 12 BRANCHES SMALLER THEN 2" t9 + 15 IN DIAMETER SHOULD BE CUT JUST BEYOND A LATERAL BUD OR •MEN UTILITY INSTALLATIONS MUST OCCUR ANOTHER SMALL LATERAL BRANCH. THE UTILITY INSTALLATION TUNNEL %THIN THE TREE PROTECTION CONTRACTOR AS FORCED PRUNING SMALL BRANCHES IDEAL CUT SHOULD BE SHARP, IN THEBORE ABOVE VLT UNDER TREE ROOTS THAT ARE SHALL PRUNING DETAILS (Shigo Method) CLEAN. AND MADE ON A SLIGHT ANGLE. TO BE PRESERVED. ME CONTRACTOR SHALL BORE AT A MINIMUM DEPTH OF 24' BELOW ME GROUND SURFACE WITHIN THIS ZONE SIGNIFICANT TREES NEAR THE PROPOSED CONSTRUCTION LIMITS ROOT PROTECTION AND TRENCHING DETAILS WILL BE IDENTIFIED) IN ME PLAN OR BY ME ENGINEER AND PRESERVED BY ME CONTRACTOR. NOTES: DRIP LINE I. --PLACE THE TEMPORARY FENCE, 2."REDUCEE SLOPE ROUNDING WHERE ROOT ZONES WILL CONSTRUCTION LIMITS Tree Protection Area BE DISRHIBED BY NORMAL SLOPE ROUNDING, AS TREE PROTECTION APPROVED BY ME ENGINEER. SIGN 3.••VARY MACK SLOPE STEEPNESS TO AVOID TREE LOSS OR UNNECESSARY ROOT DAMAGE, AS APPROVED BY THE ENGINEER. TEMPORARY FENCE. REDUCED ROUNDING DG NOTE TER ME FENCED AREA SANDY LOAM FILL NORMAL ROUNDING We peyour Coaparto /-EXISTING GROUND LEVEL in protrotectct these trees dur mg " constrvcLipn ROlS 12 FURNISH AND INSTALL. TEMPORARY FENCE AT THE TREES DRIPIEV E FABRICATE 12" X 9 X 3/8" SIGN WITH 0.75" RADIUS CORNERS. ANNY FILL REWIRED MT{IN THE DRIP LINE OF TREES SHALL BE AN SIGN SHALL UPNCOMPACTED 'MM A COARSE SANG COMPONENT SANDY LOAM WHEN CONSTRUCTION LIMITS AS SPECIFIED.25TPRIOR TO ANY P ONE. ALL BE I"T1 E WITH BLACK LETTERING: ATTACH SIGN ( ) WHEN POSSIBLE PLACE FENCE 25 FEET BEYOND THE DRIP LINE TO POST URN G 1" LENGTH WOOD SCREWS. PLACED FT E TCOPSOIL. AT LEAST FILL MAY REWIRE INSTALLING PERFORATED PLACE PROTECTION SIGNS ALONG FENCE AT 20'INIERVALS, AND 23" RESPECTIVELY FROM ME BOTTOM EDGE OF THE SIGN. PALATE w1M AT LEAST ME DAYLICHTEO.END OPENING n5 AN ZONATION SYS ILIA. SLOPE ROUNDING DETTAIL TEMPORARY PROTECTION FENCE PLACEMENT DETAIL TREE PROTECTION SIGN DETAIL SANDY LOAM FILL DETAIL Cfff OF ENGINEERING PLATE: �� REVISED:1-10 FILE NAME: G:\ENG\SPECS\5312 DEPARTMENT 5312 VEGETATION PROTECTION DETAIL 0,111111 L ALLIANT ENGINEERING. 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX www.alliant-inc.com J Q ~ < Q z n Q Z Uj G F.. oc � IL 4 Z Q 0. a W N a U _N N N 0 Z Z IIIU a Z_ Q N U LL J I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I Him a duly Licensed - LANDSCAPE ARCHITECT under the laws of the State of MINNESOTA PLA, ASLA MARK KRONBECK, License No. Date QUALITY ASSURANCE/CONTROL BY DATE DATE ISSUE 12-1-17 ICITY SUBMITTAL PROJECT TEAM DATA DESIGNED: MK DRAWN: JG .PROJECT NO: 216-0199 17 SHEET 17 Of 17 PROJECT SPECIFICATION WEST PARK SECOND ADDITION GRADING, STREET AND UTILITY IMPROVEMENTS November 29th, 2017 ALLIANT ENGINEERING 233 PARK AVENUE SOUTH SUM 300 MINNEAPOLIS, NIN 55415 PHONE (612) 758-3080 FAX (612) 758-3099 CITY OFCHANHASSEN RECEIVED DEC 0 1 2017 CHANHASSEN PLANNING DEPT PROJECT SPECIFICATION WEST PARK GRADING, STREET AND UTILITY IMPROVEMENTS CITY OF CHANHASSEN, CARVER COUNTY, MWNESOTA November 291, 2017 Plans and Specifications Prepared for: Pulte Homes 7500 Flying Cloud Drive, Ste. 670 Eden Prairie, MN 55344 I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the Laws of the State of Minnesota. Mark Rausch, P.E. Date: 11/29/2017 Lic. No. 43480 GENERAL INDEX Special Provisions Temporary Erosion and Sediment Control Demolition Site Clearing Grading Seeding and Sodding Plants City of Chanhassen 2017 Standard Specifications and Detail Plates Cover Revisions Title Page Street Construction Specifications Sanitary and Storm Sewer Specifications Landscape Specifications Watermain Specifications 1-3 01 5713-1 to 01 5713-3 02 4100-1 to 02 4100-6 31 1000-1 to 31 1000-6 31 2200-1 to 31 2200-11 32 9219-1 to 32 9219-8 32 9300-1 to 32 9300-8 1 1-4 1 1-98 1-61 1-28 1-59 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN SPECIAL PROVISIONS These special provisions shall be used in conjunction with the City of Chanhassen Standard Specifications and Detail Plates, City Engineers Association of Minnesota (CEAM), and MNDOT specifications. The items listed in this section are specific to the project and shall be only used as an addendum to these three specifications. 1.01 SCOPE A. Work Includes: The construction of the West Park Second Addition subdivision including: temporary erosion control, utility installations, roadway improvements, and landscaping per the City of Chanhassen specifications, construction plans, and this project specification. • Access to the parcel during construction will be from the existing road dead end at the intersection of Lake Susan Dr. and Waters Edge Dr. • Demolition/construction shall not, at any time restrict access to the existing parking lot for Gateway Place Apartments. • Temporary drainage ditches/pipes shall be removed and final grading shall be completed per plans. • All perimeter erosion control devices, tree protection fencing, and, as necessary, traffic control devices shall be installed/fixed prior to construction activities. Any additional erosion control devices required for utility and roadway installations shall be installed prior to that work commencing. • Street and utility contractor to work in coordination with private utility installers on phone, gas, electric, cable, etc. for installation of necessary conduits. Joint trenching is to be utilized whenever possible. • All public and private in -place infrastructure including roads, trails, sidewalks, landscaping areas, etc. impacted or damaged as a result of construction shall be restored/replaced back to existing conditions in accordance with City specifications and details. • All work shall be completed in accordance with the proposed construction documents and all applicable standard specifications as set forth here -in and in accordance with the City of Chanhassen's specifications and detail plates. • The development project requires roadway and utility connection points within existing public utilities along the west edge of the parcel. Coordination may be required with private utility companies, the City of Chanhassen, and MNDOT to verify the utility locations, elevations, etc. The contractor to contact project engineer if any field conditions conflict with information depicted on the plans. B. Contractor's Duties: 1. Provide and pay for: Labor, materials, and equipment; tools, construction equipment, and machinery; water, heat, and utilities required for construction. Pay for all utility connection fees, meters and remote meters as specified or required. 2. Pay legally required sales, consumers and use taxes. 3. Provide required insurance. 4. Give required notices. The Contractor shall give advance notice in writing to the Owner and the Engineer of all meetings, communications and inspections relative to the project involving governmental agencies. The Engineer and Owner's Representative may attend all meetings and inspections. The Contractor shall inspect the Work of all subcontractors and shall coordinate and verify completion of the Work and the correction of any SPECIAL PROVISIONS Nov. 29", 2017 Page 1 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN substandard, damaged or nonconforming Work prior to inspection and punchlist by the Owner's Construction Inspector. 5. Comply with codes, ordinances, rules, regulations, orders and other legal requirements of public authorities that bear on performance of work. 6. Enforce strict discipline and good order among employees. Do not employ unfit persons or persons not skilled in assigned task. 7. Provide site security including temporary fences and barricades. 8. Obtain all required government, utility companies and other agency approvals for layout, equipment, etc. 9. Coordination of work with other trades and prompt notification of requirements effecting execution of work. 10. Contractor shall keep a competent representative on the Work during the execution of any of the Contractor's Work at the Jobsite. Representative shall be given power to act and to receive instruction given by the Owner, Owner's Representative or Architect/ Engineer. 11. Contractor's Representative shall cooperate with the Owner, Owner's Representative and Architect/ Engineer in planning, coordinating and executing all Work. 12. Promptly restore properties outside of the project site. 13. All work is to be contained within the proposed limits of construction. 1.02 SCHEDULE OF WORK A. TIME IS AN ESSENTIAL CONDITION OF COMPLETION. Each subcontractor shall organize his/her work in such a way as to be able to enter upon the site at the scheduled date for the start of the work and shall perform the work diligently and expeditiously to complete the various phases within the allotted times. B. The set Contract Time for the Substantial Completion of all Work described by the contract Documents and shown on the Construction Drawings shall be determined during bid negotiations. 1.03 WARRANTY A. The Contractor shall provide a minimum 24-month warranty or longer if required by City Specifications, as described within this Project Specification. The warranty shall begin the following day after the Final Acceptance of the Work completed. 1.04 EXAMINATION OF SITE A. It will be required and expected that each Contractor and Sub Contractor, before submitting a proposal for work required under these Contract Documents, will visit the site, make a thorough examination of conditions, and familiarize himself/herself with all existing conditions and all the limitations pertaining to the work herein contemplated. B. No additional compensation will be allowed because of any Contractor's misunderstanding as to the amount of work involved or his/her lack of knowledge of any of the conditions pertaining to the work based on his neglect or failure to visit or make an examination of the site. C. It is also expected that if any of these specifications is not clear or in the event there are any discrepancies, these will be brought to the attention of the General Contractor and the Engineer, and a decision in writing will be rendered as soon as possible by the Engineer. SPECIAL PROVISIONS Nov. 29`", 2017 Page 2 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN D. Each Contractor and Sub Contractor shall review the entire set of construction documents (Drawings and Specifications), to verify work that may be required in a division other than the one that comprises his work. The lack of familiarity with other specification divisions will not relieve any (Sub) Contractor of the responsibility for completing the required work at no extra cost to the Owner or General Contractor. 1.07 VERIFICATION OF FIELD CONDITIONS A. The Contractor shall take field measurements and verify field conditions and shall carefully compare such field measurements and conditions with the Contract Documents and any Shop Drawings and Product Data before commencing any work. Any error, inconsistency or omission shall be reported to the Engineer at once. No change in the Contract Sum will be allowed on account of minor differences between actual field conditions and the Contract Documents. 1.08 CONTRACTOR USE OF PREMISES A. Confine operations to areas within the property lines, public easements and public right-of- ways. Portions of the site in which construction operations may not take place are indicated not to be disturbed. B. Do not use the Lake Susan Dr. or Waters Edge Dr. right of ways for storage of materials. Schedule deliveries to minimize on -site storage of materials. No materials should be stored over 30 days, unless approved by the Owner. C. The Contractor shall be responsible for keeping the site clear from refuse, construction debris, and stored materials and enforcing compliance with this requirement by all subcontractors. D. The Contractor shall be responsible for repairing any existing pavement, utilities or curb, if damaged during construction. E. The construction staging area shall be located within the vicinity of the construction limits and shall be coordinated with the Engineer to prevent conflict with concurrent work being performed on adjacent lots. SPECIAL PROVISIONS Nov. 29th, 2017 Page 3 Alliant Engineering, Inc. Proj. #216-0199 SECTION 015713 TEMPORARY EROSION AND SEDIMENT CONTROL PART 1— GENERAL 1.01 SECTION INCLUDES West Park Chanhassen, MN A. Provide prevention against erosion and control of transport of sediment by wind or water. 1. Provide structural measures indicated on Plans and performance measures during execution of the work to prevent erosion of exposed soils at all times. 2. Provide internal and perimeter structural measures indicated on Plans to control transport of sediment. 3. Provide additional structural measures where needed to prevent erosion and control sediment as the Work progresses in accordance with the means, methods, and sequence of construction coordinated with Work of Related Sections. B. Provide periodic inspection, maintenance, and removal of erosion prevention and sediment control devices. 1. Coordinate schedule for monitoring, cleaning, replacing, and reporting as required by Regulatory Requirements. 2. Provide removal of devices and coordination for clean up and surface restoration. C. Provide housekeeping in surrounding areas to remove sediment transported off site. 1.02. RELATED SECTIONS A. City of Chanhassen Standard Specifications and Detail Plates B. Section 02 4100 —Demolition C. Section 31 1000 — Site Clearing D. Section 312200 —Grading E. Section 32 9219 — Seeding and Sodding 1.03 REFERENCES A. Minnesota Pollution Control Agency, State of Minnesota Stormwater Manual, with current updates B. Metropolitan Council, Minnesota Urban Small Sites BMP Manual: Stormwater Best Management Practices for Cold Climates, current edition. C. Minnesota Department of Transportation, Standard Specifications for Stormwater Management and Erosion Control, current edition (Mn/DOT) D. City Engineers Association of Minnesota Standard Specifications: 2600 Trench Excavation and Backfill/Surf tce Restoration 1.04 SYSTEM DESCRIPTION A. General: The project is required to be permitted under a National Pollutant Discharge Elimination System/State Disposal System (NPDES/SDS) General Storm -water Permit for Construction Activity for all phases of the project. B. Design and Performance Requirements 1. Erosion prevention and sediment control devices and/or practices indicated on the plans are the minimum requirement. 2. Provide additional design and implementation of Best Management Practices, consistent with Referenced Standards and Regulatory Requirements of this Section and in accordance with the TEMPORARY EROSION AND SEDIMENT CONTROL July 13's, 2017 01 5713 —Page I Alliant Engineering, Inc. West Park Proi. #216-0199 Chanhassen, MN means, methods, and sequence of construction. 1.05 QUALITY ASSURANCE A. Qualifications: Designers, installers, and inspectors of erosion prevention and sediment control devices, and those responsible for performance or supervision of affected work, shall be familiar with the Referenced Standards and requirements of the NPDES/SDS Permit and shall be authorized to render decisions on behalf of the Contractor. B. Regulatory Requirements 1. Minnesota Pollution Control Agency - NPDES/SDS Permit a. With the Owner, provide a Storm Water Pollution Prevention Plan (SWPPP) for this project, incorporating the project drawings and specifications relating to erosion prevention, sediment control, and final restoration of all disturbed surfaces. b. Comply with permit requirements for handling and storing potentially hazardous materials and waste, spill protection including concrete washout, site inspections, maintenance, and removal of erosion prevention and sediment control devices. 2. Other: Comply with any additional permit or regulatory requirements of the City, County, Water Management Organization, or other Authority Having Jurisdiction. C. Pre -installation Meetings: Installers, inspectors, and those responsible for performance or supervision of affected work shall attend pre -installation meetings for Work of Related Sections to provide for coordination of the S WPPP prior to beginning any land disturbing activity or subsequent construction that may require temporary removal, relocation, or additional installation of erosion prevention or sediment control measures or devices. 1.06 PROJECT A. Existing Conditions 1. Determine extent and condition of existing site and downstream surface water conveyance system. 2. Provide documentation of detrimental downstream conditions that may be construed as being caused by work of this project and inform appropriate authorities of such condition prior to beginning work. B. Damages: The Contractor is solely responsible for required cleanup and restoration of any storm water conveyance system, river, stream, lake, reservoir, ground, roadway surface, or other property upon which sediment may be deposited as a result of failure to provide proper controls. 1.07 SEQUENCING AND SCHEDULING A. General 1. Prior to the start of any land disturbing activity establish sediment transport controls at the upstream side of all perimeter walks and property lines affected by the Work of this phase. 2. Provide temporary rock entrances at construction access points. 3. At the pre -installation meetings determine the sequence and schedules for site clearing and grading, temporary storage of soil materials, utility installation, building excavation, paving, final turf restoration, and all other work that constitutes land disturbing activity. a. Include detailed schedule in the SWPPP. 4. Install erosion prevention and sediment control measures as Work progresses. PART 2 — PRODUCTS 2.01 MATERIALS TEMPORARY EROSION AND SEDIMENT CONTROL July 13"', 2017 01 5713 —Page 2 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN A. All materials shall be as specified in the Referenced Standards or noted on the Plans. PART 3 — EXECUTION 3.01 INSTALLERS A. Installers shall work under the direct supervision of a site operator who has thorough knowledge of Referenced Standards and requirements of the NPDES/SDS Permit. 3.02 EXAMINATION A. Verification of Conditions 1. Examine all areas affected by Work prior to start of land disturbing activities. 2. Notify Owner of latent conditions that may be construed as being damaged by failure to complete work. 3.03 INSTALLATION A. Install erosion prevention and sediment control devices at perimeter locations indicated on Drawings prior to initiation of soil disturbing activities. B. Install additional erosion prevention and sediment control devices as Work progresses in accordance with the means, methods, and sequence of construction. C. Install devices as specified in the Referenced Standards. 3.04 CONSTRUCTION A. Interface with other work: Coordinate installation sequence with schedules for Work of Related Sections, such that disturbed soil areas, temporary stockpiles, dewatering discharge locations, concrete washouts, and drainage systems will not be unprotected. 3.05 FIELD QUALM CONTROL A. Maintain copies of Referenced Standards at the project site. B. Provide for inspections and maintain log in accordance with NPDES/SDS Permit requirements. 3.06 MAINTENANCE A. Inspection: Inspect all erosion prevention and sediment control devices a minimum of once weekly, after each run-off event, and daily during prolonged rainfalls. B. Repair: Repair all structural measures immediately on detection of damage and replace filters when 50 percent of capacity is clogged. C. Cleaning: Remove sediment deposits when 33 per cent of available storage space up slope of protection device is full. D. Off Site Housekeeping: Provide periodic street sweeping and any other measures required to clean up sediment transported beyond the project limits. 3.07 REMOVAL A. Remove and replace erosion prevention and sediment control devices as needed for progress of construction and coordination between Work of Related Sections. B. Remove all temporary erosion prevention and sediment control devices after permanent ground cover has been established and approved by the Owner. C. Provide coordination for final surface_ restoration at locations of removal as designated for new construction in the surrounding area. END OF SECTION TEMPORARY EROSION AND SEDIMENT CONTROL July 13'", 2017 01 5713 —Page 3 Alliant Engineering, Inc. Proi. #216-0199 SECTION 02 4100 DEMOLITION PART1-GENERAL 1.01 SUMMARY A. Section Includes 1. Demolition and removal of designated items. a. Below grade pipes and conduits. b. Structures. c. Pavements and floor slabs. West Park Chanhassen, MN d. Below grade utilities. e. Site fixtures and fiunishings; including associated foundations. 2. Project goal to employ demolition methods which reduce, reuse, recycle and salvage demolished materials to the greatest extent feasible. B. Related Sections 1. Section 015317 —Temporary Erosion and Sediment Control 2. Section 31 1000 — Site Clearing 3. Section 312200 —Grading C. Special Precautions 1. Ground and Surface Water control. 2. Dust control. 3. Material requiring special handling. D. Contractor's Options 1. Salvage/reuse of demolished concrete components for use as on -site sub -base material — recycled concrete must meet MnDOT specification 3138. 2. Recycle 3. On site disposal. 1.02 A. Occupational Safety and Health Administration (OSHA) B. United States Department of Agriculture — Natural Resources Conservatuion Service (MRCS) C. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT), Current Edition with current supplements, unless noted otherwise. 1.03 DEFINITIONS A. Abandonment 1. Below grade pipes and conduits. a. Smaller than eight inches (greatest inside dimension): Remove ten feet at each point of disconnection and cap each end with manufactured plugs and restraints, or, bulkhead completely with concrete. b. Eight inches and larger: Remove ten feet at point of disconnection and cap live end with manufactured plug and restraints; blow abandoned portion full with sand. 2. Structures DEMOLITION July 13ih, 2017 02 4100 — Page 1 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN a. Remove tops and/or slabs of basements, maintenance holes, septic tanks, and similar structures. b. Remove walls to an elevation not less than four feet below finished grade. c. Fracture or perforate floors or base slabs to provide draining of entrapped water and backfill with free draining granular material. 3. Pavements and Floor Slabs: Fracture or perforate on minimum ten -foot grid to provide drainage. 4. Below grade Utilities (gas, electric, telephone, etc.): Remove ten feet at each point of disconnection. B. Salvage 1. For reuse on Project: Store materials in a secured location, on or off site, until time of reinstallation. 2. Salvage of demolished concrete components for reuse as on -site sub -base material: Recycled concrete must meet MnDOT specification 3138. 2. Salvage by Contractor: Immediately remove material from site. Brokerage of Contractor salvaged material is not permitted on site. C. Recycle 1. A minimum of 50% or greater of demolished building materials shall be recycled. 1.04 SUBMITTALS A. Permits: Evidence of permits applied for and received. B. Schedule: Indicate demolition procedures and removal sequence. C. Plan to include: 1. Location of salvageable items. 2. Location of temporary storage, barricades, and fences. 3. Temporary work required and its sequence. D. Project Record Documents: Locations of abandoned utilities, subsurface obstructions, and any item relocated or buried. E. Quality Assurance 1. Photograhs or video of existing condition of improvements to remain that may be construed as damaged by the work. 2. Test results for characteristics and composition of material reused on site. 3. Backfill compaction test results. F. Closeout: Location of off site disposal, if requested. 1.05 QUALITY ASSURANCE A. Regulatory Requirements 1. Conform to current Minnesota State Building Code, Uniform Building Code and all applicable federal, state, and local rules and codes for demolition of structures, excavation of trenches, safety of adjacent structures, fire protection and emergency access, dust control, run-off control, transport, and disposal of removed items. 2. Obtain necessary permits and comply with requirements for demolition and removals from within Public rights -of -way and easements. a. Provide an approved traffic control plan as needed. b. Provide for coordination of required inspections. DEMOLITION July 1311, 2017 02 4100 - Page 2 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN B. Certification: Provide statement certifying that work was completed in accordance with the intent of the Contract Documents and that the site is ready for subsequent work. C. Pre -construction Meeting: Schedule a meeting to provide coordination and confirm sequencing and procedures with the Owner's Representative, all affected Contractors providing work of related sections, and all affected utility service providers. 1.06 STORAGE AND HANDLING A. Storage and Protection of Salvaged Material 1. For reuse on project. a. Remove material in a manner to prevent damage. b. Store in a manner to prevent contamination and unauthorized use. B. Waste Management and Disposal I. Remove material from the site as work progresses, except as designated for salvage. 2. Materials may be stored in aggregate for a period not to exceed one week to facilitate bulk removal. 3. Materials placed in a dumpster provided by a contracted disposal service shall be considered removed from the site. 1.07 PROJECT A. Environmental Requirements 1. Comply with conditions for dewatering, drainage, excavation, and backfill as specified in related Sections. 2. Do not begin work until protection against erosion and control of sediment that may be transported by wind or water is in place. B. Existing Conditions I . Record Documents: Instruments of record, including but not limited to; studies, reports, facility condition assessments, surveys, or plans; furnished with the Project Manual, Project Drawings, or available for inspection; are made available for information only and are not guaranteed to be inclusive. 2. Condition of Structures: Owner assumes no responsibility for existing condition of items to be demolished; however, conditions existing at time of inspections allowed for bidding purposes will be maintained insofar as is practicable. 1.08 SEQUENCING A. Traffic 1. Ensure minimum interference with public rights of way and other adjacent occupied facilities. 2. Obtain necessary permits for closure or obstruction of roadways or sidewalks. 3. Provide traffic control and/or alternate routes if required. B. Notification 1. Contact Gopher State One -Call at 651-454-0002 to arrange for utility locations 48 hours minimum prior to starting work. 2. Notify the Owner's Representative and adjacent property owners a minimum of 72 hours in advance of demolition of each major increment of work. C. Permits: Do not begin work until applicable permits are issued by authorities having jurisdiction. DEMOLITION July 1311, 2017 02 4100 — Page 3 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN D. Remove existing farmstead and all associated improvements as described in the Summary of Work prior to beginning other demolition. 1.09 SCHEDULING A. Coordinate the schedule for demolition or abandonment of items necessary to maintain the Critical Path for subsequent work specified in related Sections. B. Assume responsibility for proper closure of excavations left open for reconstruction that may be work of related Sections. C. Obtain necessary permissions from Owner or regulatory authorities for work that must be performed outside of normal work hours, on weekends, or over holidays; either as necessary to minimize the impact of temporary shut down of utility services and traffic, or for the Contractor's convenience. PART2-PRODUCTS 2.01 DEMOLITION MATERIALS A. Fill Materials: Types specified in Section 312200 and 31 2316.13. B. Burial, when approved by Owner. 1. Only relatively inert material that will not decompose or pose a threat to ground water quality is permitted for burial (brick, block, concrete, etc). 2. Material must be reduced to particles smaller than four inches in the greatest dimension and must be free of voids. 3. Material must be blended at a 1:1 ratio with common excavation material, or as otherwise approved. 4. Material must be placed a minimum of 4 feet beneath structures or finished grade. C. Concrete: Portland cement concrete, 3000 psi, air -entrained. D. Pipe Plugs and Caps: Manufactured specifically for the indicated purpose, of matching material, with necessary restraints. F. Wood Markers: 4" X 4" X T wooden posts (nominal). PART 3 - EXECUTION 3.01 EXAMINATION A. Site Verification of Conditions 1. Record by photo or video the condition of adjacent or on site items that are to remain that may show evidence of damage that might be construed as related to or caused by work of this section. 2. Identify required lines, levels, and contours and verify that survey benchmark and intended elevations for the Work are as indicated on the Drawings. 3. Notify affected Public and Private Utilities of beginning of work. 4. Verify that Erosion Prevention and Sediment Control Devices are in place. 5. Verify that site clearing is complete in areas to be excavated. 6. Perform investigative excavations to verify location of existing underground facilities at sufficient locations to ensure that no conflict with the proposed work exists and that sufficient clearance is available to avoid damage to existing facilities to remain. a. Notify Owner's authorized representative upon discovery of unforeseen conflicts. DEMOLITION July 13'", 2017 02 4100 — Page 4 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN b. Follow notification with written narrative and diagrams indicating conflict with sufficient measurements and details to evaluate, if requested by Owner. 7. Verify locations for temporary material storage. 8. Document condition of items to be salvaged for reuse on the project or to be turned over to the Owner. 9. Verify that the farmstead and related trash piles have been examined and inventoried for hazardous or regulated material. 3.02 PREPARATION A. Protection of Persons 1. Provide barricades to prohibit unauthorized entry. a. Maintain secured egress and access at all times. 2. Provid excavation support in accordance with regulatory requirements. a. Excavation safety is the responsibility of the Contractor. B. Protection of Property 1. Protect and maintain benchmarks and monuments established for the work. a. Employ Licensed Land Surveyor if relocation is required. 2. Protect existing plant material within the construction limits which are to remain. a. Provide or maintain barricades and fencing consistent with related sections. b. Do not allow storage of equipment, construction materials, or vehicle parking beneath protected trees. 3. Protect existing equipment and structures which are to remain. a. Provide bracing or shoring to prevent movement. b. Support utilities to maintain alignment and condition. c. Cease operations if adjacent structures appear to be in danger and notify the Owner. 4. Verify load bearing capacity of pavement that will be traveled by construction traffic. a. Provide soil cover, planks, or other protective -covering over pavements to prevent damage by overweight, lugged, or tracked equipment. C. Access: Obtain written permission or permits from adjacent property owners when equipment will traverse, infringe upon, or limit access to their property. 3.03 DEMOLITION A. General 1. Abandon, remove, and/or prepare for salvage items designated on the Drawings. 2. Mark subgrade utilities scheduled for reconnection by burying a wood marker one foot horizontally away from the point of termination with the lower end at the top elevation of the utility. 3. Complete removal in lieu of abandonment is acceptable where feasible. 4. Backfill excavations made for demolition at the end of each day. B. Documentation: Record horizontal and vertical locations of abandoned utilities and include information on bearing, length, size, and material of abandoned portion; and location and dimensions of abandoned structures, if different from plans. C. Demolition for Convenience 1. Pavements, structures, etc. maybe removed to the nearest existing construction joint beyond the minimum required, with prior approval of the Owner. 2. Replacement of excess material removed shall be at no cost to the Owner. DEMOLITION July 13t6, 2017 02 4100 —Page 5 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN 3. Certain items designated for removal, such as aggregate base material, selected granular material, or on -site reprocessed material, may be salvaged for convenience for reuse on the project with prior approval of the Owner. a. Such material shall be tested and approved as specified for new construction. 4. Burial of selected material is allowed as indicated on the plans and defined herein. D. Sawcut full depth at limits of removal of pavement and structures. E. Removals required for construction in Mn/DOT right of way shall be completed in accordance with applicable sections of Mn/DOT specifications. 3.04 EARTHWORK A. Complete trench excavation and backfill and filling of depressions as indicated for new construction and specified in Related Sections. B. Stop work upon discovery of unsuitable soil conditions. 1. Notify Owner's authorized representative and allow for inspection. 2. Provide coordination for necessary soil correction as specified in related Sections. 3.05 SPECIAL PRECAUTIONS A. Ground and Surface Water Control 1. Prevent accumulation of ground or surface water in excavations. 2. Provide removal or diversion of water as specified in Related Sections. B. Dust Control: Provide for control of sediment transport by wind as specified in Related Sections. C. Material Requiring Special Handling 1. Provide disposal of identified hazardous materials in accordance with requirements of Regulatory Authorities. 3.06 REPAIR A. Damage: Repair to like or better condition or replace with new construction, as directed by the Owner, property that has been damaged by the Work of this Section. 3.07 RE -INSTALLATION A. Salvage for Reuse: Items salvaged for reuse on the project shall be reinstalled as specified in Related Sections. B. Removal for Convenience: Items temporarily removed for the convenience of the Contractor or to facilitate the schedule of the work shall be re -installed to the satisfaction of the Owner prior to certification of completion of the Work. 3.08 FIELD QUALITY CONTROL A. Inspection and Testing: All Work incidental to demolition shall be inspected and tested as specified in related Sections for new construction. END OF SECTION 02 4100 July 13ih, 2017 DEMOLITION 02 4100 — Page 6 :trr. Alliant Engineering, Inc. Proj. #216-0199 SECTION 311000 SITE CLEARING ' �\' del ►��I�1;7\11 1.01 SUMMARY A. Section Includes 1. Clearing and grubbing. a. Tree and shrub removal, including roots. b. Turf scalping and topsoil stripping; including stockpiling for reuse. B. Special Precautions 1. Ground and Surface Water control. 2. Dust control. 3. Material requiring special handling. C. Contractor's Options 1. On site disposal. 2. Salvage. 1.02. RELATED SECTIONS A. Section 015713 — Temporary Erosion and Sediment Control B. Section 02 4100 —Demolition C. Section 312200 — Grading D. Section 32 9219 — Seeding and Sodding 1.03 REFERENCES West Park Chanhassen, MN A. United States Department of Agriculture - Natural Resources Conservation Service (MRCS) B. Occupational Safety and Health Administration (OSHA) C. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT), Current Edition unless noted otherwise. D. Minnesota Rules Chapter 1505. 1.04 DEFINITIONS A. Clearing: Cutting trees and shrubs not more than six inches above the existing ground surface. B. Grubbing: Removal of stumps and roots, of a size larger than can be scalped, of cleared vegetation. C. Scalping: Removal of sod, turf, massed roots, and dense growths of woody or herbaceous vegetation to below the root crown, prior to stripping topsoil. D. Salvage 1. General. a. Remove material in a manner to prevent damage. b. Prepare for storage. 2. For reuse on Project: Stockpile or store materials in a secured location, on or off site, until time of reinstallation. 3. Salvage by Contractor a. Immediately remove material from site. b. Brokerage of Contractor salvaged material is not permitted on site. SITE CLEARING July 13m, 2017 31 1000 — Page I Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 1.05 SUBMITTALS A. Permits: Evidence of permits applied for and received. B. Schedule: Indicate clearing procedures and sequence. C. Plan 1. Indicate location of salvageable items. 2. Indicate location and construction of barricades, and fences. D. Project Record Documents: Accurately record horizontal and vertical locations of any item relocated or buried, or items discovered not originally shown on plans. E. Quality Assurance 1. Test results for characteristics and composition of material reused or stockpiled for reuse on site. 2. Backfill compaction test results. F. Closeout 1. Location of off site disposal if requested. 2. Certification that the work has been completed in accordance with the intent of the Contract Documents and that the site is ready for subsequent work. 1.06 QUALITY ASSURANCE A. Regulatory Requirements 1. Conform to the current Minnesota State Building Code, Uniform Building Code and all applicable state and local rules, regulations, and codes for clearing of site, safety of adjacent structures, fire protection and emergency access, dust control, run-off control, and transport and disposal of cleared items. 2. Obtain all necessary permits and comply with requirements for clearing within Public rights - of -way and easements. a. Provide an approved traffic control plan as needed. b. Provide for coordination of required inspections. B. Pre -construction Meeting: Schedule a meeting to provide coordination and confirm sequencing and procedures with the Owner, all affected Contractors providing work of Related Sections, and all affected utility service providers. 1.07 STORAGE AND HANDLING A. Stockpiles 1. Verify or obtain approval of locations for temporary material stockpiles. 2. Construct stockpiles to provide free drainage of surface water. 3. Provide coordination for provision of erosion protection for stockpiles. 4. Protect stockpiles from contamination. 5. Secure stockpiles against unauthorized use or removal. 1.08 PROJECT CONDITIONS A. Environmental Requirements 1. Comply with conditions for dewatering, drainage, excavation, and backfill specified in Related Sections. 2. Do not begin work until perimeter sediment controls are in place. B. Existing Conditions SITE CLEARING July 13d , 2017 31 1000 —Page 2 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN 1. Record Documents: Instruments of record, including but not limited to; studies, reports, facility condition assessments, surveys, or plans; furnished with the Project Manual, Project Drawings, or available for inspection; are made available for information only and are not guaranteed to be inclusive. 1.09 SEQUENCING A. Traffic 1. Conduct operations to ensure minimum interference with roads, streets, walks and other adjacent occupied facilities. 2. Do not close or obstruct roadways or sidewalks without permits. 3. Provide traffic control and/or alternate routes if required. B. Notification 1. Contact Gopher State One Call (651-454-0002) for utility location services 48 hours minimum prior to begining work_ 2. Notify Owner and adjacent property owners a minimum of 72 hours minimum prior to beginning each major increment of work. C. Permits: Do not begin work until applicable permits have been received. 1.10 SCHEDULING A. Coordinate schedule of work to maintain Critical Path for subsequent work. 1. Assume responsibility for proper closure of excavations left open for convenience to facilitate new construction that may be work of Related Sections. B. Coordinate the schedule to provide for the Owner's continuing operations on or adjacent to the site. C. Obtain permissions from Owner or regulatory authorities for work that must be performed outside of normal work hours, on weekends, or over holidays; either as necessary to maintain the schedule, minimize the impact of temporary shut down of utility services or traffic, or for Contractor's convenience. PART2-PRODUCTS 2.01 MATERIALS A. Fill Materials: Types specified in related sections. B. Topsoil 1. Soils from the A and B soil horizons as defined by NRCS. 2. Shall not contain stones, roots, or debris larger than one inch; large clods of soil, or significant quantities of subsoil. 3. Shall be tested for ph, water holding capacity, organic content, fertility, and residuals of lawn or agricultural chemicals. PART 3 - EXECUTION 3.01 EXAMINATION A. Site Verification of Conditions 1. Record by photograph or video the condition of adjacent or on site items that are to remain that may show evidence of damage that might be construed as related to or caused by work of this section. SITE CLEARING July 13'", 2017 31 1000 — Page 3 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 2. Identify required lines, levels, and contours and verify that survey benchmark and intended elevations for the Work are as indicated on the Drawings. 3. Notify affected public and private utilities of beginning of work and comply with their requirements for protection or relocation. 4. Verify that Erosion Prevention and Sediment Control Devices are in place prior to beginning work. 5. Verify quantities of salvagable material and locations for temporary material stockpiles. 3.02 PREPARATION A. Protection of Persons 1. Provide barricades to prohibit unauthorized entry to project site. a. Maintain secured and protected egress and access at all times. 2. The Owner's activities may continue in and about the site during clearing operations. a. Install fences and barricades as necessary to provide a safe environment between construction and Owner's operations. B. Protection of Property 1. Protect and maintain benchmarks and monuments established for the work. a. If relocation is required, employ service of Licensed Land Surveyor. 2. Protect existing plant material within the construction limits that is to remain. a. Provide temporary barricades and fencing consistent with Division 1 requirements. b. Place temporary fencing at the driplines of trees that are to remain. c. Do not scalp vegetation or strip topsoil within temporary protective fencing. d. Do not allow storage of equipment, construction materials, or vehicle parking beneath protected trees. 3. Protect existing equipment and structures within the construction limits that are to remain. a. Provide bracing or shoring as needed to prevent movement or settlement of adjacent structures. b. Support utilities exposed by excavation to maintain alignment and condition. c. Cease operations immediately if adjacent structures appear to be in danger. d. Notify the Owner and do not resume operations until directed. 4. Do not permit construction traffic on pavement that is to remain without verification of load bearing capacity of such pavement. a. Provide soil cover, planks, or other protective covering over pavements that must be crossed to prevent damage to surfaces by lugged or tracked equipment. C. Access: Obtain written permission or permits from adjacent property owners (both private and public) when equipment will traverse, infringe upon, or limit access to their property. D. Surface Preparation: Performing clearing, grubbing, scalping, and topsoil stripping in areas to receive stockpiles before stockpiling material. 3.03 CLEARING AND GRUBBING A. Removal of Trees, Stumps, and Brush 1. Provide Clearing in locations as indicated on the plans or as directed by the Owner. 2. Provide Grubbing in areas beneath proposed pavements and structures including adequate excavation oversize, and in open areas where filling to depths greater than four inches or excavation is to occur. 3. Legally dispose of cleared and grubbed material off site. a. It is the Contractor's option to chip woody material for use as mulch where called for in the Construction Documents, and to stockpile the material on site. SITE CLEARING July 130% 2017 31 1000 — Page 4 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN b. Provide verification that material meets specified requirements. c. Provide verification that quantity of material left on site does not exceed that required for completion of construction. c. Locate stockpiles where they will not interfere with subsequent construction, unless costs of relocation are included in the Bid. B. Scalping 1. Provide Scalping within the grading limits and elsewhere within the construction limits where trenching is to occur. a. Scalping is not required within the dripline of trees designated to remain. 2. Legally dispose of scalped material off site. a. It is the Contractor's option to finely chop scalped material and allow it to compost for reuse on the site or to blend homogeneously with stripped topsoil. b. This option will only be allowed where the quantities of topsoil available on site are insufficient for completion of construction or when there is Contractor verification that the available topsoil quality would be improved by the addition of organic matter. c. Scalped material containing obnoxious weeds or their seeds in significant quantity shall be disposed of off site. C. Topsoil Stripping 1. Provide topsoil stripping in areas where excavation is to occur and in open areas where fill depths exceed four inches or trenching is to occur. 2. Strip topsoil in a manner to prevent contamination with subsoil or other deleterious material. 3. Stockpile topsoil in quantities adequate for completion of construction in storage areas indicated or directed. a. Provide coordination for location of temporary stockpiles to facilitate sequence and schedule of construction when no direction is given. b. When quantities exceed amount necessary for project completion, reserve topsoil of highest quality for use on site and remove excess immediately. 4. Construct stockpiles to provide free drainage of surface water. 5. Provide coordination for provision of erosion prevention and sediment control for stockpiles consistent with related Sections. 3.04 EARTHWORK A. General 1. Fill depressions with material and compact as specified for new construction in Related Sections. 2. Stop work in the immediate area upon discovery of unsuitable soil conditions. a. Notify Owner representative and allow for inspection prior to continuing work. b. Provide coordination of schedule to permit any needed soil correction. 3.05 SPECIAL PRECAUTIONS A. Ground and Surface Water Control 1. Do not allow ground or surface water to accumulate in excavations. 2. Remove or divert water as specified in Related Sections to prevent soil changes detrimental to stability of subgrades. B. Dust Control 1. Sprinkle surfaces with water as necessary to prevent airbom transport of sediments. 2. Provide hoses, connections, transport, and meters and pay all required fees for sprinkling. 3. Monitor sprinkling to preclude runoff. SITE CLEARING July 13'", 2017 31 1000 — Page 5 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 4. Provide recommendations to the Owner for soil treatment that may be necessary for extreme conditions that cannot be mitigated with sprinkling. C. Material Requiring Special Handling 1. Suspend work in the immediate area and provide required notifications to the Owner and regulatory authorities upon discovery or verifiable suspicion of contamination by hazardous waste or material. 2. Dispose of refuse from Elm and Oak trees in accordance with Minnesota Rules Chapter 1505. 3.06 TRASH AND DEBRIS A. Provide removal, transport, and disposal in an approved landfill or other disposal facility for all trash and miscellaneous surface debris found on the site. 3.07 REPAIR A. Damage: Property which is to remain that is damaged by the Work of this Section shall be repaired to like or better condition, or replaced with new construction as directed by the Owner. 3.08 RE -INSTALLATION A. Salvage for Reuse: Items salvaged for reuse on the project shall be reinstalled by subsequent work as specified in Related Sections. B. Removal for Convenience: Items temporarily removed for the convenience of the Contractor or to facilitate the schedule of the work shall be re -installed to the satisfaction of the Owner prior to certification of completion of the Work of this Section. 3.09 FIELD QUALITY CONTROL A. Inspection and Testing: All Work incidental to clearing shall be inspected and tested as specified in related Sections for new construction END OF SECTION SITE CLEARING July 13'", 2017 31 1000 —Page 6 Alliant Engineering, Inc. Proj. #216-0199 SECTION 312200 GRADING PART 1— GENERAL 1.01 SUMMARY West Park Chanhassen, MN A. Section Includes 1. Grading and contouring site. a. Excavation and classification, segregation, and stockpiling soils for reuse on the project or salvage by the Owner. b. Placement, filling, and compaction. 2. Providing material from an offsite source or removing excess or unsuitable material as necessary to complete work. 3. Fine grading for pavements, exterior slabs on grade, and walks and placing granular subbase and aggregate base. 4. Fine grading special use areas. B. Products Supplied But Not Installed Under This Section 1. Excavation backfrll material for retaining walls. C. Special Precautions 1. Ground and surface water control. 2. Material requiring special handling. 3. Dust control. 1.02.1 RELATED SECTIONS A. Section 015713 —Temporary Erosion and Sediment Control\ B. Section 02 4100 —Demolition C. Section 311000 —Site Clearing D. City Engineers Association of Minnesota Standard Specifications: 2600 Trench Excavation and Backfill/Surface Restoration E. Section 32 9219 — Seeding and Sodding F. Section 32 9300 —Plants G. Geotechnical Evaluation Report prepared for Pulte Homes, completed by Braun Intertec. 1.03 REFERENCES A. City of Chanhassen Standard Specifications and Detail Plates B. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT), current Edition unless noted otherwise. C. Occupational Safety and Health Administration (OSHA) 29 CFR, Part 1926, Sub Part P, "Excavations and Trenches" D. American Society for Testing and Materials (ASTM) 1. ASTM C 136 — Test Method for Sieve Analysis of Fine and Coarse Aggregate 2. ASTM D698 — Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (Standard Proctor) 3. ASTM D 1556 — Test Method for Density of Soil in Place by the Sand -Cone Method 4. ASTM D 1557 — Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (Modified Proctor) GRADING July 13'", 2017 312200 — Page 1 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 5. ASTM D2487 — Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System) 6. ASTM D2922 - Test Methods for Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) 7. ASTM D3017 — Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) E. United States Department of Agriculture — Natural Resources Conservation Service (MRCS). 1.04 DEFINITIONS A. Open Areas: Areas that do not contain buildings, pavements, site furnishings, planting areas, or other engineered surface improvements. B. Soil Classification: All excavation, except rock, is unclassified and excavation of every description regardless of material encountered shall be performed to the lines and grades indicated on the Drawings or as recommended by the Testing Laboratory and approved by the Owner. C. Rock Excavation 1. Excavation of any hard natural substance which requires the use of drilling and explosives or special impact tools such as jackhammers, sledges, chisels, or similar devices specially designed for use in ripping, cutting or breaking rock, but exclusive of common trench excavating equipment as determined by the Owner. 2. The material shall be continuous or boulders or detached rock greater than 1 cubic yard in volume. D. Unsuitable Material: Soil material unsatisfactory for its proposed use by composition or moisture content as determined by the Testing Laboratory. E. Suitable Material 1. Soil material satisfactory for proposed use by composition as determined by the Testing Laboratory. 2. Moisture conditioning may be required. F. Unauthorized Excavation: Excavation beyond the limits established for line and grade except as necessary for soil conditioning or correction approved by the Owner. G. Subgrade: Transition surface between elements of construction such as subsoil -topsoil, subsoil - drainage fill, subsoil -aggregate base, etc. 1.05 SUBMITTALS A. Permits: Copies of all permits received along with any special conditions or requirements of compliance. B. Samples 1. Provide coordination for obtaining samples of each type of material encountered or used. 2. Obtain samples from off site sources with sufficient time to permit testing, review, and approval prior to delivery to site. 3. Submit test reports completed by Independent Geotechnical Testing Laboratory within 3 months prior to delivery of material with certifications from the source that the material is the same as tested in lieu of sampling from off site sources. C. Schedule: Include start and completion dates for work items included in Sequencing paragraph, with coordination described in Scheduling paragraph. July 13th, 2017 GRADING 312200 —Page 2 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN D. Test Reports: Reports by the Independent Testing Laboratory for all observations and tests conducted for Source Quality Control of materials obtained from off site and Field Quality Control for completed construction, at appropriate intervals to assure uninterrupted progress. E. Project Record Documents 1. In place dimensions and volume calculations of soil correction areas at a maximum 25 foot grid at beginning and completion of excavation. 2. Delivery tickets for material obtained from an off site source indicating type, weight, and moisture content at appropriate intervals to assure uninterrupted progress. 3. Grade verification survey of the following elements at the specified maximum intervals. a. Top of base at slabs -on -grade: 10 foot grid. b. Top of base at roadways and drives: 50 foot intervals along centerline and gutter flow lines, and all high and low points. c. Subgrade at open spaces on a 50 foot grid and at 25 foot intervals at ridgelines and swales, and toe and top of slopes. d. Subgrade at ponds: 50 foot grid, at 25 foot intervals at toe and top of slopes, and emergency overflows. e. Subgrade at trails and walks: 50 foot intervals along centerline. 1.06 QUALITY ASSURANCE A. Qualifications 1. Field Measurements: Measurements for soil correction and grade verification shall be completed by or under the direct supervision of a Land Surveyor licensed to practice in the State of Minnesota. 2. Materials Observation and Testing: Observations and testing of materials encountered and used for construction and recommendations for remediation of unsuitable conditions shall be made by an Independent Testing Laboratory under the supervision of a Professional or Geotechnical Engineer licensed to practice in the State of Minnesota and in accordance with accepted industry standards (ASTM). B. Regulatory Requirements 1. Comply with OSHA excavation standards. 2. Obtain necessary permits and comply with requirements of authorities having jurisdiction over the work including dewatering, transport and disposal of material, emergency access to the site, encroachment into public rights of way, and necessary inspections. C. Pre -installation Meeting: Schedule a pre -installation meeting with the Owner, all affected utility suppliers, and Contractors conducting work under Related Sections. 1.07 DELIVERY, STORAGE, AND HANDLING A. Shipping 1. Schedule material delivery from off site sources to occur as near as practicable to time of placement for incorporation into the work. 2. Ship material near optimum moisture content and protect from adverse weather conditions during transport. B. Acceptance at Site 1. Do not accept material for delivery until tested and approved, or certified, as specified. 2. Do not accept material for temporary storage unless stockpile areas have been approved or verified. 3. Do not accept materials in a frozen condition, containing ice or snow, or with excessive moisture content. GRADING July 13", 2017 312200 — Page 3 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN C. Storage and Protection 1. Temporary storage of material (less than 7 days) shall be located at the Contractor's discretion and coordinated to not interfere with or delay work of other sections. 2. Verify or obtain approval of stockpile areas for long term (greater than 7 days) temporary storage. 3. Secure stored material against unauthorized use. 4. Provide coordination for protection of stored material against erosion and sediment transport by wind or water. 5. Construct stockpiles to provide free drainage of water from top of stockpiles. 6. Protect stockpiled material from contamination. 7. Stockpiles shall not exceed 12 feet in height with side slopes no steeper than 2 horizontal to 1 vertical. 8. Stockpiles shall not be placed in or near drainage ways. D. Excess Material Management 1. Excess material and unsuitable material becomes the property of the Contractor and shall be removed from the site. a. Determine quantities necessary for the Work and include costs of removal of excess in the bid. 2. Do not maintain a consistent high elevation within stated tolerance to avoid removal of excess. 3. Brokerage of excess material is not permitted on site. 1.08 PROJECT A. Environmental Requirements 1. Do not begin work until perimeter sediment controls are in place. 2. Comply with conditions for dewatering, drainage, and dust control as specified herein. 3. Protect excavation bottoms against freezing when temperatures are below 35 degrees Fahrenheit and falling. 4. Do not place backfill or fill material on surfaces that are muddy, frozen, covered with snow, or contains frost or ice. B. Existing Conditions: Instruments of record, including but not limited to: studies, reports, facility condition assessments, surveys, or plans; furnished with the Project Manual, Project Drawings, or made available for inspection are for information only and are not guaranteed to be inclusive. 1.09 SEQUENCING A. Traffic 1. Conduct operations with minimum interference to roads, streets, walks, and adjacent occupied facilities. 2. Do not close or obstruct roadways or sidewalks without permits. 3. Provide traffic control or alternate routes as required by permitting authorities. B. Notification 1. Contact Gopher State One Call (651454-0002) 48 hours minimum prior to beginning Work for utility location services. 2. Notify Independent Geotechnical Testing Laboratory when major items of work requiring observations or testing are scheduled. 3. Provide required advance notification to permitting and code officials for necessary observation and inspection. C. Order of Work Elements 1. General GRADING July 13", 2017 312200 —Page 4 Alliant Engineering, Inc. Proi. #216-0199 West Park Chanhassen, MN a. Obtain prior written approval from Owner or Authorities Having Jurisdiction before deviating from the following sequence. b. Stage Work to minimize exposure of large expanses of soil. 2. Temporary construction access, parking, and staging areas. 3. Temporary ponds, ditches, and diversions. 4. Mass excavation and embankment of the site. 5. Building pad preparation. 6. Subbase preparation for pavement and special use areas. 8. Finish grading. 9. Permanent storm water ponds and basins 1.10 SCHEDULING A. Coordinate the schedule to allow sufficient time for required testing and inspections, and to maintain the Critical Path for installation of subsequent Work of Related Sections. B. Obtain necessary permission from Owner or Authorities Having Jurisdiction for work that must be performed outside of normal work hours, on weekends, or legal holidays; either as necessary to minimize impact of temporary shutdown of utilities or traffic, or for the Contractor's convenience. PART 2—PRODUCTS 2.01 GENERAL A. Existing Materials 1. It is the intent of these specifications that existing material be used for its highest and best use until such supply is depleted or uneconomical to obtain. 2. Materials in each designated use area (ie lawns, pavements, etc.) shall be utilized to the greatest extent practicable as recommended by the Testing Laboratory and approved by the Owner. 3. Prior approval is required for excavation of on -site borrow sources not designated on the plans. B. Control the moisture content of materials to obtain optimum compaction characteristics as recommended by the Testing Laboratory. 1. Add moisture to soils that are below optimum moisture. 2. Blend dry soils with soils that are above optimum moisture or spread and allow to dry. 3. All material shall be near optimum moisture content when placed- C. Do not use materials that are frozen or that contain frost, ice, or snow. D. Materials shall be free from contaminants including direct contamination or contamination of runoff from industrial areas, or insecticides and herbicides used in commercial agriculture or nursery production. E. Soil materials shall not contain stones larger than 6 inches in greatest dimension and not more than fifteen percent of the stones by weight shall be larger than 2-1/2 inches. 1. Top 6 inches of subsoil shall be free from stones greater than 3 inches. F. Materials shall not contain slag, or recycled bituminous or concrete material, unless otherwise specified 2.02 MATERIALS A. Subsoil: Clean mineral soils. B. Granular Backfill: Mn/DOT 3149.2D GRADING July 13'h, 2017 312200 —Page 5 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN C. Granular Drainage Fill: Mn/DOT 3149.2J D. Sand: Mn/DOT 3149.2K E. Aggregate Base: Mn/DOT 3138.2A1, Class 5, 100% crushed. F. Retaining wall backfill: In accordance with approved design. 2.03 OFF SITE SOURCE QUALITY CONTROL A. Test for purposes of classifying for suitability and provide material source information on all imported materials including aggregate base. 1. Dry and Wet Densities 2. Liquid and Plastic Limits 3. Sieve Analysis 4. Cohesion 5. Unconfined Compressive Strength 6. Other tests as the Testing Laboratory may recommend with Owner approval. PART 3-EXECUTION A. Site Verification of Conditions 1. Record by photograph or video the condition of adjacent or on site items that are to remain that may show evidence of damage that might be construed as related to or caused by work of this section. 2. Provide for investigation or initial testing of onsite soils to determine suitability for use and condition for receiving subsequent work. 3. Provide for marking locations of existing underground and overhead utilities. a. Comply with utility company requirements for protection, support, or relocation. b. Conduct investigative excavations as necessary to ensure that no conflicts exist with the proposed construction. c. Notify Owner upon discovery of conflict's and provide documentation as requested. 4. Verify project bench marks are correctly referenced and identify required lines, levels, and contours for proper execution of the Work. 5. Verify that Work of Related Sections necessary for initiation of Earth Moving has been completed and is approved. a. Notify Owner of unsatisfactory conditions preventing timely and proper completion of the Work. 6. Verify areas to receive fill or backfill are free of debris, snow, ice, or water and ground surfaces are not frozen. B. Beginning Earth Moving indicates acceptance of site conditions and assumed responsibility. 1. Upon discovery of unknown utilities or concealed conditions, discontinue work only in affected area and notify the Owner's Representative. 3.02 PREPARATION A. Protection of Persons 1. Provide temporary barricades as needed to prohibit unauthorized access to active work areas. 2. Comply with OSHA requirements and applicable building codes and ordinances for work zone safety relative to operation of heavy equipment and side walls and slopes of excavations. a. Provide necessary shoring, bracing, sheet piling, or other methods where adequate slopes are prohibited by space limitations, stability of material encountered, or forces imposed by excavation equipment or area traffic. GRADING July 13", 2017 312200 —Page 6 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN b. Remove temporary supports when no longer needed as Work progresses. 3. Close excavations with side slopes steeper than 2 horizontal to 1 vertical at the end of the workday or barricade and post with lights. B. Protection of Property 1. Protect and maintain benchmarks and monuments established for the Work. a. Provide service of Licensed Land Surveyor for any needed relocation. 2. Protect plant material to remain. a. Provide or maintain temporary protection measures consistent with requirements of related Sections. 3. Protect utilities, structures, and equipment which are newly constructed or to remain. a. Provide temporary support as needed to prevent movement or settlement. b. Place backfill uniformly around structures to prevent wedging action. c. Monitor use of heavy and vibratory equipment and provide alternate methods if risk of damage is present. d. Provide soil cover, planks, or other protective covering over pavements that must be crossed to prevent damage by extreme loads or lugged or tracked equipment. e. Provide overfill of material at utilities with less than 3 feet of cover until ready for finish grading. f. Remove temporary supports when no longer needed as Work progresses. 4. Use of explosive is not permitted. C. Surface Preparation 1. Surface compact and proof roll exposed cut areas scheduled to receive pavement or controlled embankment. 2. Subcut excessively loose or soft areas of subsoil not capable of consolidation with ordinary compaction methods or approved soil stabilization measures. 3. Backfill with acceptable material as specified. 3.03 GENERAL EARTH MOVING A. Equipment: Use equipment adequate in size and capacity to complete the Work in a timely manner without undue waste or over -compaction of materials. B. Extents: Perform excavation including soil correction, and construct embankments of every type of material encountered to the lines, grades, and elevations indicated on the Drawings and specified herein. C. Observations, Sampling, and Testing 1. Allow sufficient time for sampling, testing, and classification for use of subsoil materials that change or vary as observed by the Testing Laboratory. 2. Allow sufficient time for testing of exposed subgrades and each lift of embankment or fill material prior to placing additional material. 3. Proof roll exposed subgrades and completed fills beneath pavements, including oversize, in the presence of the Testing Laboratory. D. Embankment and Backfill 1. Prepare slopes steeper than 5 horizontal to 1 vertical by over excavating and flattening the slope in terraces not less than 10 feet in width prior to placing fill. 2. Scarify and recompact existing surface soils that are within two feet of finished grade or subgrade and beneath pavements and utility structures to a depth of one foot or as recommended by the Testing Laboratory. 3. Place suitable material in maximum loose lifts of 8 inches or as otherwise specified. GRADING July 13'", 2017 31 2200 —Page 7 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN a. Adjust lift thickness or compaction methods based on recommendations by the Testing Laboratory if testing shows that compaction is easily achieved or cannot be achieved. b. In non -critical open areas the Testing Laboratory may, at their option, verify compaction by visual observation or hand auger testing when the initial level of compactive effort has been established. 4. Provide minimum oversize for controlled fill beneath pavements and utility structures extending 2 feet beyond the base of structure or 1 foot beyond the pavement limits and 1:1 down and out, or as recommended by the Testing Laboratory. E. Finish Grading 1. Blend transition areas between changes in grade uniformly and smoothly in the absence of a distinct toe, top or ridgeline. 2. Provide uniform slopes between spot elevations and contours shown on the plans. F. Repairs 1. Correct unauthorized excavation. 2. Recondition or replace softened soils or areas disturbed as a result of construction operations, freezing, or wetting of soils. 3. Scarify and rework soils as necessary in areas sensitive to overcompaction, i.e. haul routes over lawn areas. G. Rock: Immediately notify Owner's Authorized Representative upon discovery of rock. 3.04 SOIL CORRECTION A. Excavation 1. Over -excavate in critical areas as necessary to remove existing unsuitable soil, weak soils, or unconsolidated fill. 2. Provide a minimum 3 foot subcut beneath pavements and utility structures or as recommended by Independent Testing Laboratory. 3. Termination depths of excavations beyond the minimum shall be determined by the Owner based on recommendations by the Independent Testing Laboratory. B. Subgrade Preparation 1. Provide for observation and testing of exposed surfaces at termination depth of soil removal. 2. Surface compact, scarify and recompact, or provide additional soil correction as recommended by the Independent Testing Laboratory. C. Backfilling 1. Backfill with suitable material as specified for new construction. 2. Use material obtained from site grading or other excavations prior to importing from off site sources. 3. Provide compaction as specified for each use area. 3.05 PONDS, DITCHES, AND DIVERSIONS A. Excavate and fill in a manner and sequence that will provide proper drainage as Work progresses. B. Construct accurately to the cross section and grades shown. C. Do not deposit excavated materials or store other materials or equipment within 3 feet of the top of sideslopes. 3.06 CONSTRUCTION ACCESS, PARHING, AND STAGING AREAS A. Assume total responsibility for design, construction, and maintenance of access and haul roads and construction staging and parking areas. B. Use of permanently constructed facilities for these purposes will require written prior approval from the Owner. GRADING July 13'", 2017 312200 — Page 8 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 3.07 ROADWAYS, DRIVES, AND WALKS A. Cut Areas 1. Excavate to subgrade elevation of top of subsoil. 2. Surface compact exposed soil. 3. Proof roll in the presence of the Independent Testing Laboratory. 4. Provide needed soil correction as recommended by the Independent Testing Laboratory. B. Embankment Areas 1. Scarify and recompact or surface compact exposed soil to the oversize limits. 2. Proof roll in the presence of the Independent Testing Laboratory. 3. Provide needed soil correction as recommended by the Independent Testing Laboratory. 4. Construct controlled embankment with suitable material to the bottom of subbase or pavement section. C. Subbase and Base Construction 1. Construct subbase of Granular Backfill or Granular Drainage Fill. 2. Allow for installation of any needed subgrade drains or separator fabric. 3. Construct Base in 4 inch maximum loose lifts of materials called out on plan details or notes. 4. Do not allow traffic on geotextile without a minimum of 4 inches of cover. 3.08 LAWNS AND OPEN AREAS A. Cut soil or construct embankment to provide for a minimum depth of 12 inches of topsoil plus sod blanket in areas to receive sod. 1. Excess topsoil may be used in the upper 6 inches of subsoil beneath lawns with prior approval. 2. Subcutting of existing granular soils to depths of 2 feet below finished subgrade of lawn areas is permitted if such material is used elsewhere on site and clean, suitable common excavation replacement material is available. 3.09 TOLERANCES A. Ponds and Basins 1. Subgrade and Finished Surface: 0.10 feet 2. Thickness of soil liners: 0.05 feet 3. Thickness of sand cushions: 0.10 feet 4. Thickness of drainage layer: 0.10 feet B. Ditches, Swales, and Diversions 1. Subgrade Surfaces: 0.10 feel 2. Finished Surfaces: 0.05 feet 3. Deviation from design slope: Not greater than 0.2% in 25 feet C. Exterior Pavements 1. Subgrade Surfaces: Minus 0.10 feet to plus 0.05 feet 2. Thickness of Granular materials: 0.05 feet 3. Deviation from design slope: Not greater than 0.2o/o in 50 feet 4. Ponding areas: 0.005 feet D. Lawns and Open Areas 1. Subgrade Surfaces: 0.10 feet 2. Deviation from design slope: Not greater than 0.4% in 50 feet 3.10 SPECIAL PRECAUTIONS A. Ground and Surface Water Control GRADING July 13`h, 2017 31 2200 -Page 9 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN 1. Do not allow subsurface water to accumulate in excavations. a. Remove water to prevent soil changes detrimental to stability or workability of subsoil. b. Provide and maintain pumps, well points, suction and discharge lines, and any other dewatering system components necessary to convey water. c. Do not use excavations or partially installed utility lines as temporary drainage conveyances. 2. Prevent surface water from flowing to excavations. a. All surfaces except ponds, basins, and wetlands shall be finished to drain. b. Establish and maintain temporary basins, ditches, and diversions as necessary to control flow across or around site and away from building pads and pavement areas. c. Do not use partially installed utility lines as temporary drainage conveyances. 3. Coordinate and sequence Work and cooperate with Work of Related Sections required to prevent erosion and control sediment from dewatering operations. a. Convey water removed from excavations and diverted surface waters to collecting or runoff areas secured against sediment transport. b. Allow for installation of necessary control devices as Work progresses according to the means, methods, and sequence of construction. c. Minimize exposure of disturbed soil surfaces by phasing and coordinating earth moving operations with final paving and turf establishment. B. Material Requiring Special Handling: Suspend work only in the affected area and provide required notification to the Owner and Authorities Having Jurisdiction upon discovery or verifiable suspicion of hazardous waste or contaminated material. C. Dust Control 1. Use means necessary and practicable to prevent dust becoming a nuisance and interfering with progress of the Work, and to prevent the transport of air bom sediment from the site. a. Sprinkle surfaces with water, and/or provide "snow fence", or temporary seed, mulch, or cover. b. Provide necessary equipment, connections, meters, and transport and pay fees for use of water. c. Monitor sprinkling to preclude runoff. d. Provide recommendations to Owner for soil treatment that may be necessary for extreme conditions that cannot be mitigated with sprinkling. 3.11 FIELD QUALITY CONTROL A. The Independent Testing Laboratory shall conduct testing for each type of soil encountered and materials proposed for incorporation into the Work, perform observation of Earth Moving, and provide periodic reports and recommendations to the Owner and Engineer as subsoil conditions or materials may vary; including but not limited to the following. 1. Testing of materials to be provided from off site locations. 2. Testing and classification for suitability of use of materials encountered. 3. Observation of proof rolling. 4. Testing of exposed subgrades and bottom of excavations beneath pavements, utility structures, and prior to constructing embankments. 5. Observation of groundwater conditions. 6. Recommendations for soil correction or surface compaction. 7. Observation and testing of embankment construction. 8. Other test as recommended by the Testing Laboratory and approved by the Owner. B. Test methods shall be as indicated in Section References or as recommended by the Independent Testing Laboratory and approved by the Owner and Engineer. GRADING July 13�, 2017 31 2200—Page 10 Alliant Engineering, Inc. Proi.#216-0199 West Park Chanhassen, MN C. Frequency of Compaction Testing 1. Roadways, drives, and walks: I per lift per lane, but not less than 2 per lift. 2. Lawns, Open Areas, Ponds, and Basins a. 1 per lift per 10,000 square feet, but not less than 3 per lift. b. Not less than 2 per lift in ponds and basins. 3. Other testing recommended by the Testing Laboratory to verify constructability or compliance with the Specifications and approved by the Owner. D. Material Density Requirements I. Compacted materials shall be not less than the following percentages of maximum dry density as determined by the Standard Proctor test or equivalent density determined by other method(s), unless noted otherwise. a. All subsoil, except the upper 3 feet and controlled fill for utility structures: 95 b. Controlled fill for structures, except the upper I foot, and subsoil beneath pavements and slabs I foot to 3 feet in depth: 98 c. Upper I foot of fill and all surface compaction for structures and pavements: 100 d. Granular Materials, except Drainage Fill in basins: 100 e. Drainage Fill in basins, upper 3 feet of lawn and open areas, and planting beds: Compact or loosen as recommended by the Testing Laboratory to minimise risk of settlement without inhibiting drainage through topsoil, planting material, and subsoil, and subsequent establishment of vegetation. 3.12 PROTECTION, REPAIR, AND MAINTENANCE A. Protection 1. Protect newly graded areas from traffic. 2. Provide coordination for erosion protection of completed graded surfaces. B. Repair 1. If tests indicate work does not meet specified requirements, remove work, replace, and retest at no cost. 2. Property which is to remain that is damaged by the Work of this Section shall be repaired to like or better condition, or replaced with new construction prior to acceptance as directed by the Owner. 3. Reestablish grades and material density in areas affected by traffic, subsequent Work, eroded areas, adverse weather, or settlement of soil. END OF SECTION GRADING July 13'", 2017 312200 — Page 11 Alliant Engineering, Inc. Proi. #216-0199 SECTIONS 32 9219 SEEDING AND SODDING PART 1— GENERAL 1.01 SUMMARY West Park Chanhassen, MN A. Section Includes 1. Spreading, fine grading, and conditioning topsoil from on site stockpiles or providing additional soil as needed from an off -site source. 2. Seeding, mulching, and maintenance of permanent turf and grass areas established from seed. 3. Sodding and maintenance of sod areas. B. Alternates 1. The Contractor may substitute for specified seed with established plant material or alternate seed mixes, with prior approval. 2. Alternates will be considered only for replacement of seed that may be unavailable or to provide assurance of the establishment of special turf areas under locally prevailing environmental conditions. 1.02 RELATED SECTIONS A. Section 015713 —Temporary Erosion and Sediment Control B. Section 31 1000 — Site Clearing C. Section 312200 —Grading 1.03 REFERENCES A. Minnesota Department of Transportation Seeding Manual (Mn/DOT), Current Edition. B. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT), current Edition B. Mn/DOT/Minnesota Board of Water and Soil Resources (BWSR), Guidelines for Restoring and Managing Native Wetland Vegetation C. United States Department of Agriculture — Natural Resources Conservation Service (NRCS) D. Minnesota Crop Improvement Association (MCIA) E. Minnesota Pollution Control Agency (MPCA), PLANTS for Stormwater Design F. ASTM D5268 — Specification for Topsoil Used for Landscaping Purposes 1.04 DEFINITIONS A. Pure Live Seed (PLS): Measurement of the amount of seed that germinates in a standard germination test plus the amount found to be alive, but dormant, from a viability test. B. Yellow Tag Certified: Documentation of origin of native species conforming to the MCIA Quality Control program. C. Weed 1. Plants, seeds, seed bearing stalks, and other reproductive propagules defined as noxious by the NRCS. 2. Plants, seeds, seed bearing stalks, and other reproductive propagules that are not commercially available as lawn grasses or specified as a component of a seed mix. D. Specialty Turf Areas: Turf areas designated as other than lawn space such as infiltration basins, wetland buffers, and raingardens. 1.05 SYSTEM DESCRIPTION SEEDING AND SODDING July 13d, 2017 32 9219—Page 1 F_ r Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN A. Performance Requirements — Specialty Turf Areas 1. A well vegetated area with a diversity of grasses, forbes, and/or sedges. 2. Composition of perennials or self seeding suited to periodic inundation with intervening drought conditions and requiring low maintenance. 1.06 SUBMITTALS A. Product Data: Manufacturers or suppliers data for fertilizers and soil conditioners or supplements with sufficient information demonstrating that products meet or exceed specifications. B. Quality Assurance 1. Test Reports a. Summary reports of recommendations for supplements and conditioners for topsoil stockpiled on site. b. Summary reports of topsoil testing for approval of borrow material from an off -site source including recommendations for supplements and conditioners. 2. Certificates a. Sod: Source and composition including growing conditions. b. Seed: Seed origin, purity, genotypes, composition, and minimum germination. c. Mulch: MCIA weed free when required on plans. d. Fertilizer: Chemical analysis. 3. Qualification Statements: Contractor's statement of work experience and project references consistent with Quality Assurance requirements. 4. Alternates: Complete description of proposed alternates as a deviation from the specified system or substitution of seed or established plant materials. C. Schedule: Planting dates and maintenance program extending 2 years beyond the date of Substantial Completion for Specialty Turf Areas with planting commencing not longer than one week following completion of planting soil preparation. D. Closeout: Written recommendations for ongoing maintenance of Specialty Turf Areas for a period of 3 years following expiration of extended warranty period with contact information for troubleshooting. 1.07 QUALITY ASSURANCE A. Qualifications: Installation and maintenance shall be by a Contractor familiar with Referenced Standards and Regulatory Requirements and with a record of five similar installations that have been in place for a minimum of three years. B. Regulatory Requirements 1. Erosion Prevention and Sediment Control: Provide coordination for provision of measures necessary to protect soil surfaces from erosion and transport of sediment in accordance with Work of Related Sections, and consistent with any permits issued or codes, ordinances, or regulations by Authorities Having Jurisdiction. 2. Fertilization: Comply with regulations by Authorities Having Jurisdiction over chemical content or method of application of necessary fertilizers or soil supplements. SEEDING AND SODDING July 13t°, 2017 32 9219 — Page 2 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN C. Field Samples 1. Sod a. Install a minimum 25-foot square area of sod for examination by the Owner's Representative to establish the quality of installation against which the remainder of the Work will be compared for approval. b. Provide all necessary correction or remediation requested prior to initiating the remainder of the installation. 2. Mulch a. Install a minimum 50-foot square area of disc -anchored mulch for examination by the Owner's Representative to establish the quality of installation against which the remainder of the Work will be compared for approval. b. Provide all necessary correction or remediation requested prior to initiating the remainder of the installation. D. Pre -Installation Meetings: Schedule during periodic progress meetings with Owner and Contractors performing Work under Related Sections. 1.08 DELIVERY, STORAGE, AND HANDLING A. Shipping 1. Transport sod within 24 hours of cutting. 2. Protect sod from drying during transport. 3. Test topsoil from off site sources and obtain approval for use prior to shipping. 4. Ship packaged material in original containers with labels attached. B. Acceptance at Site 1. Topsoil: Material shall not be accepted until required testing and reports are complete and material has received Owner approval for incorporation into the Work. 2. Packaged Material: Attached labels shall show information regarding contents, weight, analysis, manufacturer, etc. sufficient for determination that delivered material meets specifications. 3. Sod: Material shall not be accepted that shows signs of heat distress, is in a dried or oversaturated condition, contains noticeable amounts of weeds, or lacks uniformity of vegetation or appearance. 4. Mulch a. Materials shall be in an air-dried condition. b. Documentation of MCIA field inspection shall accompany weed free mulch. C. Handling 1. Place and fine grade topsoil borrow within 48 hours of delivery. 2. Place sod within 24 hours of delivery. D. Storage and Protection 1. Soil Stockpiles a. Verify or obtain approval of locations for temporary stockpiles. b. Construct stockpiles to provide free drainage of surface water. c. Provide coordination for provision of erosion prevention for stockpiles. d. Protect stockpiles from contamination. e. Secure stockpiles against unauthorized use or removal. 2. Maintain sod in a moist but unsaturated condition until final placement. 3. Store seed, fertilizer, and other soil supplements that may be damaged by temperature extremes or moisture in weather proof climate controlled enclosures. 4. Protect mulch materials from rain or flowing water. SEEDING AND SODDING July 13th 2017 32 9219 — Page 3 Alliant Engineering, Inc. Proj.#216-0199 1.09 PROJECT CONDITIONS West Park Chanhassen, MN A. Environmental Requirements 1. Do not place sod or seed on frozen or overly saturated soil. 2. Do not place seed, fertilizer, or mulch materials when windy conditions would contribute to uneven distribution of material. 3. Provide for coordination of requirements for dewatering, erosion protection, and sediment control as specified in Related Sections. B. Existing Conditions 1. Obtain test results for stockpiled topsoil obtained from Site Clearing operations. 1.10 SEQUENCING AND SCHEDULING A. Seeding 1. Schedule seeding to occur during optimum spring and/or fall planting periods. 2. Provide any additional maintenance requested by the Owner and assume all risk for performance of seeded areas for Work completed outside of optimum planting periods. 1.11 WARRANTY A. Specialty Turf Areas: Provide an extended warranty for a period of 2 years from the date of Project Substantial Completion. 1.12 OWNER'S INSTRUCTIONS A. Provide a minimum of 2 hours of instruction to Owner's operating personnel in ongoing maintenance of Specialty Turf Areas consistent with Closeout Submittals. 1.13 MAINTENANCE A. General: Inspect Turf and Grass areas periodically following installation and provide all maintenance until Project Substantial Completion for lawn areas and end of extended warranty periods for Specialty Turf Areas. B. Watering 1. Provide periodic watering of seed and sod areas sufficient to ensure germination and establish a healthy root system and continued growth. 2. After initial establishment of seed areas or 14 days after installing sod provide watering a minimum of every 4 days unless natural rainfall provides sufficient moisture. 3. Watering may be terminated in areas where irrigation is provided upon completion of the irrigation system and acceptance by the Owner. C. Weed Control: Provide weed control by hand pulling, hoeing, selective chemical treatment, or other acceptable method consistent with Referenced Standards, local regulations, and customary lawn care practices. D. Damage 1. Immediately repair washouts, gullies, or other erosion damage. 2. Restore mulch to original condition when blown by wind or washed away by rain. 3. Immediately replace sod showing signs of distress within 30 days following installation. E. Mowing 1. Mow lawn grasses to maintain a nominal height of 2". 2. Do not remove more than 1/3 of the height with each mowing. 3. Bag and remove grass clippings from sodded areas. PART2—PRODUCTS SEEDING AND SODDING July 13'", 2017 32 9219 — Page 4 Alliant Engineering, Inc. Proj. #216-0199 2.01 MATERIALS West Park Chanhassen, MN A. Topsoil 1. Fertile, friable soils from the A and B soil horizons as defined by NRCS. 2. Free of stones larger than one inch, roots, vegetation, debris, large clods of soil, or significant quantities of subsoil. 3. Free of toxic quantities of residual herbicide, acid, or alkaline elements. 4. Generally complying with the following composition. Parameter Minimum Maximum Passing #10 sieve 900/0 Clay 5% 30% Silt 10% 70% Sand 10% 70% Or amc Matter 3% 20% H 1 6.1 1 7.5 B. Seed 1. Mixes as indicated in the schedule on the plans. 2. Certified content of Pure Live Seed. 3. MCIA Yellow Tag Certified if indicated on plans. C. Sod 1. Nursery grown cultured sod planted on cultivated land and grown specifically for lawn sod purposes containing not less than 60% Kentucky Bluegrass. 2. Regularly mowed and maintained at the source to provide quality and uniformity, and cut in uniform strips. 3. Raked free from debris and excess thatch and mowed to a nominal height of 2 inches. 4. Soil/root mass thickness of 1-1/2 inches, + 1/4 inch, with a dense root system. 5. Strong enough to support its own weight and resist tearing and breaking when suspended from a firm grasp on the upper 10 percent of the section. 6. Actively growing condition with adequate but not excessive moisture retention. 7. Relatively free from disease, harmful nematodes, soil borne insects, and grassy or broadleaf weeds. D. Fertilizer 1. General: Fertilizer composition requirements shall be determined by soil tests. 2. Lawn Areas: Commercial formula homogeneous in composition containing minor trace elements and minimum analysis of 0% total Nitrogen, 26% Phosphoric acid, and 26% water soluble Potash. 3. Specialty Turf Areas: Organic granular slow release formula. 2.02 ACCESSORIES A. Mulch 1. Type 1: Clean cuttings of relatively weed free straw from grain, hay, agricultural or native grasses, or legumes. 2. Type 3: MCIA certified weed free. 3. Wood Fiber Blanket: Random interlocking matrix of wood strands (excelsior) contained in a netting of photo/bio-degradable material. SEEDING AND SODDING July 13t", 2017 32 9219 — Page 5 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN B. Anchoring Pegs: Wood or other similar degradable material. C. Water: Suitable for irrigation free from ingredients detrimental to plant survival or that may cause staining. 2.03 SOIL SUPPLEMENTS A. General: Soil supplements shall generally meet the following criteria and shall be specifically determined by results of soil tests. B. Aglime: Natural limestone containing not less than 85% total carbonates with minimum 90% passing a #10 sieve and 501/o passing a # 100 sieve C. Aluminum Sulfate: Commercial grade D. Peat Humus: FS Q-P-166 with texture and pH range for intended use and finely shredded E. Bone Meal: Commercial raw finely ground with minimum 4% nitrogen and 201/6 phosphoric acid F. Superphosphate: Soluble mixture of treated minerals with 20% available phosphoric acid G. Sand: Washed mason sand H. Perlite: Certified Horticultural Grade by Perlite Institute I. Vermiculite: Horticultural grade free of toxic substances J. Sawdust: Rotted and free from chips, stones, sticks, and toxic substances with 7.5 lbs. of uniformly mixed nitrogen per cubic yard K. Manure: Decomposed unbleached stable or cattle manure with not more than 25% by volume straw, sawdust, or other bedding materials and containing no toxic substances L. Peat: Partially decomposed sphagnum moss 2.04 SOURCE QUALITY CONTROL A. Topsoil shall be tested for ph, water holding capacity, organic content, fertility, and residuals of lawn or agricultural chemicals. B. Obtain alternate seed or plant material from an MCIA Certified Approved Collector/Producer. C. Obtain sod from a single source. PART 3 — EXECUTION 3.01 EXAMINATION A. Site Verification of Conditions 1. Verify locations of below grade and near surface features such as irrigation equipment, hand holes, valve boxes, etc. that may be damaged by execution of Work. 2. Verify that underground construction and Earth Moving is complete and that subsoil is not over compacted. 3. Verify sequence and schedule for provision and subsequent removal of erosion prevention and sediment control devices. 4. Verify available quantity of topsoil stockpiled on site. 5. Verify that all pre -closeout submittals have been received. 3.02 PREPARATION A. Protection 1. Protect and maintain benchmarks and monuments established for the Work. a. Provide service of Licensed Land Surveyor for any needed relocation. 2. Protect plant material to remain. a. Provide or maintain temporary protection measures consistent with requirements of Related Sections. 3. Protect utilities, structures, and equipment which are newly constructed or to remain. a. Provide temporary support as needed to prevent movement or settlement. SEEDING AND SODDING July 13t', 2017 32 9219 — Page 6 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN b. Place soil uniformly around structures to prevent wedging action. c. Monitor use of equipment and provide alternate methods if risk of damage is apparent. d. Provide planks or other protective covering over pavements that must be crossed to prevent damage by extreme loads or lugged or tracked equipment or staining by rubber tired equipment. B. Surface Preparation: Roughen subgrade surface with discs, tillers, or drags within 24 hours prior to installing topsoil. 3.03 INSTALLATION A. Topsoiling 1. Blend necessary soil supplements with approved topsoil by mechanical means prior to spreading or immediately after spreading. a. Blending methods shall produce a uniform homogeneous mix within the top 4 inches of soil in lawn areas. b. Blending methods shall produce a uniform homogeneous mix for the full depth of planting soil in special turf areas. 2. Spread conditioned topsoil to provide a minimum depth of 4 inches following seed bed firming or sod rolling in lawn areas and full depth elsewhere as indicated on plans. a. Avoid excessive and repeated travel over topsoil surfaces to prevent compaction. b. Fine grade lawn areas to a smooth, even, and well drained surface condition. 3. Tolerances a. Finished grade tolerances shall be as indicated in Related Sections. b. Thickness: Minus 1/2 inch c. Hold Down for Sod: Thickness of soil/root mass + 1/4 inch B. Fertilizing 1. Blend fertilizer during topsoil conditioning or apply to topsoil after spreading. a. Spread dry and free flowing fertilizer with a mechanical spreader capable of uniform application at the rates indicated on the plans or as determined by soil tests. b. Mix uniformly into top 3 inches of topsoil with roto-tiller, harrow, disc, or other mechanical method. 2. Overseeding: Apply fertilizer in accordance with Referenced Standards and manufacturers recommendations. C. Seeding 1. General a. Apply with a mechanical spreader capable of uniform application at the rates indicated on the plans. b. Apply in two passes at perpendicular directions. c. Provide soil/seed contact by dragging, raking, or other acceptable means. d. Lightly compact topsoil immediately following seeding. 2. Hydroseeding a. Provide hydroseeding in areas indicated on plans. b. Hydroseeder shall provide continuous agitation to keep seed suspended until pumped. c. Pump pressure shall be continuous to provide non -fluctuating stream. d. Use fan nozzles when necessary to obtain total ground coverage with uniform seed distribution. e. Apply seed in 2 passes. 3. Mulching —Type 1 and 3 a. Apply immediately after seeding on all surfaces less than 3 horizontal to 1 vertical at the application rates shown on the plans. SEEDING AND SODDING July W, 2017 32 9219 — Page 7 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN b. Apply Type I to lawn areas, Type 3 to Specialty Turf Areas. c. Apply by mechanical means to provide uniform distribution. d. Disc anchor mulch in accordance with Referenced Standards at locations shown on plans. 4. Mulching — Wood Fiber Blanket a. Apply immediately after seeding on all surfaces at 3 horizontal to 1 vertical and steeper and at areas of concentrated flow as shown on the plans. b. Install in accordance with manufacturer's recommendations and fix in place with degradable pegs. 5. Watering a. Begin watering immediately after installation of mulch and continue daily for 14 days or until germination is complete and root systems are established. b. Provide specified Maintenance thereafter until Project Substantial Completion for lawn areas and end of extended warranty for Specialty Turf Areas. D. Sodding 1. Begin sodding at lower elevations and proceed upslope. 2. Place strips perpendicular to flow of water on slopes steeper than 10 horizontal to I vertical. 3. Place sod from topsoil soil surface raking disturbed areas smooth as laying progresses. 4. Place edges tightly together without stretching so no open joints are apparent. 5. Stagger end joints a minimum of 2 feet. 6. Provide hold down of sod mat equivalent to the root/soil mass adjacent to seeded surfaces and pavement to provide free flow of water from adjacent surfaces and uniform slopes between contours and spot elevations indicated on the plans. 7. Provide watering of sod daily as work progresses sufficient to wet full depth of topsoil for a minimum of 14 days. 8. Compress sod into contact with topsoil by rolling or tamping immediately following initial watering. 9. Fix sod in place on slopes of 4 horizontal to 1 vertical and steeper with degradable pegs staggering 2 pegs per strip width for every 2 feet in length. 10. Provide specified Maintenance until Project Substantial Completion. 3.04 RESTORATION A. Provide seeding or sodding as for new construction in areas occupied by temporary erosion protection and sediment control devices immediately upon their removal. B. Provide maintenance of such areas for a minimum of 30 days or upon acceptance by Owner. 3.05 CLEANING A. Sweep up all spilled or overspread fertilizer and soil supplements immediately. B. Sweep up dropped or tracked soil daily. C. Remove wheel marks form paved surfaces. 3.06 PROTECTION A. Protect all newly seeded or sodded areas from foot and vehicular traffic for a minimum of 14 days or until root systems become established, whichever is longer. I * 1ZI]-WIX41g C00 SEEDING AND SODDING July 13'", 2017 32 9219 - Page 8 Alliant Engineering, Inc. Proj.#216-0199 SECTION 32 9300 IQ W411 W PART 1— GENERAL 1.01 SUMMARY A. Section Includes West Park Chanhassen, MN 1. Preparation of planting beds including excavation and removal of excess soil. 2. Providing plant material 3. Providing planting soil, mulch, and accessory items for plant material and planting beds. 4. Maintenance of plant material. B. Alternates 1. The Contractor may substitute for specified plant material with prior approval. 2. Alternates will be considered only for replacement of material that may be unavailable. 3. If substitutions are proposed, submit proof of non -availability with proposal for replacement material. 1.02 RELATED SECTIONS A. Section 31 1000 — Site Clearing B. Section 312200 — Grading C. Section 32 9219 — Seeding and Sodding 1.03 REFERENCES A. Minnesota Department of Transportation Standard Specifications for Construction (Mn/DOT), current edition with current supplements. B. ANSI Z60.1 — American Standards for Nursery Stock — American Association of Nurserymen (AAN) C. Standardized Plant Names — American Joint Committee on Horticulture Nomenclature D. Association of Official Agricultural Chemists (AOAC) E. United States Department of Agriculture — Natural Resources Conservation Service (NRCS) F. ASTM D5268 — Specification for Topsoil Used for Landscaping Purposes 1.04 SYSTEM DESCRIPTION A. Performance Requirements L Specifications are minimum requirements. 2. It is the Contractor's responsibility to determine and provide any additional measures necessary to assure healthy plant growth until completion of the extended warranty period. 1.05 SUBMITTALS A. Product Data: Manufacturer's or supplier's data or certificates for soil supplements and plant material with sufficient information demonstrating that materials or products meet the specifications. B. Samples 1. One pound of mulch. 2. One square foot of weed barrier. C. Quality Assurance 1. Test Reports: Summary reports of recommendations for supplements and conditioners for topsoil stockpiled on site or obtained from an off -site source. PLANTS July 13's, 2017 32 9300 — Page 1 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN 2. Qualification Statements: Contractor's statement of work experience and project references consistent with Quality Assurance requirements. 3. Alternates: Complete description of proposed alternates as a deviation from the specified plant materials. 4. Notification: Shipping dates for plant material. D. Schedule: Planting dates and maintenance program extending 2 years beyond the date of Substantial Completion. E. Closeout Extended warranty. 1.06 QUALITY ASSURANCE A. Qualifications: Installation and maintenance shall be by a Contractor familiar with Referenced Standards and Regulatory Requirements and with a record of five similar installations that have been in place for a minimum of three years. B. Regulatory Requirements 1. Plant materials shall comply with local, state, and federal regulations and ordinances relating to inspection for diseases and insect infestation. 2. Obtain and pay the fee for any permits necessary to carry out the Work. C. Pre -Installation Meetings: Schedule during periodic progress meetings with Owner's Representative and Contractors performing Work under Related Sections. 1.07 DELIVERY, STORAGE, AND HANDLING A. Shipping 1. Notify Owner's Representative one week prior to shipping plant material indicating method of shipping and providing itemized list of materials to be delivered correlated to the planting times and plan schedule. 2. Ship plant material within 24 hours of digging in soil balls or containers in which the plant has been growing. 3. Provide protection against extreme heat or cold, wind damage, and loosening or drying of root balls. a. Spray deciduous trees and shrubs with anti -desiccant prior to moving when transported in full leaf. b. Use protection methods that will preclude damage to bark and breaking of branches by ropes, wires, or ties, etc. 4. Test topsoil and obtain approval for use prior to shipping. 5. Ship packaged material in original containers with labels attached. B. Acceptance at Site 1. Planting Soil: Material shall not be accepted until required testing and reports are complete and material has received Owner approval for incorporation into the Work. 2. Packaged Material: Labels shall show information sufficient for determination that delivered material meets specifications. 3. Contractor Inspection: Inspect plant material prior to unloading for type, quality, size, condition of root balls, diseases, insects, and injury. 4. Reject plant materials without unloading if showing any of the following conditions. a. Signs of heat distress. b. Disfiguring knots, scald injuries, abrasions of the bark. c. Disease, insect eggs, borers, or signs of infestation. d. Distressed foliage or buds. PLANTS July 13", 2017 32 9300 — Page 2 Alliant Engineering, Inc. West Park Proj. #216-0199 Chanhassen, MN e. Non -typical trunks or branch systems or overgrown. f. Damaged or cut leader. g. Broken, loose or excessively dry root balls; loose containers, or showing signs of being recently canned. h. Manufactured, artificially produced, or "mudded in" root balls. C. Handling 1. Minimize handling of plant material during preparation for shipping, unloading, and final placement. 2. Unload large plant stock directly into prepared planting pits to the greatest extent practicable. 3. Unload and handle plant material without dropping or handling stems, trunks, or branches. 4. Place planting soil within 3 days of delivery. 5. Place plant material within 30 hours of delivery. D. Storage and Protection 1. Soil Stockpiles a. Verify or obtain approval of locations for temporary stockpiles. b. Provide free drainage of surface water. c. Provide coordination for provision of erosion protection. d. Protect from contamination and secure against unauthorized use or removal. 2. Plant Material (if not planted within 4 hours): Store in a shaded location and cover root balls with moist soil, mulch, or other material to prevent drying. 3. Store packaged material that may be damaged by temperature extremes or moisture in weather proof climate controlled structures. 1.08 PROJECT CONDITIONS A. Environmental Requirements 1. Do not conduct planting when soil is frozen, during freezing conditions, or when freezing is predicted within 48 hours of planting. 2. Do not conduct planting during heavy rainfall or when soil is saturated. 3. Wrap deciduous trees planted in the Fall. B. Existing Conditions: Obtain test results for topsoil stockpiled during Site Clearing. 1.09 SEQUENCING AND SCHEDULING A. Prepare a schedule for planting to occur during optimum spring and/or fall planting periods. B. Provide additional maintenance requested by the Owner and assume all risk for planting performed outside of optimum planting periods. MIT ►111 A. Provide 100% replacement warranty extending for a period of 2 years from date of substantial completions. 1. Determination of replacement will be made by the Owner. 2. Replacement shall be of the size and type originally specified. 3. Replacement occurring within the final year of the warranty shall be guaranteed through one complete growing season. B. Contractor's Option: The Contactor may provide an escrow account in lieu of the warranty period covering 115% of the replacement, including labor, to be used by the Owner for necessary replacement. 1. Plants covered under the escrow, and which are disputed regarding needed replacement, may be left in place for one additional growing season, at the discretion of the Contractor. 1.11 MAINTENANCE July 131", 2017 PLANTS 32 9300 — Page 3 Alliant Engineering, Inc. Proi. #216-0199 West Park Chanhassen, MN A. General: Inspect plantings periodically following installation and provide all maintenance of plants and planting beds, and guys and stakes, until the end of the extended warranty period. B. Watering 1. Provide periodic watering to establish a healthy root system and ensure continued growth. 2. Watering may be terminated in areas provided with irrigation upon completion of the system and acceptance by the Owner. 3. Contractor shall periodically verify that irrigation system is operating and delivering adequate moisture as part of the maintenance. C. Weed Control: Provide weed control by hand pulling or hoeing. D. Mulch 1. Restore or replace mulch that is displaced by wind or storm water. 2. Replace weed barrier shown to be ineffective. E. Pruning: Provide necessary pruning to ensure healthy plant growth and acceptable form and character. PART2—PRODUCTS 2.01 MATERIALS A. Plant Material 1. Plant material names, sizes, and grades shall conform to Referenced Standards. a. The listed height and caliper of trees, height and spread of evergreens and shrubs, and diameter of root balls or container dimensions are the minimum required. b. Height and spread dimensions refer to the main body of the plant when branches are in normal growth position measured in accordance with Referenced Standards. 2. Provide tree spaded or balled and burlapped trees and shrubs conforming to Referenced Standards unless noted on plans. 3. Limitations for container stock are shown on the plans. 4. Deciduous trees shall be single stem unless noted on the plans. B. Planting Soil 1. Topsoil for planting soil shall conform to soil specified in Related Sections. 2. Planting soil mixture shall be homogeneously blended and composed of a minimum of five parts topsoil, one part peat moss, and one part sand with fertilizer and other soil supplements and conditioners added as recommended by analysis tests for the type of plant specified. C. Supplements and Conditioners I. General: Supplements shall generally meet the following criteria and shall be specifically determined by results of soil tests. 2. Fertilizer: Commercial fertilizer part of the elements of which are derived from organic sources and containing 5% Nitrogen, 20% Phosphoric Acid, and 20% Potash by weight 3. Aglime: Natural limestone containing not less than 85% total carbonates with minimum 90% passing a #10 sieve and 50% passing a # 100 sieve 4. Aluminum Sulfate: Commercial grade 5. Peat Humus: FS Q-P-166 with texture and pH range for intended use and finely shredded 6. Bone Meal: Commercial raw finely ground with minimum 41/o nitrogen and 20% phosphoric acid 7. Superphosphate: Soluble mixture of treated minerals with 201/o available phosphoric acid 8. Sand: Washed mason sand 9. Perlite: Certified Horticultural Grade by Perlite Institute PLANTS July 13'h, 2017 32 9300 — Page 4 Alliant Engineering, Inc. Proj. tl216-0199 West Park Chanhassen, MN 10. Vermiculite: Horticultural grade free of toxic substances 11. Sawdust: Rotted and free from chips, stones, sticks, and toxic substances with 7.5 lbs. of uniformly mixed nitrogen per cubic yard 12. Manure: Decomposed unbleached stable or cattle manure with not more than 25% by volume straw, sawdust, or other bedding materials free of toxic substances 13. Peat: Partially decomposed sphagnum moss 14. Compost: Humus rich commercially prepared from leaves and yard waste free of viable seed and toxic substances 2.02 ACCESSORIES A. Water: Suitable for irrigation free from ingredients detrimental to plant survival or that may cause staining. B. Wood Stakes and Braces (minimum): Common lumber of following sizes Tree Size Brace Stakes Guy Stakes I" to 3-1/2" 2" X 2" X 9' 2" X 2" X 2' 4" + NA 2" X 2" X 3' Conifers NA 2" X 2" X 3' C. Metal Stakes: Standard 10.4-pound minimum T or Y section steel fence posts 8 feet long with an anchor plate D. Guy Wires: Commercial grade galvanized; 12 gauge for trees up to 4" diameter, 9 gauge all others E. Wire Collars: New ply fabric bearing garden hose minimum 1/2" inside diameter F. Tree Wrap: Insect resistant first quality 4-inch-wide roll of bituminous impregnated corrugated or crepe paper tape specifically manufactured for protective tree wrapping G. Mulch: As indicated on plans H. Edging: As indicated on plans I. Weed Barrier: As indicated on plans J. Tree Paint: Asphaltic base which dries and hardens after application K. Anti -desiccant: Emulsion type, film forming 2.03 SOURCE QUALITY CONTROL A. Materials Analysis 1. Packaged standard products shall bear labels showing manufacturer's certified analysis, brand name, and net weight. 2. Other products shall be analyzed by a recognized laboratory in accordance with methods established by AOAC. B. Plant Material 1. Inspect plant material at nursery prior to digging and shipping for conformance with Referenced Standards. 2. Provide securely attached waterproof tags for verification that materials inspected will be those delivered. 3. Obtain plant materials from nurseries located in the same hardiness zone as the project. a. Trees and shrubs shall have been in place before digging for a minimum of 2 years. b. Trees and shrubs not originating at the nursery shall have been transplanted or root pruned within three years prior to installation. c. Non -woody perennials shall have been in place for a minimum of 1 year. 4. Container grown stock is permitted only as indicated on the plans. 5. Obtain plant material from single sources to the greatest extent practicable. 6. Dig and prepare plant material for transport in accordance with Referenced Standards. July 13t1, 2017 PLANTS 32 9300 — Page 5 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN 7. Provide root balls of sufficient size to include all fibrous and feeding roots necessary to establish healthy growth. C. Soil Material 1. Soil shall be tested for pH, water holding capacity, organic content, fertility, and residuals of lawn or agricultural chemicals. 2. Obtain soil from same source for all installation. 3. Soil supplements for topsoil borrow may be blended at the source or on -site. PART 3 — EXECUTION 3.01 EXAMINATION A. Verification of Conditions 1. Verify that Earth Moving and underground construction is complete. 2. Verify locations of below grade and near surface features such as irrigation equipment, handholes, valve boxes, utilities, etc. that may require protection or hand digging to preclude damage by execution of Work. 3. Verify available quantity of topsoil stockpiled on site. 4. Verify source and quality of water and availability for use. a. Furnish needed hoses, connections, meters, and trucks; obtain all necessary permits and pay fees. S. Verify all pre -closeout submittals have been made. 3.02 PREPARATION A. Protection 1. Protect and maintain benchmarks and monuments established for the Work. a. Provide services of Licensed Land Surveyor for any needed relocation. 2. Protect utilities, structures, and equipment which are newly constructed or to remain. a. Provide temporary support if needed to prevent movement. b. Place soil uniformly around structures to prevent wedging action. c. Provide protective covering over pavements that must be crossed to prevent damage, staining, or discoloration. B. Surface Preparation 1. Stake and identify plant material locations prior to delivery of plants. 2. Rake surfaces to smooth and uniform condition and remove all debris prior to installing weed barrier. 3.03 PLANT INSTALLATION A. General: Planting methods shall conform to Referenced Standards, acceptable industry standards, and specific to the plant type being installed. B. Excavating Planting Pits 1. Excavate planting pits in conformance with plan details and remove soil prior to moving plant to the location. 2. Excavate 2 feet larger in diameter than the root ball for trees and 1 foot for shrubs and perennials. 3. Excavate to a depth sufficient to allow placement of a minimum of 12 inches of compacted planting soil beneath the root ball and to maintain finished grade at the surface at the same relationship at which the plant was grown. C. Setting Plants PLANTS July 13" , 2017 32 9300 - Page 6 Alliant Engineering, Inc. Proj. #216-0199 West Park Chanhassen, MN 1. Backfill planting pits with 12 inches of moistened and tamped planting soil prior to setting plants. 2. Lower plants into pits without dropping and provide temporary support to maintain plants plumb during backfilling until permanent support can be provided. a. Container stock shall be removed from containers prior to setting. 3. Cut binding and burlap from balls, trim and remove excess, leaving bottom bearing layers in place. a. Examine soil mass surrounding root balls and roots prior to backfilling. b. Remove and dispose of plants showing evidence of being root bound, if ball is cracked or broken, or showing signs of infestation or disease. 4. Backfill pit uniformly with planting soil in 8 inch lifts until2/3 full. a. Agitate with shovels and lightly tamp each layer as backfill proceeds to break up clods of soil and eliminate air voids around the root ball. b. Fill pit full with water when backfill is 2/3 complete and allow to soak away. 5. Backfill remainder of pit with planting soil and slightly overfill to allow for settling. D. Watering 1. Begin watering immediately after setting plants and maintain soil in a moist condition for 14 days. a. Dish top of fill in planting pit to hold applied water after initial settling and prior to mulching. 2. Provide specified Maintenance thereafter until the end of extended warranty. 3.04 PRUNING A. Prune trees and shrubs one week after planting with clean sharp tools. B. Remove only dead or damaged branches or as needed to maintain natural form and character specific to type up to a maximum of 1 /3 of branches and do not cut leaders. C. Cover cuts 1/2 inch and larger with tree paint. D. Do not prune shrubs to smaller than size specified. E. Apply anti -desiccant to provide a complete film over trunks, branches, stems, and foliage one week after pruning. 3.05 ACCESSORY INSTALLATION A. Stakes and Braces 1. Stakes and braces are optional. 2. Install in accordance with plan details. 3. Remove all braces following one growing season. B. Tree Wrap 1. Wrap deciduous trees after applying anti -desiccant. 2. Cover entire surface of trunk from base to bottom of first branches. 3. Secure wrapping at top and bottom with tree paint. C. Edging: Install edging as indicated on plans in accordance with manufacturers recommendations. D. Mulching - 1. Install weed barrier to cover entire planting beds, shrub, and tree pits. 2. Overlap weed barrier a minimum of 6 inches at edges. 3. Spread mulch evenly to a minimum depth of 4 inches or as indicated on plans. 3.06 FIELD QUALITY CONTROL A. Observations: Notify Owner 5 days prior to planting if different from approved schedule for periodic observations. PLANTS July 13d , 2017 32 9300 — Page 7 Alliant Engineering, Inc. Proj. #216-0199 3.07 CLEANING West Park Chanhassen, MN A. Sweep up spilled or tracked material which may be washed into the storm sewer system or curbs and gutters on a daily basis. B. Remove wheel marks from paved or painted surfaces. END OF SECTION PLANTS July 13' , 2017 32 9300 — Page 8 Standard Specf,iANDcdDons Detd Plates Chanhassen I Minnesota STANDARD SPECIFICATIONS REVISIONS Rev. 201612017 STREETS Section 1.03 Second paragraph, first sentence has been revised to read: Test or proof rolling... Section 2.03 Part B — First paragraph, first sentence has been revised to read: The full thickness of each layer of Classes 5 or 6 shall be compacted to achieve passing results in a modified DCP or a penetration index... Section 3.02 Added (was inadvertently removed in 2015): City Of Chanhassen Compaction Test Method Section 4.05 Part A — Added Section 2461 to first paragraph. Part A. 8. — Deleted and rewritten into new #8 and #9 Section 4.11 Part A. 1. — Revised, Lettering Height table added Part C — Rewritten Section 4.14 Added to first paragraph: ... and the current MnDOT Seeding Manual Part B. 2. — Seed mixture values revised. Part C. 3a. & 3c. — Revised SANITARY AND STORM Section 1.06 "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation Edition is revised to 2016. Section 1.06 City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line.... Edition is revised to 2013. Section 2.03 Part A, first sentence revised to remove: "....and the last three lines of pipe into ponds or ditches." Section 2.04 Section revised: "No corrugated metal pipe allowed...." Section 2.07 >26 feet Pipe Class revised to "C900" Section 2.10 Beginning of 3' paragraph revised to "When approved by...." Section 2.11 2' paragraph: Standard manhole casting M.C.I. #309 has been removed and shall be in accordance with Standard Detail Plate `W2111 ". Last sentence regarding total allowable weight has been deleted. Section 2.12 Added sentence to beginning of first paragraph. Section 2.13 Section revised. Section 2.14 Section renamed. First sentence of first paragraph revised. Section 2.14A 2" paragraph: Barrier height revised from 18" to no more than 24". 3rd paragraph deleted. Section 2.14B Beginning of I' paragraph revised. Last paragraph revised to add "storm or"... Section 2.16 Section revised. Sections 2.18B, 2.18C & 2.18G: MnDOT Specifications nos. revised. Section 2.19 2°d paragraph revised. Last paragraph, I' sentence: PE has been revised to PVC. Section 7.01 Sentence added to end of 2"d paragraph. Section 7.02 Polyvinyl Chloride Pipe (PVC): WDOT specification no. revised. Sentence: "These materials shall all pass...." has been deleted. High Density Polyethylene (HDPE): MnDOT specification no. revised. Sentence: "These materials shall all pass...." has been deleted. Section 7.03 1' paragraph — "Section 2503.311" deleted. Section 10.02 2°1 paragraph: Revised. Section 12.05 "4" " [adjusting rings] has been deleted. Second sentence revised. Section 12.09 Section title revised. Second sentence revised. Section 13.07 Section title revised. Paragraph revised to reflect section title. Section 14.03 Language added at end of section. Section 19.00 Paragraph has been revised to read: ....newly constructed "or repaired" gravity.... Section 19.01 Sentence added to end of 2"d paragraph. Sentence added to end of 3rd paragraph. Section 20.15 "PE pipe" has been replaced with "trench". Section 21.09 New Section: Trace Wire. *All consecutive sections renumbered accordingly. SANITARY SEWER REHABILITATION Section 2.01A First sentence revised; deleted "...or mechanically powered equipment'. Section 4.02E First sentence revised to add language regarding joint sealing televising video. Section 5.01A Section revised. Section 5.03 Section deleted (Install Manhole Steps) Section 5.04 Made to new Section 6.00 Section 6.00 New Section: Chemical Sealing Materials *All consecutive sections renumbered accordingly. I Section 6.01 Sentence added to end of first paragraph. Section 9.01 Section revised. LANDSCAPE Section 2.00 A: Added ANSI Z60.1 spec number to Nursery Plan Stock line item. Section 2.00 A4: New subsection. Section 2.00 C 1: f) & g) — References to Figures 7 & 8 deleted. Section 2.00 C5: Subsection revised. Section 3.00 132a: 3) — Added "top" 10".... WATER MAIN Section 1.02 Last 3 sentences of first paragraph deleted. Section 1.06 "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation Edition is revised to 2016. Section 1.06 City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line.... Edition is revised to 2013. Section 2.01 Added second paragraph. Section 2.02 Third paragraph revised. Section 2.12 Addition: In instances where a 1" CTS coupler must be used the coupler shall be the quick compression style McDonald 74104BCAPQ or approved equal. Flare coupler; shall not be used. Section 2.03 6" Maximum Corp Size Without Saddle revised to 1". Section 2.04 References to ...pipe sizes, 4" to 8" removed. Fittines section added "...or stainless" to end; Cor-Ten is revised to Cor-Blue. Service Saddles section revised. Trace Wire made to Section 2.05 Section 2.05 New Section: Trace Wire - *All consecutive sections renumbered accordingly. Section 2.06 First paragraph: Waterous removed; Mueller added. C515-80 replaced with C509; last sentence revised. Second paragraph: First sentence deleted; Mueller Series 2360 deleted; 10-year warranty added. Last paragraph deleted. Section 2.07 Paragraph Revised: Waterous removed; Bodies shall be of cast or ductile iron; Shaft shall be 316; Unit shall be equipped with AWWA 2" square bronze operating nut...; Henry Pratt "Groundhog", Dresser 450, Kennedy or American deleted, added Clow; Removed end of last sentence beginning with ...and spray -coated with a bituminous coal.... Section 2.10 Deleted 6' paragraph (The bonnet assembly...). Seventh paragraph: Operating nut shall be affixed to bonnet by stainless steel instead of bronze. Deleted sentence: The use of Allen head set screws... Deleted 911 paragraph (The hydrant bonnet...). 101s paragraph: Pressure seal between the barrels.....shall be not less than 24" (revised from 18"). 12d' paragraph: Hydrant bury depth shall be 7_5' (revised from 7'); remainder of that sentence revised. 13d' (bolded) paragraph: T-bolts and hex nuts shall be stainless steel.... Hydrants shall be Clow Medallion, Mueller Super Centurion, or approved equal (deleted Waterous WB-67). Section 2.15 Removed sentence: ... and spray -coated with a bituminous coal tar supplied by the manufacturer. Section 2.18 21 paragraph revised. Section 2.19 2"d paragraph: Deleted "a backflow check valve". Detail Plate No. revised to 1008. Section 2.22 131 paragraph deleted; 2' paragraph revised; Added new paragraph "Site specific.... Section 6.07 Trace Wire revised. Section 8.03 PVC section A.W.W.A. C900 for sizes 4" to 8" revised to 4" to 12". Removed PVC Pipe larger than 8....... sentence. Section 8.04 18" x 18" x 5" revised to 18" x 18" x 4". Section 10.01 l"paragraph: C600 has been revised to C600-10 and C605-13. Section 10.02 Section deleted; new verbiage added. Section 10.04 Section revised. STANDARD DETAIL PLATE REVISIONS Most Detail Plates have been modified since 2015. Review Detail Plate prior to use for any updates. 4 :: 2017 CITY OF CHANHASSEN STANDARD SPECIFICATIONS DETAIL PLATES Paul Oehme, Director of Public Works/City Engineer Alyson Fauske, Assistant City Engineer Terrance Jeffery, Water Resources Coordinator Steve Ferraro, Engineering Technician IV/Construction Manager Kevin Crooks, Utility Superintendent Charlie Burke, Street Superintendent 952-227-1169 952-227-1164 952-227-1168 952-227-1166 952-227-1300 952-227-1300 I hereby certify that these standard specifications and detail plates have been prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer in the State of Minnesota. 2017 STREET CONSTRUCTION SPECIFICATIONS TABLE OF CONTENTS SECTION 1.00 - GRADING Page 1.01 Clearing and Grubbing....................................................................................................1 1.02 Excavation and Embankment..........................................................................................1 1.03 Subgrade Preparation and Correction..............................................................................1 1.04 Application of Water.......................................................................................................2 SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 Aggregate Base ........................... 2.02 Materials ...................................... 2.03 Requirements .............................. 2.04 Acceptance Testing ..................... 2.05 Specified Density Method .......... 2.06 Aggregate Composition .............. 2.07 Schedule of Price Reductions..... .............................................................................. 4 .............................................................................. 4 .............................................................................. 6 .............................................................................. 9 ............................................................................10 ............................................................................13 SECTION 3.00 - PAVEMENT CONSTRUCTION 3.01 Plant -Mixed Bituminous Asphalt..................................................................................16 - Mixture Design............................................................................................................20 - Mixture Quality(QC)..................................................................................................27 - Construction Requirements......................................................................................... 50 - Pavement Density ........................................................................................................56 - Thickness & Surface Smoothness Requirements.......................................................67 - Method of Measurement.............................................................................................68 3.02 City of Chanhassen Compaction Test Method............................................................. 70 3.03 Bituminous Patching...................................................................................................... 70 3.04 Bituminous Tack Coat...................................................................................................71 3.05 Mill Pavement Surface.................................................................................................. 71 3.06 Bituminous Overlay.......................................................................................................73 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 Subsurface Drain Tile....................................................................................................74 4.02 Utilities...........................................................................................................................74 4.03 Warranty .........................................................................................................................75 4.04 Water to Homes.............................................................................................................75 4.05 Concrete.........................................................................................................................75 4.06 Bituminous Curb............................................................................................................79 i 4.07 Bituminous Trail/Pathway.............................................................. 4.08 Electric Lighting Systems (Street Lighting) ................................... 4.09 Fence Restoration........................................................................... 4.10 Pavement Markings........................................................................ 4.11 Street Signs and Posts..................................................................... 4.12 Protection and Restoration of Vegetation ...................................... 4.13 Erosion Control............................................................................... 4.14 Turf Establishmenf.......................................................................... 4.15 Geotextile Stabilization Fabric ....................................................... 4.16 Segmented Masonry Retaining Wall Units (2411)........................ 4.17 Minor Concrete Structures.............................................................. 4.18 Segmental Masonry Retaining Wall Surface Sealing .................... 4.19 Pedestrian Curb Ramps.................................................................. 79 79 82 83 84 85 85 85 90 90 93 95 96 ii SECTION 1.00 - GRADING 1.01 CLEARING AND GRUBBING (2101) All clearing and grubbing shall be performed in accordance with and the basis of payment shall be made as per Section 2101 of the current Minnesota Department of Transportation Standard Specifications, with the following amendment: All costs associated with clearing and grubbing shall be considered incidental to the project, unless a separate bid item is included in the proposal form. Clearing shall be under the direction of the engineer in the field and care will be required to protect all trees not removed. All timber, stumps, roots and other debris or by-products resulting from the clearing and grubbing operation shall be disposed of off the site. 1.02 EXCAVATION AND EMBANKMENT (2105) All site grading and street construction of excavation and embankment shall be in accordance with Section 2105 of the current Minnesota Department of Transportation Standard Specification with the following modifications: A) The following compaction requirements shall be met for all embankment and trench backfilling relative to subgrade under this contract: 1. The zone below the upper 3 feet of the embankment or trench shall be compacted to 95 percent of standard proctor density. 2. The zone from 3 feet below subgrade to finished subgrade (upper 3 feet) shall be compacted to 100 percent of standard proctor density. B) If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. 1.03 SUBGRADE PREPARATION AND CORRECTION (2111) Subgrade preparation and correction shall be performed in accordance with the following: The contractor shall prepare the subgrade to the grade, compaction and stabilization to a depth of one foot (P) below subgrade elevation. All work in preparing the subgrade to this one -foot depth shall be considered incidental. Test or proof rolling shall be performed on the completed subgrade prior to addition of base materials. The contractor will furnish a tandem truck loaded with a minimum of 14 tons to check the completed subgrade and/or base. This truck will be driven near the curb and gutter locations on both sides of the roadway and in other locations the Engineer may direct, to determine if any soft spots exist so that these areas may be removed and replaced with satisfactory material before completing subgrade or base preparation, subject to Engineer approval. Cost of furnishing the loaded truck and driver for the test roll and any retests shall be incidental to construction of the subgrade and/or base and no direct compensation will be made therefore. A) If, in the Engineer's opinion, based on the test roll, there are any sections of the road subgrade that are unstable, the contractor shall, at his/her expense, scarify the roadbed and aerate or add moisture to the material as necessary and re -compact the material to the extent that it will be stable when re -tested by rolling. B) However, where test failures re -occur and the Engineer is satisfied that the corrective measures were exhausted, then a qualified soils engineer shall be retained to recommend corrective measures (i.e. subcut, fabric, draintile). Upon review of the soils report, the City Engineer shall determine an alternative to produce acceptable stability on the roadbed. The unstable sections shall be repaired by the contractor as directed by the Engineer and at the owner's expense. In the event subgrade subcut efforts are deemed necessary to correct any unsuitable soils in the road section, a granular (free draining) backfill meeting the requirements of MnDOT Section 3149-2 "B2 Select Granular Borrow" shall be used. In addition, if the road section is in need of subgrade removal, the depth of removal shall be consistent throughout the entire road section with the exception of a small isolated area. The practice of varying depths of subcut in a continuous section of road will not be allowed. In roadbeds where existing soil subcuts have been performed, drain rile and cleanouts in low areas and any other areas deemed necessary by the Engineer shall be installed as per standard detail plate nos. 5232, 5233 and 5234. 1.04 APPLICATION OF WATER (2130) This work shall consist of furnishing and applying water for dust control or moisture content within the Project limits as directed by the Engineer or stipulated in the Contract. 1.04.1 MATERIALS The water shall be furnished by the Contractor and it shall be reasonably clean. The Contractor shall make all arrangements with the City's Utility Superintendent for obtaining any water which may be needed for the construction. No water may be taken from any City hydrants unless authorized in writing by the Utility Superintendent. Failure to obtain City authorization will result in prosecution and fines within the limits of city ordinance. 1.04.2 CONSTRUCTION REQUIREMENTS A Equipment `A Water supply tanks shall be equipped with distributing bars or other apparatus that will ensure uniform application of the water. Application of water on the road shall be with a self-propelled distributor of the pressure type, mounted on pneumatic -tired wheels. Pump capacity shall be sufficient to permit application of the whole load uniformly at any rate up to 250 gallons per minute. B Application The water supply and equipment used shall be sufficient to apply the quantity required within the time interval necessary to secure optimum results and avoid unwarranted loss of water through evaporation, absorption, or drainage. The water shall be applied at such times and in such quantities as the Engineer approves. 1.04.3 METHOD OF MEASUREMENT Water applied for Dust Control or moisture content within the Project limits, by direct order of the Engineer, will be considered Incidental to the Project unless a specific bid item is provided If a bid item is provided, deductions may be made for any water wasted through failure of the Contractor to coordinate the application of water with other operations as may be directed. 1.04.4 BASIS OF PAYMENT If a bid item is provided, payment for the accepted quantities of water at the Contract price per unit of measure will be compensation in full for all costs of furnishing, transporting, and applying the water as directed. These provisions apply to water used for dust control within the Project limits as directed by the Engineer. These provisions do not apply to any sprinkling or other uses for water required in conjunction with the construction of concrete pavements; to any water used in the production or curing of concrete; to any water used to maintain plant life; to any water used in conjunction with compacting soil and aggregate; or to any water used for dust control in any Contractor selected haul roads, detours, or work sites outside of the Project limits; all costs of which will be incidental to the Contract items involved. When a bid item is provided, payment for the application of water will be made on the basis of the following schedule: Item No. Item Unit 2130.501 Water Gallon K SECTION 2.00 - BASE MATERIALS AND CONSTRUCTION 2.01 AGGREGATE BASE (2211) The contractor shall place and compact the aggregate base of the class and depth specified. All aggregate base and its placement shall conform to Section 2211 of the current Minnesota Department of Transportation Standard Specification. Aggregate base shall be paid for by the number of cubic yards as calculated from the design widths, depths and lengths. No payment shall be made for additional material used due to low subgrades, spillage, tolerances, etc. Prior to the placement of any aggregate base material, all soil reports and compaction tests including previous tests on utilities must be reviewed by the City. 2.02 MATERIALS (2211) A. Aggregate......................................3138 The class of aggregate to be used in each course will be shown in the contract. Gradation acceptance for Classes 1, 2, 3, 4, 5 and 6 aggregates will be by the random sampling method in accordance with 2211.3D.1. 2.03 REQUIREMENTS A Spreading and Compacting At the time of spreading the base material for compaction, the aggregate shall be so uniformly mixed that it will meet specified gradation requirements, based on the results of gradation tests nm on aggregate samples obtained after mixing and prior to compaction. The material for each layer shall be spread and compacted to the required cross section and density before placing aggregate thereon for a succeeding layer. The surface of each layer shall be maintained, with uniform texture and firmly keyed particles, until the next layer required by the contract is placed thereon or until the completed base is accepted if no other construction is required thereon. Compaction shall be obtained by the: 1. Specified density method, 2. Quality compaction method, or 3. Penetration index method 4 whichever method is prescribed for the particular course. Compaction by the specified density method will be required on all base courses except those that are otherwise designated in the contract for compaction by either the quality compaction or penetration index method. If Class 5C or Class 513C is specified or substituted for another class of aggregate, then densification shall only be obtained by the quality compaction method or the penetration index method B Penetration Index Method The full thickness of each layer of Classes 5 or 6 shall be compacted to achieve passing results in a modified DCP or a penetration index value less than or equal to 10 mm per blow, as determined by a MnDOT standard dynamic cone penetrometer (DCP) device. For test purposes, a layer will be considered to be 75 mm in compacted thickness but a testing layer can be increased in thickness to a maximum of 150 mm if compacted in one lift by a vibratory roller. At least two passing dynamic cone penetrometer tests shall be conducted at selected sites within each 800 cubic meters (CV) of constructed base course. If a test fails to meet the specified requirements, the material represented by the test shall be recompacted and will be retested for density compliance. All aggregates prescribed to be tested under the Penetration Index Method 2211.3D.2.c must be tested and approved within 24 hours of placement and final compaction. Beyond the 24 hour limit, the same aggregate can only be accepted by the Specific Density Method 2211.3D.2.a. Water shall be applied to the base material during the mixing, spreading and compacting operations when and in the quantities the Engineer considers necessary for proper compaction. C Determination of Penetration Index Value The Penetration Index Value will be determined using a MnDOT standard dynamic cone penetrometer (DCP) device. The basic test method can be found in the MnDOT User Guide to the Dynamic Cone Penetrometer and the detailed test methods and procedures for base and shouldering aggregate are available from the Grading and Base Office, Maplewood. D Random Sampling Gradation Acceptance Method The following provision shall apply to the use of Classes 1, 2, 3, 4, 5 and 6 aggregates: Gradation Control The contractor and/or aggregate producer shall be responsible for maintaining a gradation control program in accordance with the random sampling acceptance method described in the Grading and Base manual. The contractor will be permitted to proceed with and complete the base construction on the basis of the contractor's Certification (on Form 24346 fiunished by the engineer) that the material supplied and used conforms to the appropriate specification requirements. The contractor shall assume fill responsibility for the production and placement of uniform and acceptable materials. 5 2.04 ACCEPTANCE TESTING Aggregate gradation compliance will be determined in accordance with the following table: Table 2211-A ACCEPTANCE TESTING SCHEDULE(A) Quantity No. Samples(dx`) or Payment Acceptance ((metric tons (t)taxbl No. Lots(`) No. Sublots/Lot(O Schedule Less than 500 NA Use Form 2415 or Table 2211-5 2403 small uanti > 500 but less than NA 1/1,O000) Table 2211-5 4,000 > 4,000 but less than l(h" 40) Table 2211-4 10,000 a. In accordance with 1503, Conformity with Plans and Specifications, it is the intent of these specifications that materials and workmanship shall be uniform in character and shall conform to the prescribed target value or to the middle portion of the tolerance range. The purpose of the tolerance range is to accommodate occasional minor variations from the median zone. The production and processing of the materials and the performance of the work shall be so controlled that the material or workmanship will not be of borderline quality. b. Or equivalent in cubic meters loose volume or cubic meters compacted volume ((It — 0.6m3 (LV) or lt-0.46m3 (CV), respectively)). C. The- use of any one kind or class of material from more than one source is prohibited without permission of the engineer according to 1601. If the contractor changes sources (with the engineer's approval), a new lot consisting of four sublots will be established provided that the quantity equals or exceeds 4,OOOt. When a material source is changed prior to completing a lot, the remainder of the 4 samples will be taken from the previously placed materials, provided that the quantity equals or exceeds 4,OOOt. However, if the quantity placed is less than 4,OOOt, acceptance testing will be based on one test per thousand metric ton. d. Samples for gradation testing will be taken randomly by the engineer prior to compaction, in accordance with the random sampling method described in the Grading and Base Manual. e. Classes 1, 2, 5C and SBC, Shoulder Surfacing Aggregate, may be sampled from the stockpile for testing and acceptance in accordance with 3138.3. f. Each lot will be divided into four sublots which are approximately equal in quantity. g. Each individual sample will be analyzed separately for payment. 10 h. Each lot shall consist of a maximum of approximately 10,000t of material, although lesser sized lots may occur due to construction constraints. i. Each lot will be analyzed separately for payment. j. One gradation sample will be taken from each sublot and tested. The results obtained from the four samples will be averaged for payment to the nearest one -tenth of one percent for the specified sieves. The engineering will have each sample tested in the field by a MnDOT certified technician or may submit them to the district laboratory for testing. A delay of at least three (3) working days is anticipated before laboratory tests results are available but a maximum of eight (8) working hours delay is anticipated for field gradations. The individual test results or sublot averages, which are based on Table 2211-A, Acceptance Testing Schedule, shall be compared with tolerances shown in Table 2211-4 or 2211-5, Aggregate Base Payment Schedules. Acceptance for non -complying material shall be made in accordance with the respective tables. To qualify for full payment, the contractor may correct, at no cost to the City, any lot of non-compliance material where acceptance is based on the lot criteria (greater than 4,OOOt) and/or the quantity of material represented by a failing test where acceptance is based on the individual sample criteria. When corrective action is required for acceptance of the work, in accordance with Tables 2211-4 and 2211-5, the contractor shall perform the corrective work at no cost to the City. The contractor shall remove the unacceptable material and replace it with acceptable material or correct the unacceptable material on the road. In lieu of replacement or correction, the engineer may allow (in the best interest of the City) the contractor to accept a price reduction instead of corrective action. Upon completion of any corrective work required for full payment, whether it is by blending, mixing, adding and/or replacing material, the corrected material will be sampled and tested for acceptance. The entire lot shall be retested, in accordance with Table 2211-A, when the acceptance is based on the lot criteria; otherwise, retesting will be based on one sample per thousand metric tons. 7 Table 22114 Aggregate Gradation Monetary Price Adjustment Schedule Based on the Average of 4 Samples per Lot Percent Passing Outside Specified Limits for Sieves Monetary Price Adjustment % 2 in,1% in,1 in, % in, % in & No. 4 [50, 37.5, 25,19, 9.5, 4.75 mm] No. 10 & No. 40 12.00 mm & 425 pm No. 200 175 m 3-5 1 0.1 5 — — 0.2 6 6 — — 7 7 — 0.3 9 8 — 0.4 11 9 — — 13 — — 0.5 14 10 2 0.6 15 > 10 > 2 > 0.6 Corrective action required Table 2211-5 Aggregate Gradation Monetary Price Adjustment Schedule Based on an Individual or average of two or three Sample(s) Percent Passing Outside Specified Limits for Sieves Monetary Price Adjustment % 2 in,1'% in,1 in, % in, % in & No. 4 150, 37.5, 25,19, 9.5, 4.75 mm] No. 10 & No. 40 [2.00 mm & 425 Am No. 200 75 pml 3-5 1 0.1 — 0.6 1 — — 0.7 2 6 — 0.8 3 — — 0.9-1.0 4 7 — 1.1 5 — — 1.2 6 8 — 1.3 7 — — 1.4 8 9 — 1.5 9 — 2 1.6— 1.7 10 10 — 1.8 11 — — 1.9 12 — — 2.0 13 2.1 14 3 2.2-2.5 15 >10 >3 >2.5 Corrective action required Table 2211-6 Bitumen Content Moneta Price Adjustment Schedule Bitumen Content (Composite Mixture), % Monetary Price Adjustment % 3.6 0% Substantial Compliance 3.7 1 3.8 2 3.9 3 4.0 4 4.1 6 4.2 8 4.3 10 4.4 12 4.5 15 > 4.5 Corrective action required Price Reductions A. Price reductions should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. B. Bid prices for the project in question should be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. C. The price reduction shall represent only the quantity of material represented by the sample and actually used. D. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. 2.05 SPECIFIED DENSITY METHOD The full depth of aggregate base shall be compacted to not less than 100% of the maximum density and at the time of compaction the moisture content of the material shall not be less than 65% of optimum moisture. All failing moisture and density tests must be corrected before the project is complete. 9 2.06 AGGREGATE COMPOSITION (3138) 3138.1 SCOPE Provide certified aggregate along with Form G&B-104 for 2118, 2211 and 2221. Note that SQ is a new gradation, which a designer may designate for use as a base, and would most commonly be produced at a quarry. 3138.2 REQUIREMENTS A General Use aggregate sources meeting the requirements of 1601, "Source of Supply and Quality." Provide certified aggregate materials that have uniform: appearance, texture, moisture content and performance characteristics. Provide binder soils from sources meeting the requirements of 3146, "Binder Soil." Add binder soils during the crushing and screening operations. B Virgin Materials Provide virgin aggregates meeting the following requirements: (1) Comprised of naturally occurring mineral materials, and contains no topsoil, organics or disintegrating rock as defined in Laboratory Manual Section 1209, (2) Class 2 must be composed of 100% crushed quarry rock, and (3) Conforms to the quality requirements of Table 3138-1. Table 3138-1 uali Requirements for Virgin Materials Class Requirement 1 and 2 3 and 4 5 and SQ 6 Max Shale, if No. 200 < 7 % by mass NA 10.00/0 10.00/0 7.0% Max Shale, if No. 200 > 7 % by mass NA 7.00/0 7.00/6 7.0% Minimum Crushing Requirements • NA NA 100/0 15% Maximum Los Angeles Rattler (LAR) 40% 40% 40% 35% loss from carbonate quarry rock 1 Maximum Insoluble residue for the portion of quarried carbonate 1 10o/u 10% 10o/u 100/0 amegates passing the No. 200 sieve s Material ctushed from quarries is considered crushed material. C Recycled Materials 10 The Contactor may substitute recycled aggregates for virgin aggregates, if meeting the following requirements: (1) Recycled aggregates contain only recycled asphalt pavement (RAP), recycled concrete materials, recycled aggregate materials, or certified recycled glass, and (2) Must meet the requirements of Table 3138-2. Table 3138-2 Quality Requirements for R cled Materials Requirement Classes 1, 3, 4, 5, 5Q and 6 Maximum Bitumen Content of Composite 3.5% Maximum Masonry block % 100/0 Maximum percentage of glass • 100/0 Maximum size of glass' '/. in 19 mm Crushing (Class 5, 5Q and 6) 10% for Class 5 and 5Q t 15% for Class 6 t 0 Glass must meet certification requirements on the Grading and Base website. Combine glass with other aggregates during the crushing operation. t If material >_ 20% (RAP + Concrete), Class 5 and 5Q crushing requirements are met. t If material >_ 30% (RAP + Concrete), Class 6 crushing requirement is met. 11 Material crushed from quarries is considered crushed material. D Surfacing Aggregates Provide surfacing aggregates in accordance with 3138.2.A, "General," 3138.2.13, "Virgin Materials," and 3138.2.C, "Recycled Materials," and meeting the following requirements: (1) 100 percent (100%) of the material passes the % in [ 19.0 mm] sieve, (2) Does not use glass, (3) Recycled concrete materials may only be used for the roadway shoulders, and (4) There is no restriction on the bitumen content, if used for shouldering. Note: Class 2 must be composed of 100% crushed quarry rock per 3138.2B3. E Gradation Requirements (1) For products containing less than 25 percent (25%) recycled materials, conform to Table 3138-3. (2) For products containing 25 percent (25%) or more recycled materials and less than 75% recycled concrete, conform to Table 3138-4.- (3) For products containing 75 percent (75%) or more recycled concrete, conform to Table 3138-5. (4) Perform gradation tests prior to bituminous extraction. 11 Table 3138-3 Base and Surfacing Aggregate (containing less than 25 percent recycled aggregates) Total Percent Passm* Sieve Size Class 1 Class 2 Class 3 Class 4 Class 5 Class 5Q Class 6 2in — — 100 100 — 100 — 11/2in — — — — — — — 1 in — — 100 65 - 95 100 '/sin 100 100 — — 90 -100 45 - 85 90 - 100 % In 65 - 95 65 - 90 — 50 - 90 35 - 70 50 - 85 No. 4 40 - 85 35 - 70 35 -100 35 -100 35 - 80 15 - 45 35 - 70 No. 10 25 - 70 25 - 45 20 -100 20 -100 20 - 65 10 - 30 20 - 55 1o.40 10-45 12-30 5-50 5-35 10-35 5-25 10-30 No.200 8.0-15.0 5.0-13.0 5.0-10.0 4.0-10.0 3.0 10.0 3.0 10.0 3.0 7.0 Table 31384 Base and Surfacing Aggregate (containing 25% or more recycled aggregates & less than 75% recycled concrete) Total Percent ssin * Sieve Size Class 1 Class 3 Class 4 Class 5 Class 5Q Class 6 2 in — 100 100 — 100 — 1'/2 in — — — 100 — 100 1 in — — — 65 - 95 % in 100 — — 90 -100 45 - 85 90 -100 % in 65 - 95 — — 50 - 90 35 - 70 50 - 85 No. 4 40 - 85 35 -100 35 -100 35 - 80 15 - 45 35 - 70 No. 10 25 - 70 20 -100 20 -100 20 - 65 10 - 30 20 - 55 10-45 5-50 5-35 10-35 5-25 10-30 No. 40 t 5 - 45 No.200 5.0-15.0 0-10.0 0-10.0 0-10.0 0-10.0 0-7.0 t 0 -15.0 *Add letters in parentheses for each aggregate blend designating the type of recycled products included m the mixture. (B) = Bituminous, (C) = Concrete, (G) = Glass (BC) = Bituminous and Concrete, (BG) = Bituminous and Glass (CG) = Concrete and Glass, (BCG) = Bituminous, Concrete and Glass t Note: For Class 1, if the bitumen content is > 1.5%, the gradation requirement is modified to 5 - 45% for the #40 Sieve and 0 -15A% for the #200 Sieve. 12 Table 3138-5 Base and Surfacing Aggregate (containing more than 75 percent recycled concrete) To Percent Passing* Sieve Size Class 1 Class 3 Class 4 Class 5 Class 5Q Class 6 2 in — 100 100 — 100 — 1'/2 in — — — 100 100 1 in — — — 65 — 95 % in 100 — — 90 -100 45 - 85 90 -100 % in 65 - 95 — — 50 - 90 35 - 70 50 - 85 No. 4 40 - 85 35 -100 35 -100 35 - 80 15 - 45 35 - 70 No. 10 25 - 70 20 -100 20 -100 20 - 65 10 - 30 20 - 55 No.40 10-45 0-8 0-8 0-8 0-8 0-8 5.0 - 0 - 3.0 No.200 15.0 0-3.0 0-3.0 0-3.0 * Add letters in parentheses for each aggregate blend designating the type of recycled products included in the mixture. (B) = Bituminous, (C) = Concrete, (G) = Glass, (BC) = Bituminous and Concrete, (BG) = Bituminous and Glass, (CG) = Concrete and Glass, CG = Bituminous, Concrete and Glass 3138.3 SAMPLING AND TESTING Report the No. 200 sieve results to the nearest 0.1 percent and all other sieve results to the nearest 1percent (1%). A B C D E F 2.07 Sampling, Sieve Analysis and Crushing Tests Grading and Base Manual Los Angeles Rattler Loss Laboratory Manual Method........................................1210 Shale Tests Laboratory Manual Method ......... .... 1207 & 1209 Bitumen Content Laboratory Manual Method ..................................................... 1852 Insoluble Residue Laboratory Manual Method .................................................... 1221 Reclaimed Glass AGI Visual Method ........................ (AGI Data sheet 15.1 and 15.2) SCHEDULE OF PRICE REDUCTIONS The following schedule for price reductions on non -complying construction material shall be used when not addressed in the Contract. 13 The following schedule of price adjustments and/or corrective action for non-compliance material and/or work is a guideline only. Special circumstances may result in price reductions differing from this schedule. These special circumstances shall be determined and evaluated by the City Engineer. Price reductions are implemented only if it is in the best interest of the City to leave the non- complying material in place, otherwise, the material should be removed and replaced. Gradation Failures 1. MnDOT Specification 3138, Aggregate for Surface and Base Courses. 2. 3 a. Class 1, 2, 3, 4, 5 and 6 designations. The above classes of material should be accepted for payment in accordance with the provisions of the MnDOT Aggregate Base Table 2211-4, 2211-5 and 2211-6. Price reductions for more than one failing sieve size shall be accumulative, but will not exceed 50.0 percent. The compensation due to the contractor should be reduced accordingly. MnDOT Specification 3149, Granular Material. The granular materials listed in MnDOT Specification 3149 should be accepted for payment in accordance with the following: a. All Sieves Price adjustments shall be in accordance with 1(b) b. # 200/1 inch or 75�m/25 mm. Ratio (MnDOT Specification 3149.2B1 and 3149.2B2) % Outside Specified Limits* +1.0 +1.1 - 2.0 2.1 - 3.0 >3.0 Substantial Compliance 5.0% Price Reduction 15.0% Price Reduction Corrective Action Required *Based on individual sample test results. Price adjustment applied to the quantity of non- compliance material represented by the sample. The compensation due to the contractor should be reduced accordingly. The Contractor may correct the quantity of non-compliance material in order to qualify for full payment. 14 When corrective action is required for acceptance of the non -complying material, in accordance with the previously indicated schedules, the Contractor shall perform the corrective work at no cost to the Owner. The Contractor shall remove the unacceptable material and replace with acceptable materials, or correct the unacceptable materials on the road. The corrected material will be tested for compliance with the specification after the completion of the corrective action. In lieu of replacement or correction, the Engineers may allow (in the best interest of the City) the Contractor to accept a price reduction instead of corrective action. 15 SECTION 3.00 — PAVEMENT CONSTRUCTION 3.01 PLANT MDtED BITUMINOUS ASPHALT (2360 [Gyratory Design] Specification of the most current MnDOT Standard Specification) This Specification requires the Contractor to provide a mix that complies with all of the design, production, and placement requirements of the specification. The Department does not make any guaranty or warranty, either express or implied, that compliance with one part of this specification guarantees that the Contractor will meet the other aspects of the specification. DESCRIPTION This work consists of the construction of one or more pavement courses of hot plant mixed asphalt -aggregate mixture on the approved prepared foundation, base course or existing surface in accordance with the specifications and in conformity with the lines, grades, thicknesses and typical cross sections shown on the plans or established by the Engineer. Mixture design will be either 2360 (gyratory) as described in the Special Provisions through the mixture designation. 2360.1 DESCRIPTION This work consists of constructing plant mixed asphalt pavement on a prepared surface. Plant mixed asphalt pavement designed according to a gyratory mix design method for use as a pavement surface. A Mixture Designations The Department will designate the mixture for asphalt mixtures in accordance with the following: (1) The first two letters indicate the mixture design type: (1.1) SP = Gyratory Mixture Design. (2) The third and fourth letters indicate the course: (2.1) WE = Wearing and shoulder wearing course, and (2.2) NW = Non -wearing Course. (3) The fifth letter indicates the maximum aggregate size: (3.1) A ='/2 in [12.5mm], SP 9.5, (3.2) B = 3/4 in [ 19.Omm], SP 12.5, (3.3) C = 1 in [25.Omm], SP 19.0, and (3.4) D = % in [9.5mm], SP 4.75. (4) The sixth digit indicates the Traffic Level (ESAL's x 106) in accordance with Table 2360-1, "Traffic Levels." 16 Table 2360-1 Traffic Levels Traffic Level 20 Year Design ESALs 2* <1 3 1—<3 4 3— < 10 5 10—<30 6 >30 See SMA Provision NOTE: The requirements for gyratory mixtures in this specification are based on the 20 year design traffic level of the project, expressed in Equivalent Single Axle Loads (ESAL's) 1 x 106 ESALs * AADT < 2,300 AADT > 2,300 to < 6,000 (5) The last two digits indicate the air void requirement: (5.1) 40 = 4.0 percent for wear mixtures, and (5.2) 30 = 3.0 percent for non -wear and shoulder. (6) The letter at the end of the mixture designation identifies the asphalt binder grade in accordance with Table 2360-2, "Asphalt Grades." Table 2360-2 Asphalt Grades Letter Grade A PG52-34 B PG58-28 C PG58-34 E PG 64 — 28 F PG 64 — 34 H PG 70 — 28 I PG 70 — 34 L PG 64 — 22 M PG 49 — 34 Ex: Gyratory Mixture Designation -- SPWEB540E (Design Type, Lift, Aggr. Size, Traffic Level, Voids, Binder) 2360.2 MATERIALS 17 �i A Aggregate Use aggregate materials in accordance with 3139.2. B Asphalt Binder Material 3151 C Additives The Department defines additives as material added to an asphalt mixture or material that does not have a specific pay item. Do not incorporate additives into the mixture unless approved by the Engineer. Add anti -foaming agents to asphalt cement at the dosage rate recommended by the manufacturer. The Contractor may add mineral filler in quantities no greater than 5 percent of the total aggregate weight. The Contractor may add hydrated lime in quantities no greater than 2 percent of the total aggregate weight. Do not add a combination of mineral filler and hydrated lime that exceeds 5 percent of the total aggregate weight. Use methods for adding additives as approved by the Engineer. C.1 Mineral Filler — AASHTO M 17 C.La Mineral Filler — Hydrated Lime Provide hydrated lime for asphalt mixtures with no greater than 8 percent unhydrated oxides (as received basis) and meeting the requirements of AASHTO M 216. Use a method to introduce and mix hydrated lime and aggregate as approved by the Engineer before beginning mixture production. C.2 Liquid Anti -Stripping Additive (Contractor Added) If adding a liquid anti -strip additive to the asphalt binder, complete blending before mixing the asphalt binder with the aggregate. Only use liquid anti -strip additives that ensure the asphalt binder meets the Performance Grade (PG) requirements in 3 15 1. The Contractor may use asphalt binder with liquid anti -strip added at the refinery or the Contractor may add liquid anti -strip at the plant site. If using asphalt binder with liquid anti -strip added at the refinery, ensure the supplier tests the binder and additive blend to confirm compliance with the AASHTO M 320. If an anti -strip agent is added at the plant, the plant mixed asphalt producer is considered a supplier and the binder must conform to the requirements of 3151. Do not pave until the asphalt binder and additive blend testing results meet the criteria in 2360.2.B, "Asphalt Binder Material." C.2.a Mixture Requirements at Design Design the mixture with the same asphalt binder supplied to the plant site using mixture option 1, "Laboratory Mixture Design" or mixture option 2, "Modified Mixture Design." 18 Provide documentation with either design option and include the amount of anti -strip needed to meet the minimum tensile strength requirements. Verify that the binder with the anti -strip meets the PG binder requirements for the mixture. C.2.b Contractor Production Testing Requirements Sample and test the asphalt binder and anti -strip blend daily. The Contractor may test the blend by viscosity, penetration, or dynamic sheer rheometer (DSR) of the blend. If the contract requires the use of a polymer modified asphalt binder in the mixture, use the DSR as the daily QC test. Send the Engineer and MnDOT Chemical Laboratory Director a weekly QC report summarizing the results of the daily testing. Perform at least one test bi-weekly per project to ensure the binder and anti -strip blend meets the requirements of AASHTO M 320. Send the test results to the Engineer and MnDOT Chemical Laboratory Director. Provide asphalt binder and anti -strip blend field verification samples in accordance with 2360.2.G.7, "Production Test." C.2.c Liquid Anti -Strip Additive Metering System Include a liquid anti -strip flow meter and an anti -strip pump with the metering system. Connect the flow meter to the liquid anti -strip supply to measure and display only the anti -strip being fed to the asphalt binder. Position the meter readout so that the inspector can easily read it. Provide means to compare the flow meter readout with the calculated output of the anti -strip pump. Provide a system that displays the accumulated anti -strip quantity being delivered to the mixer unit in gallons [liters] to the nearest gallon [liter] or in units of tons [metric tons] to the nearest 0.001 ton [0.001 tonne]. Calibrate and adjust the system to maintain an accuracy off 1 percent. Calibrate each plant set-up before producing the mixture. "Stick" the anti -strip tank at the end of the day's production to verify anti -strip usage quantities. The Engineer may require "sticking" on a daily basis. Ensure the system has a spigot for sampling the binder and anti -strip after blending. Use alternative blending and metering systems only when pre -approved by the Engineer. W C.3 Coating and Anti Stripping Additive 3161 CA Warm Mix Asphalt (WMA) WMA is allowed on all projects. Any mix that is produced at temperatures 30OF or lower than typical HMA mixing temperature of the asphalt binder, as defined by the asphalt supplier, is considered as WMA. The WMA can be manufactured through use of foamed asphalt and/or chemical additive processes. Notify the Engineer in advance of using any WMA additive or process. When chemical additives are used, provide the plant mixing and the laboratory mixing and compaction temperatures as recommended by the manufacturer of the additive. D Bituminous Tack Coat 2357 E Mixture Design EA Submittal Location Submit documentation and sample aggregate materials for review to the District Materials Laboratory. E.2 Aggregate Quality Provide aggregate in accordance with 3139.2. E.3 Restrictions Do not add aggregates and materials not included in the original mixture submission unless otherwise approved by the Engineer. EA Responsibility Design a gyratory mixture that meets the requirements of this specification in accordance with the following: (1) MnDOT Laboratory Manual Method 1820, (2) The Asphalt Institute's Superpave Mix Design Manual SP-2 (Use a 2 h short term aging period for volumetric), and (3) The Laboratory Manual. E.5 Type of Mixture Design Submittal E.5.a Option 1— Laboratory Mixture Design E.5.a(1) Aggregate 20 Submit the aggregate samples for option 1, at least 15 working days before beginning production samples for quality testing. At least 30 calendar days before beginning asphalt production, submit samples of aggregates that require the magnesium sulfate soundness test to the District Materials Laboratory. Test the samples for quality of each source, class, type, and size of virgin and non - asphaltic salvage aggregate source used in the mix design. Retain a companion sample of equal size until the Department issues a Mixture Design Report. Provide 24 hour notice of intent to sample aggregates to the Engineer. Provide samples in accordance with the following: Table 2360-4 Aggregate Sample Size Classification Sieve Weight Virgin Retained on No. 4 4.75 mm 80 lb 35 Virgin Passing No. 4 4.75 mm 35 lb 15 k Recvcled asphalt pavement — 80lb 35 k Recycled asphalt shingles (RAS) — 10 lb [5 kg] sample of representative RAS material E.5.a(2) Mixture Sample At least 7 working days before the start of asphalt production, submit the proposed Job Mix Formula (IMF) in writing and signed by a Level 11 Quality Management mix designer for each combination of aggregates to be used in the mixture. Include test data to demonstrate conformance to mixture properties as specified in Table 2360-7, "Mixture Requirements," and 3139.2, `Bituminous Aggregates." Use forms approved by the Department for the submission. Submit an uncompacted mixture sample plus briquettes, in conformance with the JMF, compacted at the optimum asphalt content and required compactive effort for laboratory examination and evaluation. Provide a mixture sample size and the number of compacted briquettes and in accordance with the following: Table 2360-5 -Mixture Sample Re uirements Item Gyratory Design Uncompacted mixture sample size 75 lb 30 k Number of compacted briquettes 2 E.5.a(3) Tensile Strength Ratio Sample At least 7 days before actual production, submit sample to the District Materials Laboratory for verification of moisture sensitivity retained tensile strength ratio (TSR). The Engineer may test material submitted for TSR verification for maximum specific gravity Gmm compliance in addition to TSR results. The Engineer will reject the submitted mix design if the tested material fails to meet the Gmm tolerance. If the Engineer rejects a mix design, submit a new mix design 21 Y, in accordance with 2360.2.E, "Mixture Design" The Contractor may use one of the following options to verify that the TSR meets the requirements in Table 2360-7, "Mixture Requirements." E.5.a(4) Option A Batch material at the design proportions including optimum asphalt. Split the sample before curing and allow samples to cool to room temperature, approximately 77 °F [25 'Cl. Submit 80 lb [35 kg] of mixture to the District Materials Laboratory for curing and test verification. Use a cure time of 2 h f 15 minutes at 290 °F [ 144 'Cl cure time for both groups and follow procedures Laboratory Manual Method 1813. E.5.a(5) Option B Batch and cure in accordance with Option A. Compact, and submit briquettes and uncompacted mixture in accordance with Table 2360-6, "Option B Mixture Requirements" Table 2360-6 Option B Mixture Requirements Item Gyratory Design Un-compacted mixture sample size 8,200 Number of compacted briquettes* 6 Compacted briquette air void content 6.5 % — 7.5 % * 6 in 150 mm] specimens. For both options, cure for 2 h +15 min at 290' F [144' C] meeting the requirements in the MnDOT Laboratory Manual Method 1813. E.5.a(6) Aggregate Specific Gravity Determine the specific gravity of aggregate in accordance with Laboratory Manual Methods 1204 and 1205. E.5.b Option 2 — Modified Mixture Design The Contractor may use the modified mixture design if testing shows that the aggregates meet the requirements of 3139.2 in the current construction season and if the Level H mix designer submitting the mixture design has at least 2 years experience in mixture design. The Department will not require mixture submittal. E.5.b(1) Mixture Aggregate Requirements Size, grade, and combine the aggregate fractions in proportions that are in accordance with 3139.2. 22 E.5.b(2) JMF Submittal At least 2 working days before beginning asphalt production, submit a proposed JMF in writing to the District Materials Laboratory signed by a Level II Quality Management mix designer for each combination of aggregates. For each JMF submitted, include documentation in accordance with 2360.2.E.5.a, "Option 1 — Laboratory Mixture Design," to demonstrate conformance to mixture properties as specified in Table 2360-7, "Mixture Requirements," and Table 3139-3, "Mixture Aggregate Requirements." Submit the JMF on forms approved by the Department. E.5.b(3) Initial Production Test Verification The Department will take a mix verification sample within the first four samples at the start of production of each mix type. The Engineer will notify the Contractor electronically when a sample is to be taken and tested for tensile strength ratio (TSR). Initial production testing will be done within the first 5,000 tons [4500 tonnes] of the start of production. EA Mixture Requirements The Department will base mixture evaluation on the trial mix tests and in accordance with Table 2360-7, "Mixture Requirements." Table 2360-7 Mixture Requirements Traffic Level 2 3 4 5 20 year design ESALs 3 — 10 < 1 million 1 — 3 million million 10 — 30 million Gyratory mixture r uirements: Gyrations for Nd, 40 60 90 100 % Air voids at N wear 4.0 4.0 4.0 4.0 % Air voids at N&,, Non -wear and all shoulder 3.0 3.0 3.0 3.0 Adjusted Asphalt Film Thickness, minimum p 8.5 8.5 8.5 8.5 TSR*, minimum % 7511 7511 80t 80t Fines/effective asphalt 0.6 — 1.2 0.6 —1.2 0.6 —1.2 0.6 —1.2 * Use 6 in [150 nun] specimens in accordance with 2360.2.I, "Field Tensile Strength Ratio (TSR)." 11 MnDOT minimum = 65 t MnDOT minimum = 70 E.7 Minimum Ratio of Added Asphalt Binder to Total Asphalt Binder 23 Control recycled materials used in mixture by evaluating the ratio of new added asphalt binder to total asphalt binder as show in Table 2360-8. Table 2360-8 Requirements for Ratio of Added New Asphalt Binder to Total Asphalt Binder' min%: Specified Asphalt Grade Recycled Material RAS Only I RAS + RAP RAP Only PG XX-28, PG 52-34, PG 49-34, PG 64-22 Wear 70 70 70 Non -Wear 70 70 65 PG 58-34, PG 64-34, PG 70-34 Wear & Non -Wear 80 80 80 1 The ratio of added new asphalt binder to total asphalt binder is calculated as (added binder/total binder) x 100 2 The Contractor can elect to use a blending chart to verify compliance with the specified binder grade. The Department may take production samples to ensure the asphalt binder material meets the requirements. The blending chart is on the Bituminous Office Website. E.8 Adjusted Asphalt Film Thickness (Adj. AFf) MnDOT Laboratory Manual Method 1854 Ensure the adjusted asphalt film thickness (Adj. AFT) of the mixture at design and during production meets the requirements of Table 2360-7,"Mixture Requirements." Base the Adj. AFT on the calculated aggregate surface area (SA) and the effective asphalt binder content. E.9 Documentation Include the following documentation and test results with each JMF submitted for review: (1) Names of the individuals responsible for the QC of the mixture during production. (2) Low project number of the contract on which the mixture will be used. (3) Traffic level and number of gyrations. (4) The following temperature ranges as supplied by the asphalt binder supplier: (4.1) Laboratory mixing and compaction, (4.2) Plant discharge, and (4.3) Field compaction. (5) The percentage in units of 1 percent (except the No. 200 sieve [0.075 mm] in units of 0.1 percent) of aggregate passing each of the specified sieves (including the No. 16, No. 30, No. 50, and No. 100) for each aggregate to be incorporated into the 24 mixture. Derive the gradation of the aggregate from the RAP after extracting the residual asphalt. (6) Source descriptions of the following: (6.1) Location of material, (6.2) Description of materials, (6.3) Aggregate pit or quarry number, and (6.4) Proportion amount of each material in the mixture in percent of total aggregate. (7) Composite gradation based on (5) and (6) above. Include virgin composite gradation based on (6) and (7) above for mixtures containing RAP/RAS. (8) Bulk and apparent specific gravities and water absorption (by % weight of dry aggregate). Both coarse and fine aggregate, for each product used in the mixture (including RAP/RAS). Use Mn/DOT Laboratory Manual Method 1204 and 1205. The tolerance allowed between the Contractor's and the Department's specific gravities are Gsb (individual) = 0.040 [+4 and -4] and Gsb (combined) = 0.020. (9) FHWA 0.45 power chart represented by the composite gradation plotted on Federal Form PR-1115. (10) Test results from the composite aggregate blend at the proposed JMF proportions showing compliance with Table 3139-3: (10.1) Coarse Aggregate Angularity, (10.2) Fine Aggregate Angularity, and (10.3) Flat and Elongated (11) Extracted asphalt binder content for mixtures containing RAP/RAS with no retention factor included. (12) Asphalt binder percentage in units of 0.1 percent based on the total mass of the mixture and the PG grade. (13) Each trial mixture design includes the following: (13.1) At least 3 different asphalt binder contents (with at least 0.4 percent between each point), with at least one point at, one point above and one point below the optimum asphalt binder percentage. (13.2) Maximum specific gravity for each asphalt binder content calculated based on the average of the effective specific gravities measured by using at least two maximum specific gravity tests at the asphalt contents above and below the expected optimum asphalt binder content. (13.3) Test results on at least two specimens at each asphalt binder content for the individual and average bulk specific gravities, density, and heights. (13.4) Percent air voids of the mixture at each asphalt binder content. (13.5) Adj. AFT for each asphalt binder content. (13.6) Fines to Effective Asphalt (F/A) ratio calculated to the nearest 0.1 percent. (13.7) TSR at the optimum asphalt binder content. (13.8) Graphs showing air voids, adjusted AFT, Gmb, Gmm and unit weight vs. percent asphalt binder content for each of the three asphalt binder contents submitted with trial mix. (13.9) Evidence that the completed mixture will conform to design air voids (Va), Adj. AFT, TSR, F/Ae (Fines to effective asphalt ratio). 25 y (13.10) Gyratory densification tables and curves generated from the gyratory compactor for all points used in the mixture submittal. (13.11) % new asphalt binder to total asphalt binder. (14) The Contractor has the option of augmenting the submitted JMF with additional sand or rock. When using this option, provide samples of the aggregate for quality analysis in accordance with 2360.2.E.5, "Type of Mixture Design Submittal" Also provide mix design data for two additional design points per add -material. Provide one point to show a proportional adjustment to the submitted JMF that includes 5 percent, by weight, add -material at the JMF optimum asphalt percent. Provide a second point to show a proportional adjustment to the submitted JMF that includes 10 percent, by weight, add material at the JMF optimum asphalt percent. Report the following information for each of these two points: (14.1) The maximum specific gravity determined by averaging two tests. (14.2) Test results showing the individual and average bulk specific gravity, density, and height of at least two specimens at the optimum asphalt binder content. (14.3) Percent air voids for the mixture for each point. (14.4) Fines to Effective Asphalt ratio calculated to the nearest 0.1 of a percent. (14.5) Crushing of the coarse and fine aggregate. (14.6) Adj. AFT. (14.7) Up to two add materials will be allowed. F Mixture Design Report The Department will provide a Mixture Design Report consisting of the JMF. Include the following in the JMF: (1) Composite gradation, (2) Aggregate component proportions, (3) Asphalt binder content of the mixture, (4) Design air voids, (5) Adj. asphalt fihn thickness, and (6) Aggregate bulk specific gravity values. Show the JMF limits for gradation control sieves in accordance with aggregate gradation broadbands shown in Table 3139-2, percent asphalt binder content, air voids, and Adj. AFT. If the Department issues a Mixture Design Report, this report only confirms that the Department reviewed the mixture and that it meets volumetric properties shown in Table 2360-7 and Table 2360-8. The Department makes no guaranty or warranty, either express or implied, that compliance with volumetric properties ensures specification compliance regarding placement and compaction of the mixture. Provide materials meeting the requirements of the aggregate and mixture design before issuing a Mixture Design Report. The Department will review two trial mix designs per mix type Oil designated in the plan per contract at no cost to the Contractor. The Department will verify additional mix designs at a cost of $2,000 per design. Provide a Department -reviewed Mixture Design Report for all paving except for small quantities of material as described in 2360.3.G, "Small Quantity Paving." For city, county, and other agency projects, provide the District Materials Laboratory a complete project proposal, including addenda, supplemental agreements, change orders, and plans sheets, including typical sections, affecting the mix design before the Department begins the verification process. G Mixture Quality Management GA Quality Control (QC) The Contractor will perform Quality Control (QC) as part of the production process. QC is the process control of the operations related to mixture production and determining the quality of the mixture being produced. The QC sample is the Contractor's sample taken and tested during production and used to control the production process. Provide and maintain a QC program for plant mix asphalt production, including mix design, process control inspection, sampling and testing, and adjustments in the process related to the production of an asphalt pavement. G.l.a Certification Provide the following to obtain certification: (1) Completed and submitted request form application for plant inspection. (2) Site map showing stockpile locations. (3) Signed asphalt plant inspection report showing the plant and testing facility passed as documented by Asphalt Plant Inspection Report (TP 02142-02, TP 02143-02). The inspection report must also include documentation showing plant and laboratory equipment has been calibrated and is being maintained to the tolerance shown in the Bituminous Manual and sections 1200, 1800, and 2000 of the Mn/DOT Laboratory Manual. (4) A Department -signed Mixture Design Report (MDR) before mixture production. G.1.b Maintaining Certification Maintain plant certification by documenting the production and testing of the certified plant asphalt mixtures. Sample and test asphalt mixtures in accordance with this section and meeting the requirements of the Schedule of Materials Control. G.Lb(1) Annual Certification 27 Perform annual certification after winter suspension. G.l.b(2) Sampling Rate Sample at the rate in accordance with 2360.2.G.6 and the requirements of the Schedule of Materials Control. G.l.b(3) Plant Moved Recertify the plant if the plant moves to a new or previously occupied location. G.l.c. Plant Certification Revocation The Engineer may revoke certification for any of the following reasons: (1) If the mix does not meet the requirements of 2360.2.8.6, 2360.2.E7, and 3139.2, (2) If there is a failure to meet the testing rates, or (3) If it is determined records were falsified. If the Engineer revokes plant certification, the Department may revoke the Technical Certification of the individual or individuals involved. The Department will maintain a list of companies with revoked certifications. G.2 Quality Assurance (QA) The Engineer will perform Quality Assurance (QA) as part of the acceptance process. QA is the process of monitoring and evaluating various aspects of the Contractor's testing as described below. The QA sample is the Department's companion sample to the Contractor's QC sample. QA testing is performed to accept the work. The Engineer will perform the following: (1) Conduct QA and verification sampling and testing, (2) Observe the QC sampling and tests, (3) Monitor the required QC summary sheets and control charts, (4) Verify calibration of QC laboratory testing equipment, (5) Communicate Department test results to the Contractor's personnel on a daily basis, and (6) Ensure Independent Assurance (IA) sampling and testing requirements are met. If the Engineer observes that the Contractor is not performing sampling and quality control tests in accordance with the applicable test procedures, the Engineer may stop production until the Contractor takes corrective action. The Engineer will notify the Contractor of observed deficiencies promptly, both verbally and in writing. The Engineer may obtain additional samples, at any time and location during production, to determine quality levels in accordance with 2360.2.G.3, "Verification Sample." 04.1 The Department will post a chart with the names and telephone numbers for the personnel responsible for QA. The Engineer will calibrate and correlate laboratory testing equipment in accordance with the Bituminous Manual and Laboratory Manual. Table 2360-9 Allowable Differences between Contractor and De artment Test Results* Item Allowable Difference Mixture bull- specific gravity (G ) 0.030 Mixture maximuun specific gravity (G..) 0.019 Adjusted AFT calculated 1.2 Fine Aggregate Alk2ularity. uncompacted. voids (il) % 1 Coarse Aggregate Angularity. ° o fractured faces (°'oP) 15 Aggregate Individual Bulk Specific Gravity (+No. 4 +4.75 mm) 0.040 Aggregate Individual Bulk Specific Gravity (- No. 4 4.75mm ) 0.040 Aggregate combined blend Specific Gravity G) 0.020 Tensile strength ratio (TSR). % Table 2360-7 As halt binder content: Meter method. % 0.'_ Spot check method. % 0.2 Chemical extraction methods. % 0.4 Incinerator oven. % 0.-, Chemical vs. meter. spot check, or incinerator methods 0.4 Incinerator oven vs. spot check 0.4 Gradation sieve °i assir► 1 in [25.0 um]. 3/, in [19.0 nuu].', - in [12.5 mm]. '/s in 9.5 unn 6 No. 4 4.75 mm 5 No. 8 2.36 mm . No. 16 1.18 mm . No. 30 0.60 nnit] 4 No. 50 0.30 mm 3 No. 100 0.15 mni 2 No. 200 fO.075 nun 1.2 * Test tolerances listed are for s7gle �testcomparisons. G.3 Verification Sample The Department will test a minimum of one of the companion samples to the Contractor's QC samples and identify this as a verification sample. The Department's verification sample is used to assure compliance of the Contractor's QC program. The verification samples can be any one or all of the splits to the Contractor's QC samples. Additionally, the Department can take a random 29 sample at any time from behind the paver or from the truck box and will consider this a verification sample. The split of this sample, given to the Contractor, must be tested by the Contractor and will replace the next scheduled QC sample. The Department recommends sampling enough material to accommodate retesting in case the samples fail. The Department will perform verification testing on at least one set of production tests in accordance with 2360.2.G.6.b, "Production," and 2360.2.G.7, "Production Test," on a daily basis per mix type. Use the verification companion sample to verify the requirements of Table 3139-2, Table 3139-3, and Table 2360-7. Compare the verification companion sample to the verification sample for compliance with allowable tolerances in Table 2360-9, "Allowable Differences between Contractor and Department Test Results." These include the mixture properties of Gmm (mixture maximum gravity), Gmb (mixture bulk gravity), asphalt binder content, Adjusted AFT (calculated), Coarse and Fine Aggregate crushing, and gradation. Perform one test per week on a verification companion for coarse and fine aggregate crushing meeting the requirements of 2360.2.G.7.g "Coarse Aggregate Angularity" and 2360.2.G.7.h, "Fine Aggregate Angularity." These do not include the aggregate bulk specific gravity Gsb, fines to effective asphalt, or the tensile strength ratio (TSR). Determine the asphalt binder content and gradation in accordance with the extraction method specified in 2360.2.G.7.a, "Asphalt Binder Content," or 23602.G.7.b, "Gyratory Bulk Specific Gravity. The Contractor may access the Department's verification test results for Gmm (mixture maximum gravity), Gmb (mixture bulk gravity), air voids (calculated), asphalt binder content, within 2 working days from the time the sample is delivered to the District Laboratory. The Department will provide the gradation, crushing, and Adj. AFT (calculated) results to the Contractor within three working days. The Department will include the verification test results on the test summary sheet. The Department will compare the results with the Contractor's verification companion for the allowable tolerances in Table 2360-9, "Allowable Differences between Contractor and Department Test Results." The Department will consider the verification process complete if the Contractor's verification companion meets the tolerances in Table 2360- 9. If the tolerances between the Contractor's verification companion and the Department's verification sample do not meet the requirements of Table 2360-9, the Department will retest the material. If the retests fail to meet tolerances, the Department will substitute the Department's verification test results for the Contractor's results in the QC program and use those results for acceptance. The Department will only substitute the out -of -tolerance parameters and will recalculate volumetric properties if applicable. If the Adj. AFT calculation does not meet the tolerance, equalize the Department Adj. AFT result by increasing the original Department value by 0.5 microns. Use the increased Department Adj. AFT for the Individual Adjusted AFT result and to calculate the Moving Average Adj. AFT results. The increased Department Adj. AFT will form the basis for acceptance. If the verification sample retests do not meet tolerances, the Department will immediately investigate the cause of the difference that will include a review of testing equipment, 30 procedures, worksheets, gyratory specimen height sheets, and personnel to determine the source of the problem. The Engineer may require both the Department and Contractor to perform at least one hot -cold comparison of mixture properties. To perform a hot -cold comparison, split the sample into three representative portions. The Engineer will observe the Contractor testing. Immediately compact one part while still hot. Apply additional heating to raise the temperature of the sample to compaction temperature if necessary. Allow the second and third part to cool to air temperature. Retain the second part and transport the third part to the District Materials Laboratory. On the same day and at the same time as the District Materials Laboratory, heat samples to compaction temperature and compact. Develop a calibration factor to compare the specific gravity of the hot compacted samples to reheated compacted samples. Use at least two gyratory specimens for each test. The Engineer or the Contractor may request that this test be repeated. Reheat mix samples to 1600 F [700 C] to allow splitting of the sample into representative fractions for the various tests. Do not overheat the mixture portions used for testing maximum specific gravity test. The Department will test the previously collected QA samples until they meet the tolerances or until the Department has tested all of the remaining samples. After testing the samples, the Department will test QA samples subsequent to the verification sample until tolerances are met. The Department will base acceptance on QC data. The Department will base acceptance on QC data with substitution of Department test results for those parameters out of tolerance. Cease mixture production and placement if reestablished test results do not meet tolerances within 48 hours. Resume production and placement only after meeting the tolerances. The process for dispute resolution is available on the Bituminous Office website. If the Engineer analyzes the data using methods for determination of bias on file in the Bituminous Office and finds a bias in the test results, the Engineer will specify which results to use. If through analysis of data, it is determined that there is a bias in the test results, the Engineer will determine which results are appropriate and will govern. GA Contractor Quality Control GA.a Personnel Submit an organizational chart listing the names and phone numbers of individuals and alternates responsible for the following: (1) Mix design, (2) Process control administration, and (3) Inspection. Provide QC technicians certified as a Level I Bituminous Quality Management (QM) Tester meeting the requirements of the MnDOT Technical Certification Program for QC testing and 31 Level II Bituminous QM Mix Designer to make process adjustments. Provide at least one person Per paving operation certified as a Level II Bituminous Street Inspector. Provide a laboratory with equipment and supplies for Contractor quality control testing and maintain with the following: (1) Up-to-date equipment calibrations and a copy of the calibration records with each piece of equipment, (2) Telephone, (3) Fax and copy machine; however, the Engineer may waive the requirement to have a fax machine if internet and email are available, (4) Internet and Email, (5) Computer, (6) Printer, and (7) Microsoft Excel, version 2010 or newer Laboratory equipment need to meet the requirements listed in Section 400 of the Bituminous Manual, Laboratory Manual, and these specifications, including having extraction capabilities. Before beginning production, the laboratory equipment needs to be calibrated and operational. Calibrate and correlate all testing equipment in accordance with the Bituminous Manual and Laboratory Manual. Keep records of calibration for each piece of testing equipment in the same facility as the equipment. G.4.b Sampling and Testing Take QC samples at random tonnage or locations, quartered from a larger sample of mixture. Sample randomly and in accordance with the Schedule of Materials Control. Determine random numbers and tonnage or locations using the Bituminous Manual; Section 5-693.7 Table A or ASTM D 3665, Section 5, or, an Engineer approved alternate method of random number generation. Sample either behind the paver or from the truck box at the plant site. Other sampling locations can be approved by the Engineer. The Contractor must decide and notify the Engineer where samples will be taken before production begins. The Contractor and Engineer must both agree to a change of sampling location once production has begun. The procedure for truck box sampling is on the Bituminous Office website. The Contractor will obtain at least a 130 pound [60 kg] sample. Split the sample in the presence of the Inspector. The Inspector will retain possession of the Agency portion of each split sample that is taken and randomly submit a minimum of one sample, on a daily basis, to the District Laboratory for Verification testing (see 2360.2.G.3). Store compacted mixture specimens and loose mixture companion samples for 10 calendar days. Label these split companion samples with companion numbers. If coarse and fine aggregate angularity are not evaluated for every QC sample retain the extracted gradation samples for the respective QC samples for additional testing. Keep the aggregate samples in containers with field identification labels for a period of 10 calendar days. The Engineer will identify which extracted gradation sample is the Verification Companion and 32 whether it is to be tested for coarse and fine aggregate angularity. G.5 Production Test Requirements Determine the planned tonnage [metric tons] for each mixture planned for production during the production day. Divide the planned production by 1,000 and round to the next highest whole number. The result is the number of production tests required for the mixture. Table 2360-11, "Production Testing Rates" shows the required production tests. Split the planned production into even increments and select sample locations as described above. If actual tonnage is greater than the planned tonnage, repeat the calculation above and provide additional tests if the calculation results in a higher number of production tests. During production, the Department will not require mixture volumetric property tests if mix production is no greater than 300 ton [270 tonne]. Provide production tests if the accumulative weight on successive days is greater than 300 ton [270 tonne]. If there is a choice of more than one MnDOT approved test procedure, select one method at the beginning of the project with the approval of the Engineer and use that method for the entire project. The Contractor and Engineer may agree to change test procedures during the construction of the project. G.Sa Establishing an Ignition Oven Correction Factor MnDOT Lab. Manual 1853 Appendix On the first day of production, for each mixture type, both the Contractor and the Agency will establish an ignition oven correction factor from the produced mixture. Re-establish correction factors when: There are aggregate or RAP substitutions. There are 3 or more tolerance failures on the extracted asphalt content between the Agency and the Contractor as defined by Table 2360-9, "Allowable Differences between Contractor and Department Test Results". G.6 Production Testing Rates G.6.a Start —Up At the start of production, for the fast 2,000 ton [1,800 tonne] of each mix type, perform testing at the following frequencies: 33 Table 2360-10 Production Start-TTTesting Rates Laboratory Manual Method Production Test Testing Rates Section Bulk Specific Gravity 1 test per 500 ton 1806 2360.2.G.7.b 450 tonne Maximum Specific 1 test per 500 ton 1807 2360.2_G.7.c Gravity 450 tonne Air Voids (calculated) 1 test per 500 ton 1808 2360.2.G.7.d 450 tonne Asphalt Content 1 test per 500 ton 1853 2360.2.G.7.a 450 tonne Add ACfrotal AC Ratio 1 test per 1000 ton 1853 2360.2.G.7.a calculated 900 tonne Adj. AFT (Calculated) I test per 500 ton 1854 2360.2.E.6.b 450 tonne Gradation 1 test per 500 ton 1203 2360.2.G.7_f 450 tonne Coarse Aggregate I test per Angularity 1,000 tons [900 1214 2360.2.G.7.g tonne Fine Aggregate 1 test per 1,000 ton 1206 2360.2.G.7.h Angularity FAA 900 tonne Fines to Effective Asphalt 1 test per 500 ton 2360.2.G.7.f & Ratio calculated 450 tonnel 1203 & 1853 2360.2.G.7.a G.6.b Production After producing the first 2,000 ton [1,800 tonne] of each mix type test at the following frequencies: 34 Table 2360-11 Production Testing Rates Production Test Sam line and Testin¢ Rates Test Reference Section Divide the planned production Laboratory Bulk Specific Gravity by 1.000. Round the number to Manual 1806 360.2.G.7.b the next higher whole number Divide the planned production Laboratory Maximum Specific Gravity by 1.000. Round the number to Manual 1807 2360.2.G.7.c the next higher whole number. Divide the planned production Laboratory Air Voids (calculated) by 1.000. Round the number to Manual 1808 2 360.2.G.7.d the next higher whole number Divide the planned production Laboratory Asphalt Content by 1.000. Round the number to Manual 1853 360.2.G.7.a the next higher whole number Add AC Total AC Ratio Divide the planned production Laboratory (calculated) by 1.000. Round the number to Manual 1853 2360.2.G.7.a the next higher whole number Divide the planned production Laboratoy Adj. AFT (Calculated) by 1.000. Round the number to 360.2.E.7.e the next higher whole number Mangy 1854 1 gradation per 1.000 tons Laboratory Gradation [900 tonic]. or portion thereof 360.2.G.7.f at least one per day) Manual 1203 2 tests per day for at least 2 Coarse Aggregate days. then 1 per day if CAA is Laboratory Angnlan ty met. If CAA >8% of require- Manual 1_14 �360 G 7 g meat. 1 sample per day but test 1 per week. 2 tests per day for at least 2 Fine Aggregate Angularity days. then I per day if FAA is Laboratory (FAA) met. met. If FAA >5% of require- q � Manual 1_06 ment. I sample per day but test 1 per week. Fines to Effective Asphalt Divide the planned production Laboratory Manual 2360.2.G.7.f Ratio (calculated) by 1.000. Round the number to 1203 & 1853 & the next higher whole number 2360.2.G.7.a TSR As directed by the Engineer Laboratory 2360 G.7.i Manual 1813 Laboratory Aggregate Specific Gravity As directed by the Engineer Manual 1204. 2360.G.7.j 1205. and 1815 Mixture Moisture Content Daily unless othcrvaise required Laboratory 2360.G.7.k by the Engine Manual 1855 Sample first load (each grade). MnDOT Asphalt Binder then 1 per 250.000 gal sample Bitummous 2360.G.7.1 size 1 qt [1.000.000 L] Manual 5-693.920 35 G.7 Production Tests G.7.a Asphalt Binder Content Spotchecks are required only when the Engineer has waived the requirements of 2360.2G8 relating to fiunishing a computerized printout of the plant blending control system. A minimum of 1 spotcheck per day per mixture blend is required to determine the new added asphalt binder. Use an incinerator oven meeting the requirements of the Laboratory Manual Method 1853. Do not use the incinerator oven if the percentage of Class B material is greater than 50 percent within the composite blend, unless the Contractor determines a correction factor approved by the Engineer. Perform chemical extraction meeting the requirements of Laboratory Manual Method 1851 or 1852. G.71 Gyratory Bulk Specific Gravity, Gmb Use two specimens to determine gyratory bulk specific gravity meeting the requirements of Laboratory Manual Method 1806. Set Gyratory to an internal angle of 1.16' f 0.02' according to AASIlTO TP 71. G.7.c Maximum Specific Gravity, Gunn Determine maximum specific gravity meeting the requirements of Laboratory Manual Method 1807. G.7.d Air Voids — Individual and Isolated (Calculation) Calculate the individual and isolated air voids meeting the requirements of Laboratory Manual Method 1808. Use the maximum mixture specific gravity and corresponding bulk specific gravity from a single test to calculate the isolated air voids. Use the maximum specific gravity moving average and the bulk specific gravity from a single test to calculate the individual air voids. Compact gyratory design to Ndesign in accordance with Table 2360-7, "Mixture Requirements" for the specified traffic level. G.7.e Adjusted Asphalt Film Thickness (AFT) (Calculation) Calculate the Adj. AFT meeting the requirements of the Laboratory Manual Method 1854. G.71 Gradation — Blended Aggregate 36 Determine the gradation of blended aggregate sample, from an extracted bituminous mixture, meeting the requirements of Laboratory Manual Method 1203. G.7.g Coarse Aggregate Angularity Test the Coarse Aggregate Angularity (CAA) meeting the requirements of Laboratory Manual Method 1214 to determine the CAA on composite blend from aggregates used in production of hot mix asphalt. Ensure CAA test results meet the requirements in accordance with Table 3139- 3. The Contractor may test mixtures containing virgin aggregates from composite belt samples. Test mixtures containing RAP from extracted aggregates taken from standard production samples. Test the percentage of fractured faces of the composite aggregate blend less than 100 percent twice a day for each mixture blend for at least two days, then one test per day if the test samples meet the CAA requirements. If the CAA crushing test results are greater than 8 percent of the requirements, take one sample per day and perform one test per week. Report CAA results on the test summary sheet. The Department may reduce payment in accordance with Table 2360-15, "Reduced Payment Schedule for Individual Test Results," for mixture placed and represented by results below the minimum requirement in accordance with Table 3139-3. The Department will calculate tonnage subjected to reduced payment as the tons placed from the sample point of the failing test to the sampling point where the test result meets the specifications. G.7.h Fine Aggregate Angularity Use Laboratory Manual Method 1206 to test the composite blend from aggregates used in production of asphalt mixtures for Fine Aggregate Angularity (FAA) meeting the requirements of Table 3139-3. The Contractor may test mixtures that contain virgin aggregates from composite belt samples. Test mixtures that contain RAP from extracted aggregates taken from standard production samples. Perform two tests per day for each mixture blend for at least two days to test the percentage of uncompacted voids from the composite aggregate blend, then one test per day if the samples meet FAA requirements. If FAA test results are greater than 5 percent of the requirement, take one sample per day and one test per week. Report FAA results on the test summary sheet. The Department may reduce payment in accordance with Table 2360-16, "Reduced Payment Schedule for Individual Test Results," for mixture placed and represented by results below the minimums in accordance with Table 3139-3. The Department will calculate tonnage subjected to reduced payment as the tons placed from the sample point of the failing test to the sampling point where the test result meets the specifications. G.7.i Field Tensile Strength Ratio (1'SR) Laboratory Manual Method 1813 37 If the Engineer requires sampling and testing of the mixture to verify tensile strength ratio (TSR), both the Contractor and the Department will be required to test these samples within 72 h after sampling. The Contractor shall obtain a sample weighing at least 110 lb [50 kg] and split the sample in half to provide a sample for the Department and the Contractor. Label the Department companion of this split with the following information: (1) Date (2) Time (3) Project number, and (4) Cumulative tonnage to date After the sample is split and labeled, give the Department's companion sample to the Department Street Inspector or Plant Monitor or to the Materials Engineer within 24 h of sampling as directed by the Engineer. When using Option 2, obtain the sample within the first 5,000 ton [4,500 tonne] of plant mixed asphalt produced or by the second day of production, whichever comes first, to verify tensile strength ratio (TSR).Take mixture samples from the windrow or truck box. Provide a 6 in (150 mm] specimen for gyratory design. The Contractor may test the sample at a permanent lab site or a field lab site. Refer to Table 2360-12, "Mixture Type, Minimum TSR," for the minimum acceptable TSR values for production. Stop production immediately if the material does not meet minimum TSR requirements. Do not resume production until after adding anti -strip to the asphalt binder. Determine the responsible party for the cost of the anti -strip in accordance with the Department and Contractor TSR values in Table 2360-13. If the Department is responsible for the cost of the anti -strip, the Department will only pay for the cost of the anti -strip for mixtures placed on that project. The Department will not pay for delay costs associated with making changes related to this testing. Table 2360-12 Mixture Type, Minimum TSR Traffic Level 2 — 3, % Traffic Level 4 — 5, % Contractor MnDOT Contractor MnDOT 75 65 80 70 0 Table 2360-13 Anti -Strip Cost Responsibility Gyratory Contractor N1nDOT Responsibility Level TSR TSR - — 75 >— 65 No anti -strip required < 65 Contractor > 65 Department < 65 Contractor 4-5 80 —> 70 No anti -strip required < 70 Contractor SO > 70 Department < 70 Contractor Take another sample and test within the first 500 ton [450 tonne] after production resumes. Stop production if the re -test fails to meet the minimum specified value. Discuss a proposal to resolve the problem with the Engineer before resuming production. Do not operate below the specified minimum TSR if at least 2 successive tests fail the TSR requirements. A new sample and retest is automatically required if a proportion changes by greater than 10 percent from the currently produced mixture for a single stockpile aggregate or the Engineer directs the Contractor to sample and retest. G.7.] Aggregate Specific Gravity (Gsb) Laboratory Manual Methods 1204,1205,1815 Sample and test aggregate stockpiles to verify aggregate specific gravity if directed by the Engineer in conjunction with the District Materials Engineer. Provide 90 lb [40 kg1 representative stockpile samples for each aggregate component. Split samples in half to provide material for both the Department and the Contractor. Label the Department companion with the following information: (1) Date (2) Time (3) Project number, and (4) Approximate cumulative tonnage to date Give the Department companion to the Department Street Inspector or Plant Monitor immediately after splitting or to the Materials Engineer within 24 h of sampling as directed by the Engineer. The Materials Engineer will compare the aggregate specific gravity results to the Contractor's values on the current Mix Design Report. If the results deviate beyond the tolerance in accordance with Table 2360-16, "Allowable Differences between Contractor and Department Test Results," the Materials Engineer will notify the Contractor and issue a new Mix Design Report with the current specific gravity results. Base new mixture placed after receiving 39 notification of new specific gravity values on the Department results. The Engineer will notify the Contractor regarding new specific gravity values. The dispute resolution procedure for aggregate specific gravity is on the Bituminous Office website. G.7.k Moisture Content Laboratory Manual Method 1855 Provide a mixture with moisture content no greater than 0.3 percent. Measure moisture content in the mixture behind the paver or, if approved by the Engineer, in the truck box. Sample and test as directed by the Engineer. Store the sample in an airtight container. Do not perform microwave testing. Do not provide plant mixed asphalt with a moisture content greater than 0.3 percent. G.7.1 Asphalt Binder Samples Obtain asphalt binder samples from a sampling valve located between the pump and the dram. Sample each type of asphalt binder used in mixture production after 50 tons of mixture has been produced, then sample at a rate of one per 250,000 gal [1,000,000 L. A minimum of 1 gallon of binder must be drawn and wasted from the sampling valve before the actual sample is drawn. For batch plants, obtain the asphalt binder sample from the weigh pod. Provide a 1 qt [1.0 L] sized sample. The Inspector will monitor the sampling the Contractor performs. Record sample information on an Asphalt Sample Identification Card. Submit the sample to the Central Materials Laboratory. Contact the Department Chemical Laboratory Director for disposition of failing asphalt binder samples. G.8 Documentation Maintain documentation, including test summary sheets and control charts, on an ongoing basis. Maintain a file of gyratory specimen heights for gyratory compacted samples and test worksheets. File reports, records, and diaries developed during the work as directed by the Engineer. These documents become the property of the Department. Number test results in accordance with the MDR and record on forms approved and provided by the Department. Send production test results on test summary sheets to the District Materials Laboratory and to other sites as directed by the Engineer by 11 AM of the day following production by facsimile, or e-mail when approved by the Engineer. Include the following production test results and mixture information on the Department approved test summary sheet: (1) Percent passing on all sieves in accordance with Table 3139-2 (including No. 16, No. 30, No. 50, No. 100) 40 (2) Coarse and fine aggregate crushing (3) Maximum specific gravity (Gmm.) (4) Bulk specific gravity (Gmb ) (5) Percent total asphalt binder content (Pb) (6) New added asphalt binder content (7) Ratio of % new added asphalt binder to total asphalt binder (8) Calculated production air voids (Va ) (9) Calculated adjusted AFT (Adj. AFT) (10) Composite aggregate specific gravity (Gsb) reflecting current proportions (11) Aggregate proportions in use at the time of sampling (12) Tons where sampled (13) Tons represented by a test and cumulative tons produced (14) Fines to effective asphalt ratio (F/Ae) (15) Signature Line for MnDOT and Contractor Representative (16) Mixture Moisture Content (17) MnDOT verification sample test result (18) Identify, when used, the WMA additive or process and dosing rates Submit copies of failing test results to the Engineer on a daily basis. Provide the Engineer with asphalt manifests or bill of lading's (BOL) on a daily basis. Provide a daily plant diary, including a description of QC actions taken. Include changes or adjustments on the test summary sheets. Provide weekly truck scale spot checks. Provide a Department approved accounting system for mixes and provide a daily and final project summary of material quantities and types. Provide a final hard and electronic copy of QC test summary sheets and control charts, and density worksheets at completion of bituminous operations on the project to the Engineer. Provide an automated weigh scale and computer generated weigh ticket. Ensure the ticket indicates the following information: (1) Project number (2) Mix designation, including binder grade (3) Mixture Design Report number (4) Truck identification and tare (5) Net mass (6) Date and time of loading Do not include deviations from the minimum information on the computer generated weigh ticket unless otherwise approved by the Engineer in writing. 414 Continue test summary sheets, charts, and records for a mixture produced at one plant site from contract to contract. Begin new summary sheets and charts annually for winter carry-over projects. Begin new summary sheets and charts when an asphalt plant is re -setup in the same location after it has moved out. Furnish an electronic printout (long form recordation) from an automated plant blending control system at 20 minute intervals when the plant is producing mixture. The Engineer may waive this requirement if the plant does not have the capability to produce the automated blending control information; however, the Contractor must then perform daily spotchecks to determine percent new asphalt added. Include the following information on the plant control printout for Drum Plants: (1) Both the virgin and recycle belt feed rates (tons/hr) (2) Feeder bin proportions (%) (3) Total % asphalt cement in the mixture (4) Virgin asphalt cement added (%) (5) Mixture Temperature OF ['Cl (6) Mixture code (7) Date and time stamp (8) Current tons of mixture produced and daily cumulative tons of mixture produced at time of printout. Provide a daily electronic printout of the plant calibration (SPAN) numbers for each bin and meter. Include the following information on the plant control printout for Batch Plants: (1) Both the virgin and recycle belt feed rates (tons/hr) (2) Feeder bin proportions (%) (3) Mixture Temperature OF [°C] (4) Mixture code (5) Date and time stamp (6) Current tons of mixture produced and daily cumulative tons of mixture produced at time of printout Provide a daily electronic printout of the plant calibration (SPAN) numbers for each bin and meter. G.9 Control Charts Provide control charts and summary sheets computer generated from software approved by the Engineer. 42 The Contractor may use software available at the Bituminous Office. Record the following data on standardized control charts: (1) Blended aggregate gradation, include sieves in accordance with Table 3139-2 for specified mixture (2) Percent asphalt binder content (Pb) (3) Maximum specific gravity (Gmm) (4) Production air voids (Va) (5) Adj. AFT Unless otherwise directed by the Engineer, plot individual test results for each test point and connect individual points with a solid line. Plot the moving average for each test variable starting with the fourth test and connect with a dashed line. Plot the Department's QA and verification test results with triangles. Plot the specification JMF limits on the control charts using a dotted line. G.10 JMF Limits Base the production air voids and Adj. AFT on the minimum specified requirements in accordance with Table 2360-7, "Mixture Requirements." Base gradations and asphalt binder content limits on the current Department reviewed Mixture Design Report. Provide gradation control sieves in accordance with Table 3139-2. Refer to the Mixture Design Report for the mixture production targets. IMF limits are the target plus or minus the limits in accordance with Table 2360-14, "JMF Limits (N=4)." Use JMF limits as the criteria for acceptance of materials based on the moving average. Table 2360-14 J'11F Limits =4 Item JMF Limits Adj. AFT - 0.5 Production air voids, % f 1.0 Asphalt binder content, % - 0.4 Sieve, % passing., 1 m[25.0mm],3/4m[19.0mm],'/2m[12.5mm],%m 9.5 mm , No. 4 4.75 mm Broad band limits No. 8 2.36 min] Broad band limits No. 200 0.075 mm Broad band limits G.11 Moving Average Calculation Calculate a moving average as the average of the last four test results. Continue the calculation without interruption, except begin new summary sheets and charts annually for winter carry-over projects and if an asphalt plant is re -setup in the same site after it has been moved out. flk] G.12 JMF Bands JMF Bands are the area between the target, as identified on the Mixture Design Report, and the JMF limits. G.13 JMF Adjustment Begin mixture production with aggregate proportions within 5 percent of the design proportions and mixture parameters in Table 2360-14 within the JMF limits shown. Use all the aggregate proportions included on the Mixture Design Report unless the aggregate proportion is shown as 0 percent. If the Contractor provides the District Materials Laboratory with prior documented production data showing how production affects the mixture properties or if the Contractor provides the District Materials Laboratory with a written justification or explanation of material changes since the original mixture submittal waive the preceding requirements. G.13.a JMF Request for Adjustment The Contractor may make a request to the Bituminous Engineer or District Materials Engineer for a JMF adjustment to the mix design if the QC test results indicate a necessary change to achieve the specified properties. Do not use aggregates or materials not part of the original mix design to make adjustments unless otherwise approved by the Engineer, in conjunction with the District Materials Engineer or the Department Bituminous Engineer. A Certified Level H Bituminous QM Mix Designer will review the requested change for the Department. If the request meets the design requirements in Table 3139-2,"Aggregate Gradation Broad Bands", Table 3139-3,"Mixture Aggregate Requirements", and Table 2360-7, "Mixture Requirements," the Department will issue a revised Mixture Design Report. Each trial mixture design submittal in accordance with 2360.2.E, "Mixture Design' may have three JMF adjustments per mixture per project without charge. The Department will charge the Contractor $500 for each additional JMF adjustment requests. Perform an interactive process with the Engineer before making JMF adjustments. Make JMF adjustments only within the mixture specification gradation design broadbands in accordance with Table 3139-2. Submit a new JMF if redesigning the mixture. Only reduce the JMF asphalt content if the moving average Adj. AFT is 8.5µ or more and Individual Adjusted AFT is at least 7.5 µ. The department will not allow consecutive requests for a JMF adjustment without production data. Continue calculation of the moving average after the approval of the JMF. G.13.b JMF Request for Adjustment for Proportion Change > 10% If requesting a JMF adjustment for a proportion change greater than 10 percent from the currently produced mixture for a single stockpile aggregate, provide supporting production test data from at least four tests run at an accelerated testing rate of one test per 500 ton [450 tonne] with the EN adjustment request. The Department will base acceptable verification and approval of the requested JMF on individual and moving average test results in addition to the requirements listed above. Individual test results must be within twice the requested JMF limits for percent asphalt binder, production air voids, and Adj. AFT. Individual gradations must be within the Broad Bands. The moving average values must be within the control limits in accordance with Table 2360-14. Continue to calculate the moving average after the change in proportions. If the mixture meets the design requirements as discussed in G.13.a, the District Materials Laboratory will sign the request for JMF adjustment effective from the point of the proportion change. If the mixture fails to meet the design requirements, the Department will either reduce the payment or direct the Contractor to remove and replace. Do not make consecutive requests for JMF adjustments without production data. G.13.c JMF Request for Adjustment When Cumulative Proportion Changes > 10% Submit a request for JMF adjustment when the cumulative change on any one product exceeds 10% from the original MDR. The Department will issue a revised MDR provided the mixture meets the requirements in Table 3139-2,"Aggregate Gradation Broad Bands", Table 3139- 3,"Mixture Aggregate Requirements", and Table 2360-7, "Mixture Requirements". G.14 Failing Materials The Department will base material acceptance on individual and moving average test results. The Department will use isolated test results for acceptance of air voids at the start of mixture production. The Department will consider individual test results greater than two times the JMF bands as failing. The Department will fail moving average test results exceeding the JMF limits. Begin new summary sheets annually for winter carry-over projects. Stop production and make adjustments if the moving average values exceed the JMF limits. Restart production after performing the adjustments and notifying the Engineer. Resume testing at the accelerated rates and for the tests listed in Table 2360-10, "Production Start -Up Testing Rates," for the next 2,000 ton [1,800 tonne] of mixture produced. Continue calculating the moving average after the stop in production. The Department will consider mixture produced where the moving average of four exceeds the JMF limits as unsatisfactory in accordance with 2360.2.G.14.d, "Moving Average Failure at Mixture Start -Up — Production Air Voids," 2360.2.G.14.e, "Moving Average Failure at Mixture Start -Up — Adjusted AFT," 2360.2.G.14.f, "Moving Average Failure - Production Air Voids," and 2360.2.G.14.g, "Moving Average Failure — Percent Asphalt Binder Content, Gradation, and Adj. AFT." If the total production of a mixture type for the entire project requires no greater than four tests the Department will accept the material in accordance with 2360.2.G.14.b, "Isolated Failures at Mixture Start -Up — Production Air Voids," and 2360.2.G.14.c, "Individual Failure — Gradation, Percent Asphalt Binder, Production Air Voids, and Adj. AFT." 45 et If the Contractor's testing data fails to meet the tolerances in accordance with Table 2360-9, "Allowable Differences between Contractor and Department Test Results," the Department will substitute QA and verification data to determine the payment factor. G.14.a Ratio of New Added Asphalt Binder to Total Asphalt Binder — Acceptance Criteria Minimum design ratio of new added asphalt binder to total asphalt binder is shown in Table 2360-15 below. During production the ratio must meet individual and moving average requirements as listed in Table 2360-15,"Ratio of New Added Asphalt Binder to Total Asphalt Binder Acceptance Criteria". If the individual or moving average ratio drops below the minimum requirement, the Contractor must stop production and make adjustments to correct the process. Restart production only after notifying the Engineer of the adjustments made. The calculation of the moving average will continue after the stop in production. Table 2360-15 Ratio of New Added Asphalt Binder to Total Asphalt Binder Acceptance Criteria Recycled Material RAS RAS + Specified Asphalt Grade Only RAP RAP Only PG XX-28, PG 52-34, PG 49-34, PG 64-22 Wear (ind./moving average) 66/70 66/70 66/70 Non -Wear in&/movie average) 66/70 66/70 61/65 PG 58-34, PG 64-34, PG 70-34 Wear & Non -Wear (ind./movie averse 76/80 76/80 76/80 G.14.b Isolated Failures at Mixture Start -Up — Production Air Voids At the start-up of mixture production, use the first three isolated test results for production air voids before establishing a moving average of four. Calculate isolated production air voids using the maximum mixture specific gravity and the corresponding bulk specific gravity from that single test. After testing four samples and establishing a moving average of four, the Department will base acceptance on individual and moving average production air voids. The Department will not accept the material if any of the first three isolated test results for production air voids exceeds twice the JMF bands from the target listed on the Mixture Design Report at the start of production. The Department will reduce payment for unacceptable material in accordance with Table 2360-16, "Reduced Payment Schedule for Individual Test Results." The Department will calculate the quantity of unacceptable material on the tonnage placed from the sample point of the failing test to the sample point when the isolated test result is back within twice the JMF bands. If the failure occurs at the first test after the start of production, the Department will calculate the tonnage subject to reduced payment as described above, including the tonnage from the start of production. If isolated air voids are less than 1.0 percent or greater than 7.0 percent, the Engineer will either reduce the payment or order the material removed and replaced at no additional cost to the 46 Department. The Engineer may require the Contractor to test in -place mixture to better define the removal and replacement limits. The Engineer may require the Contractor to test in -place mixture placed before the failing test result. If the Engineer reduces the payment, the Department will pay for the material at 50 percent of the contract unit price. G.14.c Individual Failure — Percent Asphalt Binder, Production Air Voids, and Adj. AFT Table 2360-16 Reduced Payment Schedule for Individual Test Results Item Pay Factor, % Coarse and fine aggregate crushing 90 Asphalt binder content 90 Production air voids, individual and isolatedt 80 • Apply the lowest pay factor when using multiple reductions on a single test. �I Calculate individual air voids using the moving average maximum specific gravity and the bulk specific gravity from that single test. t Calculate the isolated air voids from the maximum specific gravity and the bulk specific gravity from that single test. The Engineer will only use isolated void test results for acceptance for the first three tests after mixture production start-u . If the individual test result for adjusted AFT is less than 7.5µ, the Department may either reduce payment in accordance with Table 2360-17, "Reduced Payment Schedule for Individual Test Results, Adjusted AFT," or order the material removed and replaced represented by the individual test. This tonnage includes all material placed from the sample point of the failing test to the sample point when the test result meets specification requirements. If the failure occurs at the first test after the start of daily production, the Department will include the tonnage from the start of production that day with the tonnage subject to reduced payment or removal and replacement. Table 2360-17 Reduced Payment Schedule for Individual Test Results, Adjusted AFT Individual Adjusted AFT, Pay Factor, % > 7.5 100 7.4 — 7.0 90 6.9 — 6.1 75 < 6.0 R&R * Remove and replace at no expense to the Department. The Department will not accept material if the individual tests for percent asphalt binder content or production air voids exceeds twice the JMF bands from the target listed on the Mix Design Report. The Department will reduce payment in accordance with Table 2360-16, "Reduced Payment Schedule for Individual Test Results." The Department will calculate the material subject to reduced payment as the material placed from the sample point of the failing test until the sample point when the test result is back within twice the JMF limits. If the failure occurs at r51 the first test after the start of daily production, the Department will include tonnage from the start of production that day with the tonnage subjected to reduced payment. The Department will not accept material if individual air voids are less than 1.0 percent or greater than 7.0 percent, Remove and replace unacceptable material at no additional cost to the Department as directed by the Engineer. Test in -place mixture to better define the area to be removed and replaced as directed by the Engineer. Test mixture placed before the failing test result as directed by the Engineer. The Department may reduce payment for unacceptable material at 50 percent of the relevant contract unit price. G.14.d Moving Average Failure at Mixture Start -Up — Production Air Voids If a moving average failure occurs within any of the first three moving average results after mixture start-up (tests 4, 5, 6), the Department will accept the mixture if the individual air void, corresponding to the moving average failure meets the JMF limits. The Department will not accept material if the individual air void fails to meet the JMF limit. The Department will reduce payment for unacceptable material unless the Engineer determines that the isolated air void corresponding to the individual air void meets the JMF limit. The Department will pay for unacceptable material at 70 percent of the relevant contract unit price. The Department will calculate the quantity of material subject to reduce payment as the tons placed from the sample point of the failing moving average result and corresponding individual air void beyond the JMF limit to the sampling point when the individual test result is back within the JMF limit. If the failure occurs at the first test after the start of daily production, the Department will include tonnage from the start of production that day with the tonnage subjected to reduced payment. G.14.e Moving Average Failure at Mixture Start -Up — Adj. AFT The Engineer will calculate the Moving Average (n=4) Adj. AFT during the sixth test after the beginning of mixture production of that specific mixture. The Engineer will include the individual results of calculations for tests No. 3, No. 4, No. 5, and No. 6 with this calculation. G.14.f Moving Average Failure — Production Air Voids A moving average production air void failure occurs when the individual production air void moving average of four exceeds the IMF limit. The Department will consider the mixture unacceptable and subject to reduced payment. The Department will pay for unacceptable mixture at 70 percent of the contract unit price. The Department will calculate the quantity of mixture subject to reduced payment as the tons placed from the sample point of all individual test results beyond the JMF limits, which contributed to the moving average value that exceeded the JMF limit, to the sampling point where the individual test result meets the JMF limits. If the failure occurs at the first test after the start of daily production, the Department will include the tonnage from the start of production that day with the tonnage subject to reduced payment. m Table 2360-18 Reduced Payment Schedule for Movin g Average Test Results Item Pay Factor, % Gradation 90 Coarse and fine aggregate crus NA individual failures only) Adjusted AFT 80 Asphalt binder content 80 Production air voids 70 *Lowest Pay Factor applies when there are multiple reductions on a single test. G.14.g Moving Average Failure - Percent Asphalt Binder Content, Gradation, and Adj. AFT The Engineer will consider the mixture unacceptable and subject to reduced payment for mixture properties, including asphalt binder content and gradation, where the moving average of four exceeds the JMF limits. The Department may reduce payment for unacceptable mixture properties in accordance with Table 2360-18, "Reduced Payment Schedule for Moving Average Test Results." The Department will calculate the quantity of material subject to replacement or reduced payment as the tons placed from the sample point of all individual test results beyond the JMF limits, which contributed to the moving average value that exceeded the JMF limit, to the sampling point when the individual test result is back within the JMF limits. If the failure occurs at the first test after the start of daily production, the Department will include the tonnage from the start of production that day with the tonnage subjected to reduced payment. The Engineer will calculate the Moving Average (n=4) Adjusted AFT during the sixth test after the beginning of mixture production of that specific mixture. The Engineer will include the individual results of calculations for tests No. 3, No. 4, No. 5, and No. 6 with this calculation. The Department will consider material with the Moving Average (n=4) of the Adjusted AFT is less than 8.0 µ as unsatisfactory and will pay for the material at 80 percent of the relevant contract unit price. The Department will calculate the quantity of material subject to replacement or reduced payment as the tons placed from the sample point of all Individual Adjusted AFT results less than 8.0µ, which contributed to the Moving Average value that was less than 8.0µ, to the sample point where the Individual Adjusted AFT is at least 8.011. If the failure occurs at the first test after the start of daily production, the Department will include the tonnage from the start of production that day with the tonnage subject to reduced payment. G.14.h Coarse and Fine Aggregate Crushing Failure If any CAA or FAA test results do not meet the requirements specified in Table 3139-3, the Department may reduce payment for the placed material in accordance with Table 2360-16, "Reduced Payment Schedule for Individual Test Results." The Department will calculate the quantity of material subject to reduced payment as the tons placed from the sample point of the failing test until the sampling point where the test result meets the specifications. If the failure occurs at the first test after the start of daily production, the Department will include the tonnage 49 from the start of production that day with the tonnage subjected to reduced payment. 2360.3 CONSTRUCTION REQUIREMENTS A Restrictions A.1 Asphalt Release Agents Do not use petroleum distillates to prevent adhesion of asphalt mixtures to equipment. An asphalt release agent must meet the criteria for "Effect on Asphalt" as described in the most recent Asphalt Release Agent on file in MnDOT's Office of Environmental Services. A.2 Edge Drop Off When construction is under traffic, the requirements of 2221.3.13 will apply. A.3 Surge and Storage Bins Store the asphalt mixture for no more than 18 h at storage facilities that prevent segregation of the mix and drainage of asphalt from the mix. Maintain the mixture at within 9 OF [5 °C] of the temperature when discharged from the silo or mixer and prevent excessive cooling or overheating. A.4 Weather Limitations and Paving Date Do not perform work within the roadway in the spring until removal of seasonal load restrictions on roads in the vicinity unless otherwise approved by the Engineer. Do not place asphalt mixtures when weather or roadbed conditions or moisture conditions of the roadway surface are judged unfavorable by the Engineer. Do not place asphalt pavement final wearing course lift after October 15 north of an east -west line between Browns Valley and Holyoke, or after November 1 south of an east -west line between Browns Valley and Holyoke. The Engineer may waive these restrictions when: (1) The Contractor is not placing asphalt mixture on the traveled portion of the roadway (2) The roadway involved is closed to traffic during the following winter, or (3) The Engineer provides written direction to place the mixture A.5 Mixing and Discharge of Materials Notify the Engineer of the recommended plant mixing temperatures as provided from the asphalt 50 supplier. Unless authorized by the Engineer, do not produce the mixture more than 30°F above the recommended maximum mixing temperature. Use the automated plant control printout to monitor discharge temperature. The Department will not pay for or allow placement of any mixture produced at more than 30OF above the recommended maximum mixing temperature unless the higher mixing temperatures have been approved by the Engineer. B Equipment B.1 Plant B.l.a Segregation Provide plant mixed asphalt from a plant capable of producing a uniform mix free of segregation. B.Lb Scales Test and calibrate scales in accordance with 1901. B.1.c Mineral Filler Add mineral filler to the mixture using a storage silo equipped with a device to ensure a constant and uniform feed. B.1.d Storage Tanks Provide storage tanks equipped to heat and maintain the material at the temperatures recommended by the certified asphalt supplier. Place the discharge end of the circulating line below the surface of the asphalt material. Provide agitation for modified asphalt as recommended by the supplier. Provide an outage table or chart and measuring stick for each storage or working tank. Equip tanks with provisions to take asphalt binder material samples. After delivery of asphalt binder material to the project, do not heat the material at temperatures greater than 350' F [175' C]. Do not store modified asphalt at temperatures greater than the manufacturer's recommendation. B.Le Asphalt Binder Control If proportioning asphalt binder material by volume, equip the plant with either a working tank or a metering system to determine asphalt binder content of the mixture. Provide a working tank with a capacity from 1,000 gal to 2,000 gal [3,800 L to 7,600 L]. Calibrate and supply the working tank with a calibrated measuring stick. The Contractor may connect the tank to a mixing unit and use it only during spot check operations as long as it is available at all times. Return feedback to the working tank during spot check operations. 51 Provide a metering system with at least one approved asphalt binder flow meter and a asphalt binder pump. Connect the flow meter to the asphalt binder supply to measure and display only the asphalt binder being fed to the mixer unit. Position the meter readout for convenient observation. Provide a means to compare the flow meter readout with the calculated output of the asphalt binder pump. Provide a system to display that shows the accumulated asphalt binder quantity being delivered to the mixer in gallons [liters] or to the nearest 0.001 ton [0.001 tonne]. Calibrate and adjust the system to maintain an accuracy of fl percent error for each plant set-up before producing the mixture. Provide an outage table or chart and measuring stick for each storage or working tank. Equip tanks with provisions to take asphalt binder material samples. After delivery of asphalt binder material to the project, do not -heat the material at temperatures greater than 350' F [175' C]. Do not store modified asphalt at temperatures greater than the manufacturer's recommendation. B.Le (1) Asphalt Binder Sampling Valve Provide an asphalt binder sampling valve located between the pump and the drum. Sample asphalt binder from the weigh pod for batch plants. B.l.f Dryer The Department will not allow unburned fuel in the mix. B.1.g Temperature Control Equip the plant with enough temperature sensors to ensure temperature control of the aggregate and asphalt binder. B.l.h. Pollution ............1717 B.2 Street Equipment B.2.a Paver Provide a paver capable of spreading and finishing to widths as shown on the plans and with an operational vibratory screed and automatic screed control to place mix without segregation. Use an asphalt paver to place the mixture. When necessary, the Contractor may use a motor grader, when approved by the Engineer, to spread mixtures in areas that are inaccessible to a paver or when the quantity of mixture makes it impractical to place with a paver. Use a shouldering machine to spread the mixture on shoulder surfacing and uniform width widening, when the placement width is too narrow for a paver. Using a screed or strike -off assembly, produce a finished surface of the required evenness and 52 texture without tearing, shoving, or gouging. For mainline paving, if the paving width is greater than the basic screed, auger and mainframe extensions, which meet manufacturer's recommendations for the paving width, are required unless otherwise directed by the Engineer. The Department will not allow strike -off only extension assemblies for mainline wearing course paving, unless the Engineer directs otherwise. Equip all pavers with an approved automatic screed control. Sensor -operated devices need to include automatic controls that follow reference lines, or surfaces on one or both sides of the paver as required. Adjust the speed of the paver to produce the best results. A string line is only required if stated in the contract. Spread all mixtures without segregation to the cross sections shown on the plans (excluding tight blade and scratch course applications). The objective on the leveling layer is to secure a smooth base of uniform grade and cross section so that subsequent courses will be uniform in thickness. The Contractor may spread the leveling layer with a properly equipped paver or, when approved by the Engineer, a motor grader equipped with a leveling device or with other means for controlling the surface elevation of the leveling layer. Place each course over the full width of the section under construction on each day's run, unless the Engineer directs otherwise. B.2.b Trucks Provide trucks with tight, clean, and smooth truck haul beds. Do not allow mixture to adhere to the truck beds. When directed by the Engineer, provide a cover that extends at least 1 ft [300 mm] over the truck bed sides and attach to tie -downs, if the truck is not equipped with a mechanical or automated covering system. B.2.c Motor Graders Use a motor grader with the following characteristics: (1) Self-propelled (2) Equipped with pneumatic tires with a tread depth of/T in [ 13 mm] or less (3) Equipped with a moldboard blade that is at least 10 feet [3 m] (4) With a wheelbase of at least 15 feet [4.5 m] B.2.d Distributor Provide a distributor capable of uniformly applying material up to 15 ft [4.6 m] wide and equipped with the following: (1) An accurate volume measuring device with tachometer (2) Pressure gauges (3) Thermometer for measuring temperatures of tank contents 53 (4) Power -operated pump (5) Full circulation spray bars with lateral and vertical adjustments B.2.e Rollers Compact each lift of asphalt to the density require in 2360.3.13, "Compaction." B.2.e(1) Steel -Wheeled Rollers Self-propelled steel wheeled compacting equipment must weigh at least 8 ton [7.3 tonne]. If using vibratory rollers, provide rollers that produce 3,085 lbf per ft [45 kN per m] of width and a vibratory frequency of at least 2,400 vpm using the low amplitude setting. Provide a roller capable of reversing without backlash and equipped with spray attachments for moistening rollers on both sets of wheels. B.2.e(2) Pneumatic Tired Rollers Self-propelled pneumatic tired compacting equipment must have a compaction width of at least 5 ft. [1.5 m] and a gross wheel load force of at least 3,000 lb [13 kN] per wheel for traffic level 2 and level 3 mixtures, 5,000 lb [22 kN] per wheel for traffic level 4 and level 5 mixtures, and, if using vibratory, at least 8 ton [7.3 tonne] total mass. Provide a roller with a tire arrangement that obtains full compaction over the full width with each pass of the roller. B.2.e(3) Trench Rollers Self-propelled trench rollers must weigh at least 2,960 lb per foot [4,400 kg per meter] of width. B.3 Tack Coat Apply a uniform asphalt tack coat to the clean and dry existing asphalt or concrete surface and to the surface of each course or lift constructed, except for the final course or lift, in accordance with 2357. Coat the contact surfaces of all fixed structures and the edge of the inplace mixture in all courses at transverse joints and in the wearing course at longitudinal joints. Do not coat the longitudinal joint if a rubberized asphalt joint adhesive will be applied to the vertical face of the joint. A uniform application will not have streaks (corn rows), bare spots, puddles, or other irregular patterns. Allow emulsified asphalt tack coats to break, as indicated by a color change from brown to black, before placing subsequent lifts. Take tack samples from the asphalt distributor according to rates provided in the Material Control Schedule. The Inspector will monitor the sampling the Contractor performs. C Joints CA Construction Joints Compact joints to produce a neat, tightly bonded joint that meets surface tolerances as described 54 in 2360.3.E. Transverse and longitudinal joints are subject to the density requirement in accordance with 2360.3.1), "Compaction." C.2 Transverse Joints Construct a transverse joint, the full width of the paver, at right angles to the centerline when mixture placement operations are suspended. When work resumes, cut the end vertically for the full depth of the layer unless constructing a formed edge as approved by the Engineer. C.3 Longitudinal Joint Construct the longitudinal joint between strips and parallel to the pavement centerline. In multiple lift construction, construct the longitudinal joints between strips in each lift at least 6 in [150 mm] measured transversely from the longitudinal joints in the previously placed lift. If constructing a wearing course in an even number of strips, place one longitudinal joint on the centerline of the road. When constructing a wearing course in an odd number of strips, locate the centerline of one strip on the centerline of the road, provided that no joint is located in the wheel path area of a traffic lane. The Contractor will align longitudinal joints in multiple lift construction over portland cement concrete pavements directly over the concrete pavement longitudinal joints as approved by the Engineer. At longitudinal joints formed by placing multiple strips, ensure the adjoining surface is higher but does not exceed '/e in [3 mm], after final compaction of the previously placed strip. When constructing a strip adjoining a previously placed strip or a concrete pavement, remove to the longitudinal joint line, any fresh mixture that overlaps a previously placed strip or pavement before rolling. D Compaction After spreading each course, compact in 4ccordance with the maximum density method as described in 2360.3.D.1, unless the ordinary compaction method is called for in the special provisions or as described in 2360.3.D.2, "Ordinary Compaction." Do not allow rollers to stand on the uncompacted mixture or newly rolled pavement with a surface temperature greater than 140 °F [60 °C]. Do not roll with steel -wheeled rollers if rolling produces aggregate that is crushed, cracked, or pulverized or causes displacement of the mixture. To maintain a true surface, correct the following by removing and replacing the material in the defective areas as directed by the Engineer at no additional cost to the Department: (1) Variations such as depressions or high areas, which may develop during rolling operations (2) Lean, fat, or segregated areas 55 When spreading mixtures with a motor grader, compact the mixture with pneumatic tired rollers simultaneously with the spreading operation. DA Maximum Density Compact the pavement to at least the minimum required maximum density values in accordance with Table 2360-19, "Required Minimum Lot Density (Mat)," and Table 2360-20, "Longitudinal Joint Density Requirement." Density evaluation will include compacted mat density and compacted longitudinal joint density. Density evaluation will not include longitudinal joint density on lifts with a 1 percent reduced density requirement. Table 2360-19 Required Minimum Lot Density at SP Shoulders* Designed Designed SP Wear SP Non -Wear at 3% at 4% Mixtures* Mixtures* Voids voids % Gmm 92 93 93 92 * Reduce the minimum by 1 percent on the first lift constructed over PCC pavements. II Reduce the minimum by 1 percent for the first lift constructed on aggregate base (mainline and shoulder), reclaimed or cold in place recycled base courses and first lift of an overlay on roadway with a spring load restriction no greater than 7 ton 6.35 tonne], including shoulders. Table 2360-20 Lon tndinal Joint Density Requirement Location Confined Edge of Mat* Unconfined Edge of Jiat Long joint wear and shoulder (40% 89.5 88.1 air voids Long joint non -wear and shoulder 3% air voids 90.5 89.1 • The Department defines "confined" as the edges of the placed mat abutting another mat, pavement surface, or curb and gutter. II The Department defines "unconfined" or `unsupported" as no abutment on the side of the mat being laced with another mat or pavement surface. D.La Shoulders Greater Than 6 ft 11.8 m] Unless otherwise shown on the plans or required by the special provisions, compact shoulders wider than 6 ft [1.8 m] paved using the maximum density method. When shoulders are compacted by the maximum density method and are paved separately from the driving lane, or have a different required minimum density than the driving lane, delineate the lot tonnage placed WI on the shoulder in separate lots from the driving lanes for the day paving was conducted. D.Lb Shoulders Equal to or Less Than 6 ft [1.8 m] Unless otherwise shown on the plans or required by the special provisions, use the ordinary compaction method in accordance with 2360.3.D.2 to compact a narrow shoulder no wider than 6 ft [1.8 m] paved in the same pass as a driving lane or paved separately. The Department will exclude mixture compacted under ordinary compaction from lot density requirements and from incentive or disincentive payment. When compacting a narrow shoulder using the maximum density method, compact to densities in accordance with Table 2360-19. If the minimum required density of the shoulder is different than the driving lane, delineate the tonnage placed on the shoulder in separate lots from the driving lane. D.Lc Echelon Paving The Department considers echelon paving, two pavers running next to each other in adjacent lanes, as separate operations. D.Ld Density Determination (Core Bulk Density) Calculate each individual lot's maximum density by averaging the results of the cores within the lot expressed as the percentage of the maximum specific gravity. Use Laboratory Test Method 1810 to determine core density unless the mixture is considered coarse graded. If 45 percent or less of the aggregate material passes the No. 4 [4.75 nun] sieve the Engineer may require bulk specific gravity be determined in accordance with Laboratory Manual Method 1816, Corelok. Obtain the maximum specific gravity value for calculating the percentage density for the lot from the maximum gravity values taken from production tests during that day's paving. If the production tests during that day's paving result in only one or two maximum specific gravity values, use the moving average value at that test point. If production tests during that day's paving result in three or more maximum specific gravity values, use the average of those tests alone as indicated above. D.Le Timeline Complete compaction within 8 h of mixture placement and before obtaining core samples. Only use pneumatic tired or static steel rollers for compaction performed between 6 h and 8 h after mixture placement. Do not reroll compacted mixtures with deficient densities. D.Lf Stop Production If all the lots in a day's production or greater than 50 percent of the lots on multiple days fail to meet the minimum density requirement stop production and determine the source of the problem. Discuss with the Engineer what corrective action will be taken to bring the work into compliance 57 J. with specified minimum required density. D.I.g Lot Determination Table 2360-21 Lot Determination Daily Production ton tonne Lots 300* — 600 270* — 5451 1 601— 1,000 546 — 910 2 1,001— 1,600 911 — 1,4551 3 1,601— 2,600 1,456 — 2,360 4 2,601-4,600 2,361 — 4,1751 5 >4,600 4,175 * If producing no greater than 300 ton [270 tonne] of mix, establish the first lot when the total weight is greater than 300 ton [270 tonne]. Add one lot for each additional 900 tons 820 tonne or part thereof D.Lh Mat Density Cores Obtain four cores in each lot. Take two cores from random locations as directed by the Engineer. Take the third and fourth cores, the companion cores, within 1 ft [0.3 m] longitudinally from the first two cores. Submit the companion cores to the Engineer immediately after coring and sawing. If the random core location falls on a longitudinal joint, cut the core with the outer edge of the core barrel 1 ft [0.3 m] away laterally from the edge of the top of the mat. Do not take cores for compacted mat density within 1 ft [300 mm] of any longitudinal joint. The Contractor is responsible for maintaining traffic, coring, patching the core holes, and sawing the cores to the paved lift thickness before density testing. The Engineer may require additional density lots to isolate areas affected by equipment malfunction, heavy rain, or other factors affecting normal compaction operations. D.IJ Contractor Core Testing Take and test cores at least 4 in [100 mm] in diameter at locations determined and marked by the Engineer. Mark samples with the lot number and core number or letter. Transport the cores to the laboratory daily taking care to prevent damage to them. Schedule the approximate time of testing during normal project work hours to allow the Engineer to observe the test and to record the saturated surface dry and immersed weight of the cores. Determine the density by the end of the next working day after compaction. Measure each core three times for thickness before saw cutting. Report the average lift thickness on the core sheet. If placing multiple layers in a single day, saw and separate cores for each layer, test, and report by Ff the end of the next working day. Place and compact mix into the coring hole to restore the surface within 24 h after coring or the Department will fine the Contractor $100 per working day per lot until restored. D.1.j Companion Core Testing The Department will select at least one of the two companion cores per lot to test for verification. For lots designated as longitudinal joint density lots, the Department will test at least one of the mat density companion cores and at least one of the longitudinal joint density companion cores. D.1.k Tolerance Comparison D.1.k(1) Tolerance Comparison — Individual Compare the individual core bulk specific gravities obtained by the Contractor and by the Department. If the bulk specific gravity between the Contractor and the Department cores differ by more than 0.030, use the Department's bulk specific gravity. D.I.k(2) Tolerance Comparison — Day's Shrinking Tolerance For a second comparison of the cores that pass the individual tolerance criteria, compare the average of the Contractor's bulk specific gravities with the average of the Department's bulk specific gravities. Determine the tolerance by dividing 0.030 by the square root of the number of samples compared. Use all the Department's results for the day's paving if the cores do not fall within the determined tolerance. D.1.1 Recoring The Engineer may allow the Contractor to re -core a sample if the sample was damaged in the coring process or damaged in transit to the laboratory through no fault of the Contractor. D.Lm One Percent Reduced Density The Department will exclude incentive payments for reduced minimum density in accordance with Table 2360-19, "Required Minimum Lot Density (Mat)." The Contractor may elect to waive the reduced density requirement and reevaluate the density in accordance with Table 2360-19, "Required Minimum Lot Density (Mat)," including incentives, for all cases except the first lift constructed over concrete pavement. The Contractor must notify the Engineer, in writing, after the first day's paving and by the end of the third day of paving of their intent to waive reduced density. Once reduced density has been waived the normal maximum density will remain in effect for the duration of mixture placement on that lift. For multi -year projects, the waiving of reduced density will be for that year only and will be re-evaluated for subsequent years on an annual basis. The Contractor is required to comply with any construction requirements on subsequent lifts. 59 D.1.n Longitudinal Joint Density Evaluate longitudinal joint density in one lot per day unless the total daily weight is greater than 5,000 ton [5,000 tonne]. If the total daily weight is greater than 5,000 ton [5,000 tonne], evaluate two lots per day. Randomly select the location to take cores for longitudinal joint density from the mat density core locations. Take six cores at this location. Take cores for longitudinal joint density with the outer edge of the core barrel within 6 in [150 mm] from'the edge of the top of the mat for both sides of the mat. Take a companion core 1 ft [0.3 m] longitudinally from each core. Take two cores for mat density at either 2 ft [0.61 m] right or 2 ft [0.61 m] left of the center of the mat the Contractor is paving, regardless of random number generation. D.Lo Imaginary Joint An actual longitudinal joint will not exist if pulling the shoulder and driving lane in the same paving pass. Do not cut a core on the imaginary line where a joint would have existed had the shoulder and the drive lane been paved separately. D.Lp Shoulders D.l.p(1) Shoulder — Ordinary Compaction If compacting the shoulder under the ordinary density specification, do not take longitudinal joint cores in shoulders. Core at the centerline longitudinal edge cores (6 in [150 mm] from the joint) and at the mat density cores (2 ft [0.61 m] right or left of the center of the paving pass). D.l.p(2) Shoulder -Maximum Density Specification Core at the following locations: (1) Centerline longitudinal edge cores (6 in [150 mm] from the joint) (2) Mat density cores (2 ft [0.61 m] right or left of the center of the paving pass) (3) Edge of the shoulder (6 in [ 150 mm] from the outside edge) Do not cut cores on the imaginary line at the edge of the shoulder adjacent to the driving lane. Move coring locations on imaginary lines to 6 in [ 150 mm] inside the edge of the shoulder. D.l.q Payment Schedule Table 2360-22 Payment Schedule for Maximum Mat Density SP Wear and SP SP Non -Wear and SP '%12t Density- Pav Factor A Traffic Level Traffic Level Shoulders (4q0 '%"old) Shoulders (34o Void), Density, V Density, ?o* 2& 3 4& 5 > 93.6 > 94.6 1.03 1.05 93.1 - 93.5 94.1 - 94.5 1.02 1.04 92.0 - 93.0 93.0 - 94.0 1.00 1.00 91.0 - 91.9 92.0 - 92.9 0.98 0.98 90.5-90.9 91.5-91.9 0.95 0.95 90.0-90.4 91.0-91.4 0.91 0.91 89.5 - 89.9 90.5 - 90.9 0.85 0.85 89.0 - 89.4 90.0 - 90.4 0.70 0.70 < 89.0 < 90.0 # i • Calculate the percent of maximum specific gravity to the nearest tenth. Payment will only apply if the day's weighted average individual production air voids fall within - '/• percent of the target air void value. Base the weighted average air voids on all the mixture production tests in accordance with 2360.2.0.7. '•Production Tests" for the corresponding day and weight by the tons the corresponding test represents. f The Department will pay for the HRfA material represented by the lot at 70 percent of the relevant contract unit price: unless a single con density in the lot is less than 87.0 percent of the maximum specific gravity (G..). If a single core density is less than 87.0 percent of Gunn the Engineer will decide if the mixture is subject to removal and replacement or if will be accepted at a reduced payment of 50 percent of the relevant contract unit price. If the Engineer decides the material is to be removed and replaced. the Contractor will do so at no additional cost to the Department. Take additional core samples to determine the limits of the removal and replacement area or 500.11' pa),ment using the same offset from centerline as the original core. If the original low- density core was taken within 1'/_ it [0.45 m] of an edge of the paver pass. take the additional cores at 1'/. ft [0.45 m] from the edge of the paver pass. Determine the densities at 50 ft [15 m] intervals both ahead and behind the point of unacceptable core density until finding a point of acceptable core density (>89.0% for 4°/c void and 1% reduced voids and >90.0% for 3° o voids). If the 50 it (15 m) incremental testing extends into a previously accepted lot. removal and replacement may be requ'red but. these results will not be used to recalculate the previously accepted lot density. Perform the additional coring and testing at no cost to the Department. The Department will calculate the area of unacceptable pavement as the product of the longitudinal limits as determined by the 50 ft [ 15 m] cores and the fiill width of the paver pass. laying in the traffic lane or lanes.The Department will exempt shoulders from this calculation unless density failure occurred in the shoulder area. Establish an additional density lot for the pavement that has been removed and replaced. Cut 2 cores randomly with companions for the Department (total 4 cores) and determine average density. Make payment in accordance with Table 2360-22 or Table 2360-23 excluding any incentive payment. Determine the density for the remainder of the lot by averaging the original acceptable core density value with the first two acceptable core densities taken ahead and behind the unacceptable core density. Make payment in accordance with Table 2360-22 or Table 2360-23 excluding any incentive payment. 61 Table 2360-23• 1 Percent Reduced Table SP Wear and SP Shld SP Non -Wear, and SP Shld (44,b Fold) Diaximum (3% Fold), Maximum SpeciSc Specific Gravit- % Grav9ty, % Pacment, ?a > 91.0 > 92.0 100 90.0-90.9 91.0-91.9 98 89.7 — 89.9 90.5 — 90.9 95 89.4 — 89.6 90.0 — 90.4 91 89.2 — 89.3 89.5 — 89.9 85 89.0 — 89.1 89.0 — 89.4 70 < 89.Ot < 89.0 t • Reduce the mininm n by 1 percent for the first lift constructed on aggregate base (mainline and shoulder). reclaimed or cold inplace recycled base courses and first lift of an overlay on a roadway with a spring load restriction (including shoulders) no greater than 7 ton [6.35 tonne]. Reduce the minimum by 1 percent on the first lift constructed on PCC pavements (reduced density cannot be waived on PCC). Calculate the percent of maximum specific gravity to the nearest tenth. t The Department will pay for the HMA material represented by the lot at 70 percent of the relevant contract unit price: unless a single core density in the lot is less than 87.0 percent of the maximum specific gravity (G�.). If a single core density is less than 87.0 percent of Gram. the Engineer will decide if the mixture is subject to removal and replacement or if will be accepted at a reduced payment of 50 percent of the relevant contract trait price. If the Engineer decides the material is to be removed and replaced. the Contractor will do so at no additional cost to the Department. Take additional core samples to determine the limits of the removal and replacement area or 50% payment using the same offset from centerline as the original core. If the original low density core was taken within 1% ft [0.45 m] of an edge of the paver pass. take the additional cores at 1:: ft [0.45 m] from the edge of the paver pass. Determine the densities at 50 ft [15 m] intervals both ahead and behind the point of unacceptable core density until finding a point of acceptable core density (>89.0% for 4% void and 1% reduced voids and >90.0% for 3% voids). If the 50 ft (15 m) incremental testing extends into a previously accepted lot, removal and replacement may be required. but. these results will not be used to recalculate the previously accepted lot density. Perform the additional coring and testing at no cost to the Department. The Department will calculate the area of unacceptable pavement as the product of the longitudinal limits as determined by the 50 ft [15 m] cores and the full width of the paver pass. laying in the traffic lane or lanes. The Department will exempt shoulders from this calculation unless density failure occurred in the shoulder area. Establish an additional density lot for the pavement that has been removed and replaced. Cut 2 cores randomly with companions for the Department (total 4 cores) and determine average density. Make payment in accordance with Table 2360-22 or Table 2360-23 excluding any incentive payment. Determine the density for the remainder of the lot by averaging the original acceptable core density value with the first two acceptable core densities taken ahead and behind the unacceptable core density. Make payment in accordance with Table 2360-22 or Table 2360-23 excluding any incentive payment. row Table 2360-24* Payment Schedule for Longitudinal Joint Density SP Non -wear and SP Shoulders 4% Void Longitudinal Joint Pay Factor B Longitudinal Joint Pay Factor C (Confined Edgte) Longitudinal Confined Ede (unsupported Edge) (Unsupported Edge) Traffic Level Traffic Level Traffic Level Traffic Level Density, % II Density, % II 2&3 4&5 2&3 4&5 > 92.1 1.02t I.03t _> 91.0 1.02t 1.03t 91.6 - 92.0 1.01 t 1.02t 90.1- 90.9 I.Olt 1.02 89.5 - 91.5 1.00 1.00 88.1- 90.0 1.00 1.00 88.5 - 89.4 0.98 0.98 87.0 - 88.0 0.98 0.98 87.7 - 88.4 0.95 0.95 86.0 - 86.9 0.95 0.95 87.0-87.6 0.91 0.91 85.0-85.9 0.91 0.91 < 87.0 0.85 0.85 < 85.0 0.85 0.85 • The Department will limit incentive payment for longitudinal joint density to lots with evaluated longitudinal joint densities. II Calculate the percent of maximum specific gravity to the nearest tenth. t Payment will only apply if the days weighted average individual production air voids fall within - %¢ percent of the target air void value. Base the weighted average air voids on all the mixture production tests in accordance with 2360.2.G.7, "Production Tests" for the corresponding day and weight by the tons the corresponding test represents. Table 2360-25* Payment Schedule for Longitudinal Joint Density SP Non -wear and SP Shoulders, 3% Void Pay Factor B Pay Factor C Longitudinal Joint (Confined Ed e) Longitudinal (ConflnetLES&Si Longitudinal Joint (Unsupported Edge) Unsu otied Ed e Traffic Level Traffic Level Traffic Level Traffic Level Density,% 2& 3 1 4& 5 Density % 2& 3 4& 5 >_ 93.1 1.02t 1.03t > 92.0 1.02t 1.03t 92.6-93.0 1.Olt 1.02t 91.1-91.9 1.Olt 1.02t 90.5 - 92.5 1.00 1.00 89.1 - 91.0 1.00 1.00 89.5 - 90.4 0.98 0.98 88.0 - 89.0 0.98 0.98 88.7 - 89.4 0.95 0.95 87.0 - 87.9 N., 0.95 88.0 - 88.6 0.91 0.91 86.0 - 86.9 0.91 0.91 < 88.5 0.85 0.85 < 86.0 0.70 0.85 * The Department will limit incentive payment for longitudinal joint density to lots with evaluated longitudinal joint densities. I� Calculate the percent of maximum specific gravity to the nearest tenth. t Payment will only apply if the days weighted average individual production au voids fall within'/ percent of the target air void value. Base the weighted average air voids on all the mixture production tests in accordance with 2360.2.G.7, "Production Test" for the corresponding day and weight by the tons the corresponding test represents. D.l.r Pay Factor Determination Determine the pay factor in accordance with the following: (1) Case 1: Total Pay Factor = (Pay Factor A) x (Pay Factor B) x (Pay Factor C) (2) Case 2: Total Pay Factor = (Pay Factor A) x (Pay Factor B) x (Pay Factor B) (3) Case 3: Total Pay Factor = (Pay Factor A) x (Pay Factor C) x (Pay Factor C) 63 Where: Pay Factor A = Mat density Pay Factor B = Confined edge density Pay Factor C = Unsupported edge density Use a pay factor of 1.00 for Pay Factor B, Pay Factor C, or both in lots where no cores are taken at the longitudinal joint. D.2 Ordinary Compaction Perform ordinary compaction for the following: (1) Layers identified in the typical sections with a minimum planned thickness less than 1'h in [40 mm] (2) Thin lift leveling (3) Wedging layers (4) Patching layers (5) Driveways (6) Areas the Contractor cannot compact with standard highway construction equipment and practices (7) Bike paths, walking paths, and other similar non -traffic paving areas If using the ordinary compaction method to evaluate density, use a control strip to establish a rolling pattern. Use the rolling pattern to compact the asphalt mixture for the layer on which the control strip is constructed or until constructing a new control strip. The Engineer may waive the control strip requirement in small localized areas or other areas not conducive to its establishment. D.2.a Control Strip Construct a control strip at least 395 sq. yd [330 sq. m] and of the same thickness as the lift the control strip represents at the beginning of the work on each lift of each course. Begin compacting immediately after spreading the mixture. Continue compacting until additional roller coverage does not produce appreciable increase in density. Determine densities by means of a portable nuclear testing device or approved alternate and create a growth curve to determine the optimum rolling pattern. Provide documentation of the growth curve to the Engineer. Roll the remainder of that course in accordance with the pattern developed in the test strip for that roller. Provide a new control strip in accordance with the following: (1) If using a new IMF with a proportion change greater than 10 percent when compared to the currently produced mixture for a single stockpile aggregate (2) If changing the source of either aggregate or binder, or (3) After 10 days of production M D.2.b Equipment Use rollers that meet the requirements in 2360.3.B.2.e. Use the same equipment type and weight on the remainder of the pavement course that was used to construct the control strip. Provide at least two rollers. Provide a tandem steel wheeled roller for final rolling. The Contractor may use trench rollers or mechanical tampers to compact areas inaccessible to the conventional type rolling equipment. D.2.c Mixture Temperature Refer to Table 2360-26, "Minimum Temperature Control' for the minimum laydown temperatures in all courses of the asphalt mixture as measured behind the paver or spreading machine. Do not pave when the air temperature is less than 32' F [0° C] unless otherwise directed by the Engineer in writing. Table 2360-26' Minimum Temperature Control Air Compacted N1at Thickness, Temperature, 1 in 25 mm 1%: in 40 mm 2 in 50 mm >3 in 75 mm °F °C 32 — 40 0-5 — 265 129 255 124 250 121 41— 50 [6-101 270 130 260 [1271 250 [1211 245 118 51— 60 11-15 260 [1271 255 [1241 245 [1181 240 115 61— 70 16-21 250 121 245 1181 240 [1151 235 113 71 — 80 22-27 245 [1181 240 [1151 235 [1131 235 113 81— 90 28-32 235 [1131 230 110 230 110 230 110 > 91 [331 230 [1101 230 [1101 230 [1101 225 107 * Not applicable if using a Warm Mix Asphalt (WMA) additive or process IIUse at least one pneumatic -tire roller for intermediate rolling unless otherwise directed by the Engineer. The Engineer may specify or modify the minimum laydown temperature in writing. t Based on the lift thicknesses shown on the plans. D.3 Mat Density Cores (Optional Department Only Core Testing) The Contractor can request all density cores be tested by the Department. The written request should be made at the pre -construction meeting and a written response, from the Department, either approving or denying the request will be made within 5 calendar days from the date of the request. Once approval is granted, Department Only Core Testing will remain in effect for the duration of the project. For multi -year projects, Department core testing will be for that year only. Cores will be tested in either the Department's Field Lab or in the Contractor's Field Lab. The Contractor is permitted to observe and record all weighing of the cores. 65 D.3.a Contractor Coring Responsibilities Obtain two cores in each lot. Take cores of at least 4 in [100 mm] in diameter at locations determined and marked by the Engineer. If the random core location falls on a longitudinal joint, cut the core with the outer edge of the core barrel 1 ft [0.3 m] away laterally from the edge of the top of the mat. Do not take cores for compacted mat density within 1 ft [300 mm] of any longitudinal joint. Label samples with the lot number and core number or letter. The Contractor is responsible for maintaining traffic, coring, patching the core holes. Measure each core three times for thickness before saw cutting. Report the average lift thickness to the Engineer. If placing multiple layers in a single day, measure and record lift thickness and then saw and separate cores for each layer. Place and compact mix into the coring hole to restore the surface within 24 h after coring or the Department will fine the Contractor $100 per working day per lot until restored. The Engineer may require additional density lots to isolate areas affected by equipment malfunction, heavy rain, or other factors affecting normal compaction operations. D.3.b Department Testing Responsibilities The Department will take possession of the cores after they have been measured and cut. The Department will test all cores. Density results will be determined by the end day in which the cores were cut provided they are in the Department's possession by 10:00am, otherwise, results will be available the next working day. Test results will be reported on the Core Density Sheet. D3.c Longitudinal Joint Density Evaluate longitudinal joint density in one lot per day unless the total daily weight is greater than 5,000 ton [5,000 tonne]. If the total daily weight is greater than 5,000 ton [5,000 tonne], evaluate two lots per day. Randomly select the location to take cores for longitudinal joint density from the mat density core locations. Take three cores at this location. Take cores for longitudinal joint density with the outer edge of the core barrel within 6 in [150 nun] from the edge of the top of the mat for both sides of the mat. Take one core for mat density at either 2 ft [0.61 m] right or 2 ft [0.61 m] left of the center of the mat the Contractor is paving, regardless of random number generation. E Surface Requirements After compaction, the finished surface of each lift shall be reasonably free of segregated, open and torn sections, and shall be smooth and true to the grade and cross section shown on the plans with the following tolerances: Table 2360-26 Surface Requirements Course/Location Description Tolerance Leveling/1 ° lift Tolerance also applies to 1" lift placed other than leveling when _ in [ I ; nun] using automatics automatics are used. Wear Tolerance of final 2 lifts from the edge of a 10 foot [3 in] in [6 nun] ] straightedge laid parallel to or at right anes to the centerline. Shoulder Wear, Temporary Wear Tolerance from the edge of a 10 foot [3 in] straightedge laid Kin [6 mm] parallel to or at right angles to the centerline. & bypasses Transverse Tolerance from the edge of a 10 foot [3 m] straightedge centered joints/construction longitudinally across the transverse joint. Correction by diamond /, in [6 mm] joints ffmding re ed when directed by the Engineer. Not to vary by more Tran,N erne Slope Tolerance for surface of each lift exclusive of final shoulder wear. than 0.4 % from plans. Distance from No less than the plan distance or more than 3 inches [75 mm] edge of each lift greater than the plan distance. The edge alignment of the wearing and established lift on tangent sections and on curve sections of 3 degrees or less See Description centerline. can't deviate from the established alignment by more an 1 inch than 25 mml in any 25 foot 7.5 m section. Final wear After compaction the final lift wear adjacent to concrete adjacent to pavements must be slightly higher but not to exceed 1/4" [6mm] See Description concrete than the concrete surface. _pavements. Final wear After compaction the final lift wear adjacent to gutters, manholes, adjacent to fixed pavement headers, or other fixed structures must be slightly higher See Description structures. but not to exceed 1 /4" [6mml than the surface of the structure. Finished surface of Must be free of segregated and open and tom sections and See non Op each lift.* deleterious material. *Excluding tight blade and scratch courses. Cut or saw and then remove and replace material placed outside the described limitations at no additional cost to the Department. If the Engineer determines the material can remain in place outside the limits, the Department will pay for the material at a reduced cost of $10 per sq. yd [$12 per sq. m]. The Department will consider any single occurrence of material outside the limitations to have a minimum dimension of at least 1 sq. yd [ I sq. m] in any dimension. In addition to the list the above the pavement surface must meet requirements of 2399 (Pavement Surface Smoothness) requirements. EA Lift Thickness After compaction, the thickness of each lift shall be within a tolerance of '/4 in [6 mm] of the thickness shown on the plans, except that, if automatic grade controls are used, this thickness requirement will not apply to the first lift placed. This thickness requirement will not apply to a leveling lift whether or not automatic grade controls are required. The Engineer may require removal and replacement of any part of any lift that is constructed to less than the minimum required thickness, at no additional cost to the Department. 67 q Measure cores taken for density determination for thickness also. Measure each core three times for thickness before sawing. Report the average of these three measurements. Document each lots average core thickness and submit to the Engineer. If the average of the two Contractor cores exceed the specified tolerance, an additional two cores may be taken in the lot in question. The Engineer will use the average of all core thickness measurements per day per lift to determine daily compliance with thickness specifications. On that portion of any lift constructed to more than the maximum permissible thickness, the materials used in the excess mixture above that required to construct that portion of the lift to the plan thickness plus 1/4 in [6 mm] may be excluded from the pay quantities or at the discretion of the Engineer and at the Contractor's expense may be required to be removed and replaced. F Asphalt Mixture Production (FOB Department Trucks) Produce asphalt mixture for the Department. Load the mixture being produced onto Department furnished trucks at the mixing plant at a time agreed on by the Engineer and Contractor. The Engineer will notify the Contractor of the total quantity of mixture required not less than 2 weeks prior to completion of the final wearing course. The Engineer will not accept the asphalt mixture if it is unsuitable for the intended use. G Small Quantity Paving A MDR is not required for planned project quantities less than 9,000 sq. yd inches (4,500 sq. yd. per 2-inch thickness, etc) [191,200 m2 rum] or 500 ton [450 tonne]. Verify in writing that the asphalt mixture delivered to the project meets the requirements of Table 3139-3 and Table 2360- 7, "Mixture Requirements." The Department will obtain samples, as determined by the Engineer, to verify mixture requirements and to perform material acceptance in accordance with 2360.2.G.14.b, "Isolated Failures at Mixture Start -Up — Production Air Voids," 2360.2 G.14.c, "Individual Failure — Gradation, Percent Asphalt Binder, Production Air Voids, and Adj. AFT," and 2360.2.G.141, "Coarse and Fine Aggregate Crushing Failure." 2360.4 METHOD OF MEASUREMENT When paying for material by weight, the Engineer will measure separately asphalt mixture of each type by weight based on the total quantity of material hauled from the mixing plant. The Engineer will not make deductions for the asphalt materials. When paying for material by area, the Engineer will separately measure asphalt mixture of each type and for each specific lift by area and by thickness on the basis of actual final dimensions placed. 2360.5 BASIS OF PAYMENT The contract unit price for asphalt mixture used in each course includes the cost of constructing M the asphalt surfacing and providing and incorporating asphalt binder, mineral filler, hydrated lime. Anti -stripping additives may be permitted or required as indicated in 2360.2.C. The Department will pay for additives required by the contract at the relevant contract unit price for the mixture. The Department will pay for additives incorporated as directed by the Engineer as extra work in accordance with 1402.5, "Extra Work." The Department will apply reduced payment if the mixture includes steel slag as one of the aggregate proportions and the production lab density at the design gyrations at the recommended or established asphalt content is greater than 160 lb per cu. ft [2,565 kg per cu. m]. The Department will pay for the mixture at the contract unit price, calculated as follows: %Payment = 100 — (l00 x (production density at design gyrations — 160) 160 [% Payment = 100 — (100 x (production densjU at design gyrations — 2.565)1 2,565 If the plans do not show a contract pay item for shoulder surfacing and other special construction, the Department will include payment for the quantities of material used for these purposes in the payment for the wearing course materials. Complete yield checks and monitor thickness determinations to construct the work as shown on the plans. Use the tolerances for lift thickness in accordance with 2360.3.E, "Surface Requirements" and surface smoothness requirements in accordance with 2399 for occasional variations and not for continuous over -running or underrunning, unless otherwise required by the Engineer. The contract unit price for asphalt mixture production includes the cost of the material and loading onto Department -provided trucks at the mixing plant. The Department will pay for plant mixed asphalt pavement on the basis of the following schedule: Item No.: Item: Unit: 2360.501 Type SP* Wearing Course Mixture t$ ton [metric ton] 2360.502 Type SP* Non -Wearing Course Mixture t$ ton [metric ton] 2360.503 Type SP* II Course Mixture j'$# in [mm] thick square yard [square meter] 2360.504 Type SP Course Mixture t$ square yard [square meter] 2360.505 Type SP * Bituminous Mixture for Specified Purpose ton [metric ton] 2360.506 Type SP * Bituminous Mixture Production ton [metric ton] * Aggregate size Designation, 9.5, 12.5 or 19 as appropriate, see 2360.1.A.3 II "Wearing" or "Non Wearing" as appropriate t Traffic level in accordance with Table 2360-1, "Traffic Levels" $ AC binder grade designation (Table 2360-2) # Lift thickness shown on the plans 3.02 CITY OF CHANHASSEN COMPACTION TEST METHOD For the specified density method of compaction, each lift shall be uniformly compacted to a density not less than what is required per Table 2360-19. The density test shall be in accordance with MnDOT Bituminous Specifications 2360 and the MnDOT Bituminous Manual. Compaction testing will be performed for the owner by an independent testing laboratory approved by the engineer as identified below. The cost of all tests will be paid by the contractor. 1. One (1) sample for a density test per 200 tons of mix installed or a minimum of two (2) sample per job. 2. In -place density test performed by one of the following procedures: a. A minimum of one (1) core sample for in -place density tests per 200 tons of mix installed or a minimum of four (4) cores per job. No cores are to be taken in the wheel tracks. b. Four (4) density test taken with a portable nuclear testing device at randomly selected locations per 200 tons of mix installed. A minimum of six (6) tests per job. The mixture with failing density will not be accepted for payment at the Contract bid price, but, in lieu of being removed and replaced, will be accepted at a reduced price in accordance with Table 2360-22. The appropriate pay factor will be applied to the quantity of mixture represented by the failing density test. One retest of each failing test will be permitted and the higher of the two densities will be used in determining the pay factor. All retesting shall be done within three (3) working days after placement of the bituminous mixture. The Contractor will be responsible for the costs of all retesting. 3.03 BTI'UMINOUS PATCHING Over any areas that need to be corrected (settlements, bird baths, etc.) one of the following methods as required by the Engineer should be used for patching: 70 (a) Wedge cut one inch (I ") into the existing pavement around the outer limits of the area that needs to be patched, tack and fill with approved bituminous material. (b) Tack area to be patched then skin patch with approved bituminous material and apply a seal coat over patched areas. Seal coat should be "pea rock" or trap rock and applied as per Section 3.09 Bituminous Seal Coat. (c) Bituminous materials to be used in patch areas shall be in accordance with Section 2231 of the current Minnesota Department of Transportation Standard Specification unless otherwise directed by the engineer. (d) Straight line cut (mill/colter wheel or saw cut) and remove. Tack edges to be patched and fill with approved bituminous material. Patching shall be done in such a manner to produce a smooth driving surface of which the patch or patch edge shall not deviate from surrounding pavement. Milling of patches will be required when any deviation occurs. In areas where, in a 100-foot length of street, measured from any area in need of repair or in either direction and three or more patches/settlements are evident, a one and one-half inch bituminous overlay shall be constructed over the entire length and width of the affected street section. hi areas where trench settlements (of any kind) have occurred, corrections may be performed by either the above -listed methods, or if, in the opinion of the Engineer, the existing bituminous is in satisfactory condition, it may be repaired by a bituminous leveling course. Prior to any overlays deemed necessary, a minimum four -foot wide edge mill along the gutter line shall be completed and any settlements shall be filled with bituminous material, leveled out, and thoroughly compacted. 3.04 BITUMINOUS TACK COAT The bituminous material for tack coat shall be applied in accordance with Section 2357 of the current Minnesota Department of Transportation Standard Specification. The rate of application shall be 0.05 gallons per square yard of surface or as approved by the engineer. Tack coat shall be applied in a manner that will allow traffic movement on at least one side of the street at all times without pick up or tracking of tack coat material. At no time will the application of tack coat be applied by means other than a motor powered distributor. 3.05 MILL PAVEMENT SURFACE A Description 71 This work shall consist of improving the profile, cross slope, and surface texture of an existing pavement surface by machine (cold) milling preparatory to placement of another course thereon. B Equipment Pavement milling shall be accomplished with a power operated, self-propelled cold milling machine capable of removing concrete and bituminous surface material as necessary to produce the required profile, cross slope, and surface texture uniformly across the pavement surface. The machine shall also be equipped with means to control dust and other particulate matter created by the cutting action. The machine shall be equipped to accurately and automatically establish profile grades along each edge of the machine, within plus or minus 1/8 inch (3 mm), by referencing from the existing pavement by means of a ski or matching shoe, or from an independent grade control. The machine shall be controlled by an automatic system for controlling grade, elevation, and cross slope at a given rate. C Operations The pavement surface shall be milled to the depth, width, grade, and cross slope as shown in the Plans or as otherwise directed by the Engineer. Machine speeds shall be varied to produce the desired surface texture grid pattern. Milling shall be performed without excessive tearing or gouging of the underlying material. The pavement milling operations shall be referenced from an independent grade control in those areas where the Engineer considers such control is essential. The control shall be established and maintained by the Contractor in a manner and in such position as the Engineer approves. Milling operations shall be conducted so that the entire pavement width is milled to a flush surface at the end of each work period, whenever the pavement is open to traffic. In case of uncompleted operations resulting in a vertical or near vertical longitudinal cutting face, it shall be the Contractor's responsibility to minimize the hazardous effects to traffic by resloping the longitudinal face to provide a suitable taper, by constructing a temporary bituminous taper, or by otherwise providing the necessary protective measures, as approved by the Engineer. Transverse cutting faces shall be tapered at the end of each working period where traffic is permitted. To further provide for traffic, the Contractor shall also construct temporary bituminous tapers at intersecting streets, around utility appurtenances, and at all appropriate entrances during the milling operations, as ordered by the Engineer. The Contractor shall construct the temporary milled tapers and famish, place, and remove temporary bituminous tapers as incidental work for which no direct compensation will be made. In areas inaccessible to the milling machine, the work shall be accomplished by other equipment or methods acceptable to the Engineer. 72 After the milling operations are completed to the planned depth, the milled area shall be cleaned by sweeping or vacuuming with equipment approved by the Engineer. Such cleaning shall be performed to the satisfaction of the Engineer. Debris resulting from milling and cleaning operations shall be disposed of outside of the Right of Way except as otherwise authorized by the Engineer. Milling at previously patched areas shall be performed to the required depth below the pavement surface existing prior to the previous patch being placed, and not from the surface of the patch. The contractor shall take care to avoid disturbing or damaging any existing drainage or utility structures on the Project. Any damage resulting from the Contractor's operations shall be repaired by the Contractor at no expense to the City. D Method of Measurement (2232.4) Pavement milling will be measured by the area of each type of surface removed. Measurements will be of those areas milled as specified, based on actual finished dimensions of the work. E Basis of Payment (2232.5) Payment of pavement milling at the appropriate Contract price per unit of measure will be compensation in full for all costs of performing the work as specified, including, but not limited to, traffic control, cleanup, and disposal operations. Payment for pavement milling will be made on the basis of the following schedule: Item No. Item Unit 2232.501 Mill Bituminous Surface square yard (square meter) 3.06 BITUMINOUS OVERLAY This work shall consist of constructing a pavement overlay course of hot plant mixed bituminous aggregate mixture on a prior approved prepared surface. It shall be constructed in a manner that when complete, all low or high areas of the overlay surface have been adequately tolerated to provide a smooth profile, cross slope and exhibit satisfactory ride ability. Overlays for all streets shall consist of a minimum of two inches in compacted depth and meet all construction and material specifications as stated in Section 3.00. Material for overlays shall be MnDOT 2360 SPWEB340B. 73 SECTION 4.00 - MISCELLANEOUS CONSTRUCTION 4.01 SUBSURFACE DRAINTILE (2502) See Section 2.21 of Sanitary and Storm Sewer Specifications. 4.02 UTILITIES (2504) A. Unless specified otherwise, this work shall be entirely at the contractor's expense. There shall be an inspection of the sanitary sewer, storm sewer and water main utilities prior to the start of construction. The contractor shall notify the Engineer 24 hours in advance to aid in accomplishing this inspection. All deficiencies in these existing systems prior to beginning street construction must be immediately brought to the attention of the Engineer. 2. After the manholes and valve boxes are cleaned, and raised to proper grade prior to paving the wear course, they shall be inspected to assure trouble free operation. 3. The contractor shall be responsible for locating all curb boxes within the limits of the project. The City has location ties to the curb boxes. The contractor shall notify the Engineer at least 24 hours in advance of this location work so that a representative of the Engineer can be present at all times while this work is being done and to aid in the accomplishment of this work. This work shall be done prior to start of construction. Prior to completion of the project, the curb boxes shall be adjusted to be flush with final grade. B. A final inspection of all utilities will be performed at the completion of the project for acceptance. Adjustments shall be made as follows: 1. Sanitary Sewer. All sanitary sewer manhole castings shall be left in place during the paving operation. The castings shall be adjusted before the mat is laid and shall be left one -quarter to one-half inch (1/4 — 1/2") below finished grade. Where the Engineer requires or where it is impossible to adjust the structure with the addition or removal of adjustment rings, reconstruction will be necessary. In such cases, it will be necessary to add or remove manhole sections. 2. Storm Sewer. Existing storm sewer castings shall be adjusted where necessary to be two inches (2") below finished gutter line. In areas of surmountable curb the top of casting shall match the top of curb. 3. Water Valve Boxes. All water valve boxes shall be adjusted prior to paving the wear course, and left one -quarter to one-half inch (1/4 — 1/2") below finished grade. Thorough tamping of the material around the valve box is required. In the event the valve box cannot be adjusted without the use of extensions, the contractor shall 74 remove the upper section, place the necessary extension and replace the upper section. 4. Grouting Adjusting Rings. Adjustment rings are required to be grouted; the contractor shall grout between rings, place the casting and -remove all excess grout on the inside of the manhole by wiping smooth with a gloved hand or similar instrument. Refer to detail plates for limitations on number of rings allowed. I and I shields to be installed as specified. G!<Qc;+mn-t \ZY11Yy lij] The contractor should take special note of the warranty provisions of these contract documents as detailed in Sections 3.04 and 9.16 of the General Conditions of the Contract which are included as part of this Standard Specification 4.04 WATER TO HOMES The contractor shall be responsible (until completion of the project) for providing water to any homes which have their individual water systems become inoperative due to dewatering operations during the project construction 4.05 CONCRETE (2531) A Concrete Curb and Gutter All concrete curb and gutter shall be constructed in accordance with Sections 2531 and 2461 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the Engineer in the field. 2. The contractor shall construct concrete gutters as detailed on the standard plate at the end of these specifications, and as located on the plans. Delete that portion of Section 2531 which requires that the concrete curb and gutter joints be sealed with joint sealer material. 4. The contractor shall fiunish without charge all concrete samples needed for test cylinders, slump tests, air entrainment tests, and other tests ordered by the Engineer. 5. For surmountable curb installations, all radii at intersections shall be B-618 concrete curb and gutter with a 10-foot taper section, on each side of the radius. 75 6. Where a curb machine is used, the contraction joints shall be formed or sawed at 10 foot intervals as approved by the engineer to a depth of two inches (2") from all exposed surfaces. Provide full depth expansion joints where indicated on detail plates, on the plans, against fixed objects and/or at 200 foot intervals. After the concrete is finished and "bmomed", the contractor shall spray it with a spray membrane curing compound conforming to MnDOT specifications, Section 3754. 8. Section 2531.2A.I shall be mix no. 3A22 with granite aggregate. 9. Section 2531.2A.2 shall be mix no. 3A32 with granite aggregate. B Concrete Sidewalk All concrete sidewalk shall be constructed according to Section 2521 of the current Minnesota Department of Transportation Standard Specifications, except as modified or altered below: 1. Delete that portion of Section 2521 which requires that the sidewalk be sealed with joint sealer material. 2. Calcium Chloride Type 1 or 2, MnDOT Specification 3753 shall not exceed 2% of the weight of the cement incorporated into the mix. 3. Concrete used for sidewalk shall meet the requirements of MnDOT Section 2521, mix no. 3A32 with granite aggregate. C Reduced Payment Associated With Deficient Strength Requirements On All Concrete Construction If the Specified Strength requirement has not been obtained on the date specified, the mixture with failing tests will not be accepted for payment at the Contract bid price. If the material strength is in a range within 95% of the specified strength, in lieu of being removed and replaced acceptably, will be accepted at a reduced price in accordance with the schedule shown below. All material below 95% of the specified strength will be removed and replaced to specified requirements. The appropriate pay factor will be applied to the quantity of mixture represented by the failing test. Two core samples of each failing test will be permitted and the higher of the two tests will be used in determining the pay factor. All re -testing shall be done within a time frame determined by the City Engineer. Strength Requirements No Below Specified Minimum) 0%.................................... 0 to 1 %.............................. Pay Factor (% of Contract Price) ............................................... 100% ..................................................98% 76 Ito 2%.....................................................................................................................95% 2 to 3%.....................................................................................................................90% 3 to 4%.....................................................................................................................85% 4 to 5%.....................................................................................................................75% More than 5%........................................... :.................................. Remove and Replace The Contractor does not have the option of taldn¢ a price reduction in lieu of complvine with the Specifications. Material not meeting requirements shall not knowingly be placed in the work. Should any non -conforming material be inadvertently placed in the work, it will be up to the City Engineer to determine whether the non -conforming work will be allowed to remain in place or removed and replaced or otherwise corrected to meet specifications. Non -conforming material that is allowed to remain in the project shall be subject to the price reductions listed below for the indicated test provided the material was placed to the satisfaction of the Engineer. Otherwise the Engineer may make the determination according to other procedures addressed in MnDOT Specification 1503. With failing or borderline material, make sure next load is tested before it is incorporated into the work. C1 General Price reductions that are not part of the Contract should not be issued unless the price reduction is in excess of $350. If the calculated price reduction is equal to or less than $350, it shall be documented as substantial compliance. At the discretion of the Engineer, several smaller price deductions may be lumped together to comply with the $350 minimum to alleviate a continuous marginal failure problem. 2. Bid prices for the project in question should be reviewed prior to calculating a price reduction. If the bid prices are considerably below average prices, then the price reduction should be assessed based on: (1) the average bid price as determined by the City Engineer or (2) a fair market value. 3. The price reduction shall represent only the quantity of material represented by the sample and actually used. Example: A quantity of ready mixed concrete is placed in the work. A slump test indicates failing material. Then the price reduction would only apply to that load of ready mix represented by the test, not by all concrete placed since the last passing test. 4. The price reduction will normally be the quantity represented by the failing test times price reduction per unit quantity (tons, gals, etc.) determined from the "Schedule of Price Reductions" times the bid price of (2) above. WrA 5. The following guide for price reductions on non -conforming construction materials shall be used when not addressed in the contract: C2 Schedule of Price Reductions For Materials For Concrete Construction Slump - Isolated tests (not consistently high or low) (See MnDOT Specification 2461.4A4a). Slumps that are consistently high or low require corrective action by the Contractor's quality control personnel. When test results are inconsistent or borderline, every load should be tested. Remove and replace the concrete or comply with the following: GENERAL CONCRETE 1" (25 mm) to 2" (50 mm) specified 2.25" - 2.50" (55 mm - 60 mm) OK Tolerance 2.75" (65 mm - 70 mm) Substantial Compliance 3" - 3.50" (75 rum - 90 mm) OK if strength is satisfactory and placement satisfactory 3.75" - 4.25" (95 mm - 105 mm) Pay at 75% of unit bid price or deduct concrete price >4.25" (> 105 mm) Pay 25% of unit bid price 2" (50 mm) to 3"(75 rum) specified 3.25" - 3.75" (80 mm - 95 mm) OK Tolerance 4" (100 mm) Substantial Compliance 4.25" - 4.50" (105 mm - 110 rum) OK if strength is satisfactory and placement satisfactory 4.75" - 5" (115 mm - 125 mm) Pay 75% of bid price or deduct concrete price >5" (> 125 mm) Pay 25% of bid price .QW, (50 mm) No deduction if material can be satisfactorily placed 3" (75 rum) to 4"(100 rum) specified 4.25"-5" (105 mm - 125 mm) OK Tolerance 5.25" (130 mm) Substantial Compliance 5.50" - 5.75" (135 mm - 145 mm) OK if strength is satisfactory and placement satisfactory >5.75" (> 145 mm) Pay 25% of unit bid price 2" - 2.75" (50 mm - 70 rum) OK if strength is satisfactory and placement satisfactory 2. Air Content Out of Compliance (See MnDOT Specification 2461.4A4b) m 3. Low Slump Concrete (See MnDOT Specification 2404.2B2) 4.06 BITUMINOUS CURB (2535) All bituminous curb shall be constructed in accordance with Section 2535 of the current Minnesota Department of Transportation Standard Specification, except as modified or altered below: a. Driveway openings in the curb shall be constructed as shown on the plans, standard plates, or as directed by the engineer in the field. b. The contractor shall provide all samples needed for tests ordered by the engineer. C. Where specified, a bituminous berm shall be constructed along the edge of the roadway instead of a bituminous curb. The bituminous berm shall meet the requirements of Section 2535 except that the berm shall be formed by a shoe attached to the paver. The berm section shall be as shown on the plans. d. Bituminous curb shall not be used to tie in catch basin inlets or manholes. Concrete sections shall be poured in these areas. 4.07 BITUMINOUS TRATUPATHWAY Bituminous trail/pathway shall be constructed in accordance with Standard Detail Plate 5216. 4.08 ELECTRIC LIGHTING SYSTEMS (STREET LIGHTING) A General The street ligbfing system shall comprise all of the work shown on the respective plan and detail sheets for the system, complete, in place and in operation, all in accordance with the current Minnesota Department of Transportation "Standard Specifications and for Construction" except as shown and noted in the drawings and modified in these specifications. The distribution circuits of the lighting system shall consist of two conductors. The two conductors shall constitute 240 volt circuits. Lighting circuits shall be installed complete to each standard. All circuit wires including runs between light poles and street crossings shall be placed in conduit. Splice boxes or handholes shall be installed at all street crossings that serve an opposite side light pole. Power supply to the lighting system is unmetered 120/240 volt, single phase, alternating current. 79 B Permits and Inspections Obtain and pay for all permits and inspections required for the electrical work, arrange for inspections to be performed and famish a Certificate of Final Inspection and approval by enforcement authorities. C Standards The following industry standards are considered minimum requirements: 1. Standard rules and regulations of the Institute of Electrical and Electronic Engineers. 2. Rules and regulations of the National Fire Protection Association - NFPA No. 70. 3. National Electrical Manufacturers Association Standards. 4. American National Standards Institute. 5. National Electrical Safety Code. 6. Minnesota Department of Transportation Standard Specifications for Construction, 1988 Edition. 7. Other Industry Standard Listings per MnDOT 2545.2A. D Codes, Ordinances and Regulations The National Electric Code, together with applicable state and city ordinances or regulations, shall be considered as establishing minimum requirements for the work. Ascertain the existence of, and comply with, any interpretations and/or enforcement policies of the local enforcement agencies or individuals peculiar to this area or to this particular installation. Where these specifications call for materials or construction of better quality or larger size than required by the above rules and regulations, the provisions of the specifications shall take precedence. E Conduit All rigid steel conduits (R.S.C.) shall meet the requirements of MnDOT 3801. Rigid Steel Conduit (R.S.C.) shall be installed at all roadway crossings as shown in the Plans. The RSC shall be installed by auguring or jacking methods and not by open trenching across the roadways. When auguring or boring operations through a roadbed are abandoned for any reason, the resultant voids shall be grouted to the satisfaction of the Engineer. m F Conductors 1. Pole Wire - The pole wire from the in -line fuse connector and the distribution cables to the luminaries and photo cell wires shall be No. 12 AWG copper wires type R.H.W., T.H.W., or X.H.H.W. rated 600 volts. 2. Branch Circuit Conductors - The branch circuit conductors and feeder wires, shall by type T.H.W.N., or T.H.W., or type X.H.H.W. copper rated 600 volts. G Fuses Light standards in the 240 volt system shall include in -line fuse holders with fuses (3 amps) in the phase conductors to the luminaire ballast. Breakaway fuse holders shall be installed at the handhole of the light standards. H Grounding System shall be solidly grounded throughout. Lighting standards, lighting service cabinet, ground rods and any exposed metal system components shall be solidly bonded to the system equipment ground conductor with accessible mechanical approved grounding connectors. Ground rods shall be 5/8" x 15' for lighting service cabinet and 5/8" x 10' for lighting standards and shall be copperweld type. I Feed Point Power will be supplied to the system from utility owned pole or pad mounted transformer. Make all provisions and arrangements for service as required by the respective utility agency. Lighting service cabinet shall be pad mounted type Tl in accordance with MnDOT Standard Plate No. 8140A. Enclosure shall be a NEMA 3 rated minimum 12 gauge steel cabinet with gasketed full hinged doors and padlock hasps. Suitable galvanized steel anchor bolts with double nuts to be provided for concrete foundation mounting. Inside of cabinet shall be finished with white enamel on suitably prepared surface. Service cabinet equipment, as applicable, shall be as specified below, or equal. Lightning Arresters McGraw Edison Type L Panelboard Square D NQOB Circuit Breakers Square D Q I B & QO Contactor Allen Bradley Bulletin 500L Selector Switch Allen Bradley Bulletin 800H Lighting service cabinet concrete foundation shall be provided in accordance with City of Chanhassen's Standard Plate No. 5234B. m The contractor shall furnish and install 2" R.S.C. stubouts from the lighting service cabinet through the foundation. One 2" R.S.C. shall be provided for the lighting service cabinet to the utility transformer and two conduits (2" R.S.C.) shall be provided for the lighting circuits. One 2" R.S.C. shall be provided as a spare. J Lighting Equipment Lighting equipment shall be as described herein. Each lighting unit shall be complete as described with luminaire, standard or supports, auxiliaries, internal wiring, mounted accessories, etc. All equipment shall be UL labeled. Luminaries shall be or weather proof construction. Ballasts for HID lamps shall be high power factor regulator type operations to -20 degrees F. All internal parts of luminaire shall be readily accessible. Lighting standards shall be as individually described hereinafter. Concrete shall be Mix No. 3Y43 and shall cure 28 days before placing lighting equipment. Anchor bolt assemblies shall be provided by the lighting standard manufacturer. K Lighting Unit Roadway lighting unit including foundation, standard and luminaire. A. Foundation - Shall be as per the City of Chanhassen's Standard Plate No. 5234A modified to include anchor rods and anchor rod bolt pattern as per pole manufacturer's recommendations or as modified per base detail as indicated on the drawings. Anchor rods shall be furnished by the pole manufacturer; anchor bolt assemblies shall be high strength steel with top 12" galvanized after threading, galvanized break -away couplings and galvanized double nuts. Each foundation shall include three non-metallic conduit (N.M.C.) stubouts. The stubouts shall be 2" N.M.C. for feeders and one 3/4" N.M.C. for grounding conductor. L Residential Street Lighting Street lighting in residential areas shall conform to Xcel/Minnesota Valley Electric Group V rating. Street light fixtures shall be the Xcel/Minnesota Valley Electric Traditional, Acorn, or an approved equal style. 4.09 FENCE RESTORATION (2557) Removal and relocation or restoration of any fences disturbed shall be considered incidental to the cost of the project. E:� 4. 10 PAVEMENT MARKINGS (2563) A. Applications shall be in accordance with MnDOT specifications and the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. A portion of the MnDOT requirements are as follows: At the time of applying the marking material, the application area shall be free of contamination. The Contractor shall clean the roadway surface prior to the line application in a manner and to the extent required by the Engineer. 2. Glass beads shall be applied immediately after application of the paint line. 3. Pavement markings shall only be applied in seasonable weather when the air temperature is 50 degrees F or higher, and shall not be applied when the wind or other conditions cause a film of dust to be deposited on the pavement surface after cleaning and before the marking material can be applied. 4. The filling of tanks, pouring of materials or cleaning of equipment shall not be performed on unprotected pavement surfaces unless adequate provisions are made to prevent spillage of the material. 5. No striping operations will be permitted between sundown and sunrise without written permission from the Engineer. All material shall be placed in a workmanlike manner, which shall result in a clearly defined line that has been adequately reflectorized with glass beads. 7. All pavement striping shall be 4 inches wide unless designated otherwise on the plans, and skip lines shall be in lengths of 10 feet separated by gaps of 40 feet. All pavement striping shall be a minimum of 15 mils thick (wet thickness). 8. Glass beads shall be uniformly applied at a rate of 6 pounds per gallon. 9. A reduction in pay shall be made for reduced thickness and/or width. Width shall be computed by random measuring. Thickness shall be computed by the following formula: Thickness = Gallons x 231 Length x Width 10. Application for the marking material shall be such as to provide uniform film thickness throughout the coverage area. Stripe ends shall be cleaned out and square, with a minimum of material beyond the cutoff. 11. Maintenance of traffic during pavement marking operations. 83 B. The contractor shall famish and place, without extra compensation, all necessary warning and direction signs to maintain traffic during all pavement marking operations, and shall provide such protection to the uncured markings as may be necessary until traffic may cross them without any damage thereto. Traffic control during the striping operation shall be safe and satisfactory to the Engineer or all marking operations shall cease until traffic control meets with the Engineer's approval. Traffic control requirements may include, but are not limited to, furnishing a pilot car and/or flagpersons. Traffic shall be allowed to keep moving at all times, and the striping equipment shall be operated in such a manner that will not force traffic to cross uncured markings. Protection devices such as "cones shall be of an approved typed that will not cause damage to the vehicle when accidentally struck. C. Payment for pavement markings shall be paid for at the contract unit price per linear foot or as otherwise specified 4.11 STREET SIGNS AND POSTS A. Signs and installation shall be in accordance with the Minnesota Manual on Uniform Traffic Control Devices, and as supplemented or modified by Chanhassen Detail Plates. Residential Street Sim Post: 1. Posts are to be of a modified channel design with two ribs along the back of each post as well as each toe. 2. Post shall be fabricated from high -strength billet steel with minimum yield strength of 80,000 PSI and minimum tensile strength of 100,000 PSI. 3. Post installation shall be composed of two 7-foot lengths. The upper section shall weigh 3 lbs/ft and the lower section shall weigh 3 lbs/ft before punching. The posts shall be punched with continuous 3/8-inch diameter holes on 1-inch centers for the entire length of the post. The first hole shall be 1 inch from the top. 4. The posts shall be hot dip galvanized to ASTM-A123. Bracket: 12" flat blade, heavy-duty bracket assembly part nos. BA8Al2 & BA90F 12 or approved equal by the engineer. Signs: White lettering on dark brown background — Double-faced, DG3 Hi - intensity on .08 aluminum. White E-450 border (white around bolt). E450 size radius corner, punch and notch for E450. First letter of each word upper case with bottom justification. See chart below for lettering sizes. Nine inch (9") by 36" or 42" wide plates used. B. Private streets signs shall be the same as above, except lettering to be white on blue background m Type of Mounting Type of Street or Highway Speed Limit Recommended Minimum Letter Height Initial Upper -Case Lower Case Overhead All Types All Speed Limits 12 inches 9 inches Post -Mounted Multi -lane More than 40 niph 8 inches 6 inches Post -Mounted Multilane 40 Mh or less 6 inches 4.5 inches Post -Mounted 2-lane AN Speed Limits 6 inches* 4.5 inches* *On local two-lane streets with speed limits of 25 mph or less, 4-inch initial uppercase letters with 3-inch lowercase letters may be used. C. Supplementary lettering to indicate the types of streets (such as Street, Avenue, or Road) or the section of the city (such as NW) on the 133-1 and D3-la signs may be in smaller lettering, composed of initial upper-case letters at least 3 inches in height and lower-case letters at least 2.25 inches in height. 4.12 PROTECTION AND RESTORATION OF VEGETATION (2572) This work consists of protecting and preserving vegetation from damage and taking corrective action when damage occurs. Vegetation includes but is not limited to trees, brush, roots, woody vines, and perennial forbs and grasses. All work done shall conform to Section 2572 of MnDOT Standard Specifications. 4.13 EROSION CONTROL (2573) The Contractor shall be solely responsible for the installation, maintenance and removal of all sediment and erosion control measures within the project areas. The Contractor shall install fabric fences, culverts, check dams, sediment traps, hay and/or straw, etc. and all other such appropriate procedures as may be required to prevent sedimentation or erosion as noted on the plans or as directed by the Engineer. Upon completion of the project and restoration of all disturbed areas, the City will authorize the removal of all sediment and erosion control measures. The contractor shall remove and dispose of the erosion and sediment control measures. The BMPs shown on the plans are the minimum requirements for the anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site. During the course of construction it is the responsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum requirements shown on the plans that may be needed to provide effective protection of soil and water resources. 4.14 TURF ESTABLISHMENT (2575) All turf establishment shall be in accordance with Section 2575 of the current Minnesota Department of Transportation Standard Specification and the current MnDOT Seeding Manual, m F except as modified or altered below. The BMPs shown on the plans are the minimum requirements for the anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site. During the course of construction it is the responsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum requirements shown on the plans that may be needed to provide effective protection of soil and water resources. A Sodding The Contractor shall furnish and install sod and topsoil to the areas designated by the engineer. 2. The sod shall meet the requirements of MnDOT Specification 3878. 3. The Contractor shall use a sod cutter to make a straight line cut at full sod widths to match existing areas. Waste material shall then be removed and the area prepared to allow a depth of four inches (4") for topsoil placement. 4. The topsoil shall not be placed until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 5. The topsoil fine grading shall not be completed more than 24 hours prior to the sod laying operation. The contractor shall be required to remove topsoil placed on unapproved areas or topsoil which does not meet MnDOT Specification No. 3877 with such removal being done at the contractor's expense. 6. The Contractor shall not dump the topsoil on the street unless specifically approved by the engineer in the field. Topsoil dumped on the street shall not be allowed to remain overnight unless proper safety flashers are installed and approved by the Engineer in the field. At all times during grading, preparation and sod laying, it shall be the Contractor's responsibility to see that all catch basins in the working area are kept clean. Gutters shall be cleaned and free of dirt and other materials at the end of each working day to ensure proper drainage. 8. Watering of the sod shall be the responsibility of the Contractor. 9. Fertilizer, analysis 10-10-10, shall be applied to all sod areas at the rate of 1,000 lbs./acres. B Seeding m The Contractor shall furnish and install seed and four inches (4") of topsoil to the areas designated by the Engineer. Imported topsoil may be required. 2. Unless otherwise noted, seed mixture 25-141 shall be used in all Waal seeding operations as determined by the Engineer and seed mixture 25-151 shall be used in all urban seeding operations as determined by the Engineer. 3. The seeding shall not be done until the Engineer has inspected the area and approved the subgrade preparation and topsoil materials. 4. If so directed by the Engineer, the Contractor shall reseed, at his/her cost, any area on which the original seed has failed to grow. 5. In the absence of soil analysis, fertilizer, analysis 22-5-10, shall be applied to all seed areas at the rate of 350 lbs/acre unless otherwise noted. 6. Type 1 mulch shall be applied in accordance with Section 2575.3 of the current Minnesota Department of Transportation Standard Specification. Areas to be mulched shall be as shown on the plans or as directed by the Engineer in the field. C Hydroseeding Unless specifically stated, all hydroseeding applications shall conform to Section 2575.3 of the current MNDOT Standard Specification for Construction including both D and N. 1. Site Preparation a. Verify that areas to receive hydroseeding are free of stones larger than 1'/z inches in diameter, weeds, debris and other extraneous material. The surface shall also be free of tire ruts, rills and low spots where "bird baths" may form. b. Verify that grades are within acceptable tolerances of required finished grade and that drainage will be per design. C. Site shall have received four inches (4") of topsoil. Import may be required. d. Apply water to areas to be seeded as necessary to bring soil to optimum soil moisture content for planting. e. Seeding shall not be done until the engineer has inspected the area and approved the subgrade preparation and topsoil materials. 2. Method m a. Slurry shall be mixed on -site and shall include seed, cellulose fiber mulch, fertilizer, organic soil binding agent, and any soil amendments. b. Equipment shall have a built in agitation system sufficient to agitate, suspend and homogenously mix the slurry. C. Rapid stabilization method 3 shall be used on all slopes greater than 10% and on all slopes with a positive gradient toward all impaired waters that are not to be sodded. d. Direct the spray operation such that the procedure will drill and mix the slurry components into the soil to the greatest extent practicable. e. Seeding shall not be done in excessively windy conditions (greater than 15 mph) or when soil is overly wet or frozen. f. Seed cannot be left in slurry in excess of one (1) hour. 3. Materials a. Seed — Unless otherwise noted, all measurement of seed shall be in pure live seed (PLS). The following State seed mixtures and rate of application shall be used per the plan: i. 25-151 at 120 PLS lbs./acre. ii. 25-141 at 59 PLS lbs./acre. iii. 34-262 at 145 PLS lbs./acre. iv. 32-241 at 38 PIS lbs./acre. b. Hydraulic Soil Stabilizer shall be either Type 5 or Type 6 as defined in Section 3884.2 of the current MnDOT Specifications for Construction Manual. C. Fertilizer shall be a 10-10-10 commercial grade, applied at a rate of 300 lbs./acre, or shall be based upon a soil test. 4. Maintenance and Establishment a. Care shall be taken to avoid overspray onto fences, walls, other structures, other plant material, other planting areas and paved areas. The contractor shall be responsible for washing the overspray from these areas. 0 b. The contractor shall request that the planted areas be inspected within 24 hours of completion. C. The work includes a grass -establishment period of 30 calendar days commencing immediately after completion and acceptance of initial hydroseeding application. d. If, during the establishment period, areas are lacking sufficient seeding to assure adequate stands of acceptable vegetation, such areas shall be re -cultivated and reseeded within 48 hours of notification from the Engineer. e. The establishment period, in this case, shall be continued until the work meets the specified requirements. f. The establishment period shall include continuous operation of watering, weeding, mowing, fertilizing, spraying, insect and pest control and any other normal operation required to assure proper growth. g. Only RodeoTM, C-2, 4-D and AccordTM shall be used within 50 feet of streams, wetlands and ponds. D Topsoil Topsoil used for sodding and seeding areas shall be in accordance with Section 3877 of the current Minnesota Department of Transportation Standard Specification. E Street Sweeping The Contractor shall sweep the streets following the completion of the sodding and seeding operations. All sweeping shall be completed within two (2) calendar days after completion of the sodding and seeding operation. This sweeping shall be with a pick-up power sweeper and shall continue until all loose material is completely cleaned up to the satisfaction of the Engineer. Also, all catch basins shall be cleaned within the same time requirements stated above. F Basis of Payment Sodding. The contract price bid for the sod shall include the cost of furnishing and installing 4 inches of topsoil under the sod. 2. Water (sod). The cost shall be considered incidental to the project. 3. Roadside seeding. The contract price bid for the roadside seeding shall include the cost of finishing and installing 4 inches of topsoil over the area to be seeded. 4. Commercial fertilizer. The unit of measurement and basis of payment shall be by the pound. I 4.15 GEOTEXTILE STABILIZATION FABRIC Geotextile fabric shall be used where shown on the plans, and shall be Amoco 2002 or Marifi 500X or approved equivalent. The fabric shall be overlapped a minimum of two feet (T). The fabric in extremely bad soil conditions.may need to be sewed together as directed by the engineer, and shall be paid for at an agreed upon hourly rate. Payment for the fabric shall be in square yards in place, and excluding overlap. 4.16 SEGMENTED MASONRY RETAINING WALL UNITS (2411) PART A (DRY CAST) A L I Scone This specification covers segmental masonry units for use in the construction of mortarless walls. Locations and wall heights shall be as shown on the plans and/or as directed in the field by the Engineer. A 1.2 Requirements General Each wall that exceeds four (4) feet in exposed height shall be designed and certified by a registered professional engineer of the State of Minnesota. Design shall be submitted to the Engineer for review. In addition, the Contractor shall submit the following for all wall design: 1. Manufacturer's literature: materials description and installation instructions. 2. Shop drawings: Retaining wall system design including wall heights, reinforcement and drainage provisions approved by a registered professional engineer. 3. Color sample for selection by owner. 4. A one (1) foot square piece of geotextile reinforcing as required by the Engineer. Materials Each manufacturing facility shall provide the Engineer with a copy of their quality control plan and procedures, including testing rates and material sources. Each manufacturing facility shall also supply test reports and documentation to verify compliance with this specification. The units shall conform to ASTM C1372, except that: M 1. The minimum compressive strength requirements shall be 38 Mpa (5500 psi) for any individual unit and 40Mpa (5800 psi) for the average of 3 units. 2. The freeze/thaw durability of wall units tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: a. The weight loss of each of five test specimens at the conclusion of 90 cycles shall not exceed 1 % of its initial weight; or: b. The weight loss of 4 out of 5 test specimens at the conclusion of 100 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5`s specimen to not exceed 10%. C. The freeze/thaw durability of cap units test tested in accordance with ASTM C 1262 in a 3% saline solution shall be the minimum of the following: 1) The weight loss of each of 5 test specimens at the conclusion of 40 cycles shall not exceed 1 % of its initial weight; or: 2) The weight loss of 4 out of 5 test specimens at the conclusion of 50 cycles shall not exceed 1.5% of its initial weight, with the maximum allowable weight loss for the 5 h specimen to not exceed 10%. d. Cap units must meet the requirements of (a) and (c) and have a top surface sloped at minimum of 1 mm fall per 10 mm run (1 inch fall per 10 inches run) front to back or be crowned at the center. e. ASTM C 1262 test results shall be recorded and reported in 10 cycle intervals. Note: It is the intention of this testing that 100% of the wall units and cap units meet the weight loss requirements for (b1) and (c1) respectively, or the a minimum of 80% of the wall units and cap units tested meet the weight loss requirements for (b2) and (c2) respectively. If a manufacturer chooses to increase the sample size tested beyond the 5 units required for each block type, these percentages will still apply to the sample size chosen (i.e. if a sample size of 7 blocks is tested a minimum of 6 must meet the weight loss requirement of (b2) and (c2), if a sample size of 10 blocks is tested a minimum of 8 must meet the weight loss requirement). A 1.3 Sampling And Testing Shall conform to ASTM C 140, except that: Section 6.2.4 shall be selected and replaced with: "The specimens shall be coupons cut from a finished side or back shell of each unit and sawn to remove any face shell projections. The coupon size shall have a height to thickness ratio of 2 to 1 before capping and a length to thickness ratio of 4 to 1. The coupon shall be cut from the unit such that the coupon height 91 dimensions are in the same direction as the unit height dimension. Compressive testing of full size units will not be permitted. The compressive strength of the coupon shall be assumed to represent the net area compressive strength of the whole unit". Cap units and wall units shall be sampled and tested as separate block types. Each manufacturing facility is required to sample and test each block type at the rate of one set of samples per 5000 units of continuous production or fraction thereof (if production is interrupted) as part of their overall quality control testing. Each 5000 units of continuous production (or fraction thereof) shall constitute a lot. Example: If 12,000 wall units are produced in a continuous production run, this would constitute 3 lots and 3 sets of samples would be required. If 6000 units are produced in each of two production runs (12,000 total) then 2 sets of samples would be required from each separate production run or lot (4 sets of samples total). Minimum manufacturing testing shall include a minimum of 5 randomly selected units from each lot and the following testing on each set of samples: Compressive strength (average of 3 units) 2. Freeze -thaw durability (average of 5 units) Test results from each lot of production shall be provided to the Engineer within 30 days of the completion of testing and prior to the incorporation of any material into a project. The test report will clearly state the production lot number represented by the test results. This lot number shall correspond with the lot number supplied with the block on the certificate of compliance as outlined in section 2.1 below. A.2.1 Acceptance And Use All block manufacturers complying with the requirements of Sections 1.1, 1.2 and 1.3 above shall submit test results supporting this compliance to the Engineer. An approved products list s on file in the MnDOT Foundations Unit and can be viewed on the MnDOT website at: hqp://www.mrr.dot.state.mn.us/geotechnical/foundations.asp. Block types and manufacturing facilities not on this list shall not be allowed for use. All block submitted for use on MnDOT or Federal -Aid projects shall be accompanied by a certificate of compliance attached to each pallet of block (MnDOT specification 1603). The certificate of compliance shall include the name and address of the manufacturing facility, date of manufacture and lot number, in addition to all other required information. A.2.2 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and below finished grade fumished and installed as specified. A2.3 Basis Of Payment Payment will be made under unit (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.17 MINOR CONCRETE STRUCTURES PART B (WET CAST) 131.1 Description This work shall consist of the construction of a modular block retaining wall where shown on the plans. Locations and wall heights shall be as shown on the Plans and/or directed in the field by the Engineer. Wall design shall include aggregate foundation, drainage rock, geo-grid tiebacks (as required), subdrainage system, staining, sealant and all other materials necessary to construct the wall. A Concrete - Concrete shall be 3Y32 (Mn/DOT Certified Mix) and have a minimum 29 day compressive strength requirement of 4,000 psi for any individual load bearing unit. - Concrete blocks shall be wet cast and shall be 6% air entrained by volume. - Blocks shall be a minimum of 16" high, 48" wide and 24" deep. - Exterior face pattern shall be limestone textured rockface as approved equal. Apply per manufacturer's recommendations. B Sealant After construction of the wall, apply TK-290-12 sealant as manufactured by TK products Minnetonka, MN 952-938-7223 or approved equal. Apply per manufacturer's recommendations. C Staining Wall face shall be stained to wall manufactures recommendations after sealant is applied. See 6.00 Part C. 93 B I.3 Construction Requirements A General The wall system shall be constructed in accordance with the manufacturer's recommendations upon review of the design methodology by the Engineer. B Manufacturer Modular Block Retaining Wall shall be RECON Wall Systems Inc. (612-374-1113) or approved equal. C Submittals Each wall that exceeds two (2) feet in exposed height shall be designed and certified by a registered professional Engineer of the State of Minnesota. Design shall be submitted to the City Engineer for review. In addition, the Contractor shall submit the following for all wall design: 1. Manufacturer's Literature: Materials description and installation instructions. 2. Shop Drawings: Retaining wall system design including wall heights, reinforcement, and drainage provisions approved by a Registered Professional Engineer. 3. Color sample for selection by Owner. 4. A one (1) foot square piece of geotextile fabric reinforcing as required by the Engineer. D Delivery, Storage and Handling Contractor shall check the materials upon delivery to assure that proper materials have been received and then protect the materials from damage. Contractor shall prevent excessive mud, wet cement, epoxy and like materials, which may affix to the materials, from coming in contact with the materials. No damaged materials may be used on the project. E Footing Construction Shall be as recommended by the manufacturer. Over excavated areas shall be filled with select granular backfill material and compacted to 95% standard proctor density. Base material shall be compacted so as to provide a level hard surface on which to place the first course of units. Compaction shall be with mechanical plate compactors with density obtained by the Ordinary Compaction Method. F Wall Construction First course of block shall be placed on the prepared base and then checked for level, alignment, and full contact with the base. Units shall be placed end to end for the full length of the wall alignment. The -alignment shall be set by using a string line or offset from a base line. 94 G Backfill and Compaction Shall be in accordance with the manufacturer's recommendations and commence immediately after placement of the first course. B 1.4 Method Of Measure Measurement will be made by the square foot for the area of the wall face above and below finished grade furnished and installed as specified. B1.5 Basis Of Payment Payment will be made under the unit price (Modular Block Retaining Wall). Payment will include all labor and materials required to completely construct the wall including, but not limited to, backfill, drainage system components, geo-grid (as required), stain, sealer and aggregate base material. Common Excavation for the wall will be paid under a separate line item. 4.18 SEGMENTAL MASONRY RETAINING WALL SURFACE SEALING PART C C L 1 All segmental masonry retaining walls shall have their surfaces sealed. Segmental masonry retaining wall surface sealing shall consist of preparation, furnishing and applying the surface sealer to the top, exposed front face, and backside of the upper three courses of all walls. Surface sealers shall meet requirements on file in the MnDOT Concrete Engineering Unit (651- 779-5572). The list may also be viewed on the MnDOT website at: www.mrr.dot.state.mn.us/pavement/concrete/products.asp . Due to the potentially hazardous ingredients contained in sealer formulations extreme care must be exercised in their handling and use, and the manufacturer's recommendations shall be closely followed. C1.2 Construction Requirements 1. The Contractor shall comply with the manufacturer's written instructions for preparing, handling and applying the surface sealer. 2. The surface to be treated shall receive a light -blast to the extent that the surface is clean and free of oils. .2 3. Before the surface sealer is applied the surface to be sealed shall be dry and free of all dust, debris and frost. 4. Surface sealers shall be applied at the heaviest applications rate specified by the manufacturer. All materials and work performed as specified above will be incidental to the construction of the wall. 4.19 PEDESTRIAN CURB RAMPS Pedestrian curb ramps shall be constructed in accordance with MnDOT Standard Plate No. 5-297-250. Detectable warnings shall contrast visually with the adjacent gutter, roadway or walkway and be gray in color. M 2017 SANITARY AND STORM SEWER SPECIFICATIONS TABLE OF CONTENTS SECTION 1.00 SCOPE ......... 1.01 General ................................. 1.02 Work Included ...................... 1.03 Location of Work ................. 1.04 Coordination of Work.......... 1.05 Working Hours ..................... 1.06 Reference Requirements ...... SECTION 2.00 MATERIALS 2.01 General................................................................................................... 2.02 Reinforced Concrete Pipe (RCP)........................................................... 2.03 High Density Polyethylene(HDPE)....................................................... 2.04 Corrugated Metal Pipe (CMP)............................................................... 2.05 Cast Iron Pipe and Fittings(CIP)........................................................... 2.06 Ductile Iron Pipe (DIP).......................................................................... 2.07 Polyvinyl Chloride Sewer Pipe (PVC) ................................................... 2.08 Steel Casing Pipe for Jacking -Boring .................................................... 2.09 Jointing Material.................................................................................... 2.09a Reinforced Concrete Pipe.......................................................... 2.09b Corrugated Metal Pipe.............................................................. 2.09c High Density Polyethylene(HDPE).......................................... 2.09d Ductile Iron Pipe....................................................................... 2.09e Polyvinyl Chloride Pipe (PVC) and Fittings ............................. 2.10 Manholes and Catch Basins................................................................... 2.11 Manhole and Catch Basin - Frames and Covers .................................... 2.12 Manhole Steps........................................................................................ 2.13 Mortar.................................................................................................... 2.14 Infiltration Barrier.................................................................................. 2.14a Conetop Infiltration................................................................... 2.14b Manhole Joint Wrap.................................................................. 2.15 Pre -cast Segmental Block...................................................................... 2.16 Concrete................................................................................................. 2.17 Steel Reinforcing Bars........................................................................... 2.18 Soil Materials......................................................................................... 2.18a Normal "Fill Material".............................................................. 2.18b Select Granular Material........................................................... 2.18c Granular Borrow Fill Material .................................................. 2.18d Class 5 Aggregate..................................................................... Page 1 1 1 1 1 1 1 2 2 .................. 2 ....................2 .................. 3 .................. 3 ................... 3 .................. 3 .................. 3 .................. 4 .................. 4 .................. 4 ....................4 ................. 4 .................. 4 .................. 4 .................. 5 .................. 5 .................. 6 .................. 6 ....................6 ....................6 .................. 7 .................. 7 .................. 7 .................. 7 .................. 7 .................. 7 .................. 7 .................. 7 i 2.18e Crushed Rock........................................................... 2.18f Pit Run Gravel.......................................................... 2.18g Coarse Filter Aggregate ........................................... 2.18h Rock Stabilization.................................................... 2.18i Lightweight Aggregate .............................................. 2.19 Subsurface Draintile.............................................................. SECTION 3.00 INSPECTION AND TESTING OF MATERIALS 3.01 Shop Inspections and Testing ...................................................... 3.02 Field Inspection and Testing........................................................ 3.03 Disposition of Defective Material ................................................ 3.04 Concrete Test Cylinders............................................................... SECTION 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ..................... 11 4.01 Material Furnished by Contractor............................................................................ 11 4.02 Material Furnished by the Owner............................................................................ 11 4.03 Replacement of Damaged Material.......................................................................... 11 4.04 Responsibility for Safe Storage................................................................................ 11 SECTION 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE .........................12 5.01 Material Handling.................................................................................................... 12 5.02 Pipe Alignment and Grade....................................................................................... 12 5.03 Deviation with Engineer's Consent.......................................................................... 12 SECTION 6.00 UNDERGROUND SURFACE AND OVERHEAD UTILITIES ...............13 6.01 Existing Utilities...................................................................................................... 13 6.02 Subsurface Exploration............................................................................................ 13 6.03 Overhead Utilities and Obstructions........................................................................ 13 SECTION 7.00 EXCAVATION AND TRENCH PREPARATION.....................................14 7.01 General..................................................................................................................... 14 7.02 Pipe Bedding............................................................................................................ 14 7.03 Trench Width and Description................................................................................. 15 7.04 Correcting Faulty Grade........................................................................................... 15 7.05 Pipe Foundation in Poor Soil................................................................................... 16 7.06 Pipe Foundation in Rock.......................................................................................... 16 7.07 Braced and Sheeted Trenches.................................................................................. 16 7;08 Piling of Excavated Material................................................................................... 16 7.09 Barricades, Guards and Safety Provisions............................................................... 17 7.10 Traffic and Utility Controls...................................................................................... 17 7.11 Private Property Protection...................................................................................... 17 7.12 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ..................... 17 ii 7.13 Railroad and Highway Crossings 17 SECTION 8.00 LAYING OF PIPE..........................................................................................18 8.01 Trench Preparation ......................... 8.02 Type, Size and Class of Pipe.......... 8.03 Class of Bedding ............................ 8.04 Cleaning Pipe ................................. 8.05 Laying Pipe .................................... 8.06 Grade Control ................................. SECTION 9.00 PIPE JOINTING............................................................. 9.01 General........ 9.02 Pipe Joints... V ...............19 .. 19 ...19 SECTION 10.00 HOUSE CONNECTIONS, WYES.............................................................. 20 10.01 General........................................................... 10.02 Record and Location of Service Connections SECTION 11.00 SANITARY SEWER LEAKAGE TESTING 11.01 General 11.02 Sanitary Sewer Leakage Testing ................................ 11.03 Air Test Method......................................................... 11.04 Hydrostatic Test Method ............................................ 11.05 Deflection Test........................................................... 11.06 Test Failure and Remedy ........................................... ... 20 ... 20 ... 21 SECTION 12.00 SETTING MANHOLES AND CATCH BASINS ...................................... 24 12.01 General......................................................................... 12.02 Location....................................................................... 12.03 Type of Construction................................................... 12.04 Construction Details ..................................................... 12.05 Adjusting Rings and Blocks ......................................... 12.06 Waterproofing and Precast Section Joint Construction 12.07 Lifting Holes................................................................. 12.08 Mahhole and Catch Basin Base .................................... 12.09 Manhole Inside Drop Sections ....................................., SECTION 13.00 BACKFILLING................................................... 13.01 General........................................................................... 13.02 Backfill Procedure at Pipe Zone .................................... 13.03 Backfill Procedure above the Pipe Zone ........................ ............................ 24 ............................ 24 ............................ 24 ............................ 24 ............................ 24 ............................ 24 ............................ 24 ............................ 24 ............................ 25 ................. 26 ..... 26 ..... 26 ..... 26 iii 13.03a Type I....................................................................................................... 26 13.03b Type H...................................................................................................... 27 13.04 Disposal of Excess Materials and Debris............................................................... 27 13.05 Fill Material........................................................................................................... 27 13.06 Density Tests.......................................................................................................... 27 13.07 Test & Proof Rolling.............................................................................................. 28 SECTION 14.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE .............. 29 14.01 Restoration of Surface............................................................................................ 29 14.02 Dust Control During Construction......................................................................... 29 14.03 Mailbox Restoration.............................................................................................. 29 14.04 Maintenance of Streets Until Surfaced.................................................................. 29 14.05 Cleaning Up........................................................................................................... 29 14.06 Guarantee............................................................................................................... 29 14.07 Failure to Replace Defective Parts......................................................................... 30 SECTION 15.00 TURF ESTABLISHMENT.......................................................................... 31 15.01 General........................................................................ SECTION 16.00 OPEN DITCH CONSTRUCTION ................... 16.01 General ........................... 16.02 Excavation ...................... 16.03 Waste Banks ................... 16.04 Obstructions ................... 16.05 Silt Removal .................. 31 ..................... 32 .. 32 ............................... 32 ............................... 32 ............................... 32 ............................... 32 SECTION 17.00 RIPRAP AND EROSION CONTROL MATERIALS .............................. 34 17.01 General........................................................................................ 17.02 Riprap Materials.......................................................................... 17.02a Class or Size of Hand Placed and Grouted Riprap........ 17.02b Size of Rock Versus Weight ......................................... 17.03 Random Riprap........................................................................... 17.04 Hand Placed Riprap.................................................................... 17.05 Grouted Riprap............................................................................ 17.06 Erosion Control........................................................................... 17.07 Filter Blanket Material................................................................ 17.08 Liner Material............................................................................. SECTION 18.00 FORCEMAIN ............................................... 18.01 Ductile Iron Pipe .................................................... 18.02 Polyvinyl Chloride Pressure Pipe ........................... 18.03 Air and Vacuum Valves ......................................... ................ 34 ................ 34 ................ 34 ................ 34 ................ 34 ................ 34 ................ 34 ................ 35 ................ 35 ................ 35 36 ................ 36 ................ 37 ................ 37 iv 18.04 Air Relief Manhole ..... 18.05 Pipe Installation .......... 18.06 Laying Pipe ................. 18.07 Testing Forcemains..... SECTION 19.00 TELEVISION INSPECTION W&A ....................................................... 37 ....................................................... 38 ....................................................... 38 ....................................................... 40 19.01 Television Equipment ................................................ 19.02 Television Inspection Procedures .............................. 19.03 Documentation of the Television Results .................. 40 40 41 SECTION 20.00 METHOD OF PAYMENT........................................................................... 43 20.01 Sewer Pipe............................................................................................................. 43 20.02 Ductile Iron Pipe in Lieu of Other Sewer Pipe ....................................................... 43 20.03 Manholes................................................................................................................43 20.03a. Drop Section for Drop Manholes............................................................ 43 20.04 Wyes, Tees and Special Fittings............................................................................ 43 20.05 Catch Basins........................................................................................................... 44 20.06 Flared End Sections in Place.................................................................................. 44 20.07 Piling......................................................................................................................44 20.08 Foundation Material............................................................................................... 44 20.09 Special Sections..................................................................................................... 44 20.10 Piling Foundation for Manholes............................................................................ 44 20.11 Sheeting Ordered in Place...................................................................................... 44 20.12 Jacking................................................................................................................... 45 20.13 Incidental Items...................................................................................................... 45 20.14 Television Inspection............................................................................................. 45 20.15 Subsurface Draintile.................................................................................................45 SECTION 21.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE....... 46 21.01 General...................................................................................................................46 21.02 Governing Standard............................................................................................... 46 21.03 Submittals.............................................................................................................. 47 21.04 Protection of Underground Facilities..................................................................... 47 21.05 Permits and Approvals........................................................................................... 47 21.06 Quality Assurance..................................................................................................48 21.07 Design.................................................................................................................... 48 21.08 Materials................................................................................................................ 48 21.09 Tracer Wire............................................................................................................ 48 21.10 Access.................................................................................................................... 53 21.11 Installation.............................................................................................................. 53 21.12 Reaming and Pull Back.......................................................................................... 55 21.13 Drilling Fluids........................................................................................................ 55 21.14 Field Quality Control............................................................................................. 56 v SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these specification requirements to provide the requirements for sanitary and storm sewer construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, firnish all materials, equipment, tools and labor necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, manholes and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, manholes and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the sewer facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the sewer facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. 1.06 In the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation, 2016 Edition, and all subsequent amendments, and City Engineers Association "Standard Utilities Specifications" for Watermain and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 2013 Edition, and all subsequent amendments shall apply. I SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and material as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN-MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer and designation of all materials. This list must be approved by the engineer. 2.02 REINFORCED CONCRETE PIPE (RCP) Reinforced concrete pipe and fittings including bends, tee sections and specials shall conform to the requirements of the Standard Specification for Reinforced Concrete Sewer Pipe, ASTM Designation C76 Wall B with circular reinforcing for the class of pipe specified. Pipe required for piling shall be reinforced concrete pipe furnished in eight -foot (8') lengths and shall be of special design in accordance with Section 10, ASTM Designation C76, latest revision. Concrete pipe to be jacked shall be Class V or greater. Reinforced concrete pipe less than 15" will not be allowed. Concrete pipe bends called for on the plans shall be 7'/2' pipe bends with a 4'-0" center line laying length and a 30.5' radius of curve, and with wall thicknesses and steel reinforcing in accordance with ASTM Specifications C76. The bends shall be of the same pipe class as the pipe on either side of the bend. 2.03 HIGH DENSITY POLYETHYLENE (HDPE) A. HDPE smooth interior, dual -walled pipe may be used for storm sewer sizes up to and including 18 inches in diameter, EXCEPT for paved street areas. Pipe to be N-12 as manufactured by Advanced Drainage Systems or approved equal. B. General Requirements: ASTM F894 & AASHTO M-294 (Type S) C. Materials: PE plastic compound meeting the requirements of Type III, Class C, Category 5, Grade P-34 as defined in ASTM D1248 with an established hydrostatic design basis (HDB) of not less than 1250 psi for water at 73.48F determined in accordance with ASTM D2837. D. Each pipe shall be identified with the manufacturer's name, trade name or trademark and code from plant location, machine, and date of manufacture; nominal pipe size, in inches; the Ring Stiffness Constant Classification and ASTM F894. E. No polyethylene fittings (tees, elbows, flared -end sections, etc.) will be allowed. Flared -end sections are required to be reinforced concrete pipe. Bell -to -bell pipe couplers must be water tight, non -cleated with an o-ring gasket. 2 2.04 CORRUGATED METAL PIPE (CMP) There will be no corrugated metal pipe allowed within City or public right -of --way, or MS4. 2.05 PIPE FITTINGS Fittings shall be Class 250 for sizes up to and including 12" and Class 150 for sizes 14" and larger. Fittings shall conform to the requirements of AW WA Specification C 110. Ductile Iron Fittings shall have mechanical joints and shall be Class 350 for sizes up to and including 12" diameter and shall conform to AWWA Specification C153, covering compact fittings. All pipe and fittings shall be cement -lined inside and tar -coated outside. 2.06 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions, weights and tolerances of Federal Specification WW-P-421b for cast iron pipe. Ductile iron shall be Grade 60-42-10 with 40/90 metal strength and shall be tested in accordance with ASTM Specification A339-55. All pipe shall be cement -lined inside and tar -coated outside. The class of ductile iron pipe shall be as specified by the engineer. 2.07 POLYVINYL CHLORIDE SEWER PIPE (PVC) Polyvinyl chloride sewer pipe shall be produced by a continuous extrusion process using Type 1, Grade 1 material, material as defined in the latest revision of ASTM Specification D-1784. The design, dimensions and wall thickness shall conform to ASTM Standard Specifications D-3034, SDR 35. Pipe classification by burial depth from finish grade to pipe invert shall conform to the following: Burial Depth Pipe Class 0-16 feet SDR 35 16-26 feet SDR 26 > 26 feet C900 2.08 STEEL CASING PIPE FOR JACKING -BORING Steel casing pipe for jacking -boring shall conform to ASTM Designation A252, Grade 2 or ASTM Designation Al39, Grade B. The casing pipe shall have minimum thickness as follows: Minimum Shell Nominal Outside Diameter Thickness Casing Size (Inches) (Inches) 12 12-3/4 0.250 14 14 0.282 16 16 0.282 18 18 0.312 20 20 0.343 22 22 0.375 24 24 0.403 26 26 0.438 28 28 0.469 30 30 0.469 32 32 0.500 34 34 0.532 36 36 0.532 38 38 0.532 40 40 0.563 42 42 0.563 2.09 JOINTING MATERIAL The jointing material for each type of pipe specified here before shall be as follows: 2.09A Reinforced Concrete Pine. Reinforced concrete pipe joints shall be Type R-4, and the gasket shall be circular in cross section. The joint shall be constructed in accordance with ASTM C-361. 2.09B Corrugated Metal Pike. Corrugated metal pipe joints shall employ coupling bands as per MnDOT Specification 3226. 2.09C High Density Polyethylene (HDPE). Joints shall conform to ASTM D3212. Joints shall be push -on type only with the bell -end grooved to receive a gasket. Elastomeric seal (gasket) shall have a basic polymer of synthetic rubber conforming to ASTM F477 and be factory installed and chemically bonded to the bell -end of the pipe. Natural, field installed rubber gaskets will not be accepted. Joints must provide a water tight connection. 2.09D Ductile Iron Pine. Ductile iron pipe joints shall be of the push -on type which complies with AW WA Specification C-111, latest revision. If used as a pressure line, an electrical contact must be provided through every joint. 2.09E Pol veiny] Chloride Pipe (PVC) and Fittings. Polyvinyl chloride pipe joints shall be the bell and spigot type using solvent cement supplied by the pipe manufacturer and applied according to his/her instructions. Rubber gasketed push -on type joints are permitted only on mainline (lateral) sewer lines. Typical sanitary house services shall be SDR 26, solvent, non-gasketed weld joints. 2.10 MANHOLES AND CATCH BASINS Manholes and catch basins shall be constructed using precast sections conforming to ASTM Specification C-478. Manhole section joints shall be Type Rom. Sanitary sewer manholes shall be supplied with pre -formed inverts and flexible sleeve connections for all lateral lines 15" in diameter or less unless otherwise noted on the construction plans. The flexible connection shall be an interface boot as manufactured by Elk River Concrete, or 4 Kore-N-Seal Boot as manufactured by North Star Concrete or equal. No speed Crete will be allowed for manhole sealing. Precast joints shall be sealed using "Cretex" internal manhole joint seals or equal in high ground water areas. When approve by the engineer and shown on the detail plates or drawings, manholes may be built using blocks laid up on full mortar beds and vertical joints shall be completely filled with mortar. The base of the unit shall be shaped to form a smooth transition section from inlet to outlet either formed directly in the concrete or built up of brickwork and mortar or by running a half section of pipe through the manhole. The exterior of all block manholes shall be plastered with one half inch (1/211) mortar. 2.11 MANHOLE AND CATCH BASIN - FRAMES AND COVERS Cast iron for both manholes and catch basin frames and covers shall be of the best grade of cast iron, free from all injurious defects and flaws, and shall conform to the following specifications: Federal AA-1-652, ASTM A48-56, AASHO M105-49 and ASA 6.25101948. The standard manhole casting shall be Neenah #R-1642 with "self-sealing" lids and two concealed pick holes as shown on standard plate #2111, or approved equal. All castings shall be adjusted in accordance with standard detail plate #2110 prior to acceptance by the City of any utilities on the project. Adjusting rings shall be precast concrete or HDPE rings as manufactured by Ladtech, Inc. or approved equal. HDPE adjusting ring sealant shall be a butyl caulk as manufactured by Ladtech sealant or approved equal and shall be installed as per the manufacturer's specifications. Lettering on the manhole castings shall be as shown on the standard plate. Storm sewer inlet castings shall be Neenah Foundry No. R-3067 V or R3067VB (at low points) as shown on the standard plates. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.12 MANHOLE STEPS Manhole step shall only be installed in storm sewer structures. All manhole steps shall conform to Neenah Foundry Step No. k-1981J in dimension and strength. Manhole steps shall be spaced 16" on center on the downstream face of the manhole unless specified otherwise. Cast iron manhole steps shall be manufactured from high test metal having a minimum tensile strength of 35,000 pounds per square inch. Aluminum. Aluminum manhole steps of a design similar to the cast iron steps specified may be used. Aluminum manhole steps shall be made of Apex Ternalloy No. 5 aluminum alloy. Plastic. Copolymer Polypropylene plastic manhole steps (PSI-PF) may be used or equal. 2.13 MORTAR Mortar shall be Spec Mix Masonry Cement and Sand Mortar Type M, or approved equal. The mortar shall be mixed to the manufacturer's specifications. %�Clfl�l�l Yil :7_\IYCY7►�:1\.7.7IYI.7.9 2.14A Conetop Infiltration. An internal infiltration barrier preapproved by the engineer shall be supplied for all sanitary sewer manholes. The barrier shall be a u.v. stabilized low -density polyethylene meeting the latest ASTM standards for low -density polyethylene materials. The barrier shall be equipped with a drip edge to direct water to the outside of the manhole. Ram - neck or material as recommended by the manufacturer shall be used to seal the barrier to the concrete manhole cone top. The barrier shall be no more than 24" tall by 1/4' thick wall and cut to fit on site. 2.14B Manhole Joint Wran. All sanitary manholes and only storm manholes directed by the engineer shall have joints sealed with an external 6" rubber sleeve as manufactured by Infi-Shield Seal Wrap, Sealing Systems, Inc. (763-478-2057) or approved equal. The seal shall be made of EPDM (Ethylene Propylene Diene Monomer) rubber with a minimum thickness of 30 mils. The back side of each unit shall be coated with mastic. The mastic shall be non -hardening butyl rubber sealant, with a minimum thickness of 85 mils. The seal shall be designed to prevent leakage of water through the joint sections of a manhole, catch basin or concrete pipe. Seal Wrap 6" Height 6 inches Length 16 or 50 foot rolls Thickness 125 Mils Height tolerances 6 inches +/- .188" Length tolerances 50 feet + 6" /- .000 Rubber Thickness tolerances 30 mils Mastic Thickness 85 mils Mastic Width 5 1/2" Mastic offset from edge 1/4" EPDM Rubber E70-66144B Color Black Physical Properties ASTM Test Method Typical Value Durometer, Shore A D2240 61 Tensile, PSI D412 1510 PSI Elongation % D412 460 % Compression set % D395 22 Hrs @ 77 degrees C 26 % Tear Resistance PPI D624 Die B 165 ppi 91 Heat Aging D573 70 Hrs. 70 degrees C Change in hardness urometer 65 +4 is Change in Tensile % 1390 psi 44 Change in Elongation % 345 % (-25 Ozone Resistance D1149 72 Hrs @ 50 pphm no cracks Water Resistance(Volume) D471 70 Hrs @ 100 egrees C + 1.8 % Low Temperature Brittleness D2137 -40 degrees C Pass Material: Rubber meets ASTM C923 / Mastic meets ASTM C990 All costs for furnishing and installing barriers shall be included in the unit price bid for storm or sanitary manholes. 2.15 PRE -CAST SEGMENTAL BLOCK Eight -inch (8") pre -cast segmental radial block may be used for the lower portion of manhole over large diameter pipe and for shallow manholes and catch basins. Concrete used in the manufacturing of these blocks shall conform to the requirements of ASTM "Specifications for Concrete & Masonry Units for Construction of Catch Basins & Manholes", Serial Designation C-139. The exterior of all block manholes shall be plastered with one-half inch ('/i') of mortar. 2.16 Concrete to be used shall be MnDOT 3A42 Mix Design, or approved equal. 2.17 STEEL REINFORCING BARS Steel reinforcing bars shall be deformed steel bars for concrete reinforcement to conformance with ASTM Designation A-305 and ASTM Designation A-15 Intermediate Grade Billet Steel. 2.18 SOIL MATERIALS 2.18A Normal "Fill Material. Is defined under the Sewer Specification No. 13.05. 2.18B Select Granular Material. MnDOT Specification 3149 shall be used for select granular material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a 3/I' sieve and maximum of 10% passing a #200 sieve); 2.18C Granular Borrow Fill Material. MnDOT Specification 3149 shall be used for granular borrow material as shown and specified under the pipe bedding classification or an equivalent natural granular soil (100% passing a 3/," sieve and a maximum of 20% passing a #200 sieve); 2.18D Class 5 Aggregate. Class 5 crushed aggregate shall be in conformance with MnDOT Specification 3138. 2.18E Crushed Rock. The material shall consist of durable crushed quarry rock of which 100% passes a two-inch (2") sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.18F Pit Run Gravel. The material shall consist of sound, durable particles of gravel and sand with which may be included limited amounts of fine soil particles as binding material, and of which 100% passes a two-inch (2") sieve and of which 90% is retained on the #200 sieve size. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. 2.18G Coarse Filter Aggregate. Coarse granular pipe bedding material shall be a well -graded crushed rock or pea gravel and shall meet the requirements of MnDOT Specification 3149 of which 100% passes a one -inch (1") sieve and a maximum of 10% passes a #4 sieve. It shall not contain sod, roots, plants and other organic matter, or any other objectionable materials. 2.18H Rock Stabilization. Rock stabilization shall consist of three -fourth inch (3/4") minus rock installed in the trench bottom at the discretion of the engineer. 2.18I Lightweight Aggregate. Lightweight aggregate shall consist of an aggregate having a density of 48 to 54 pounds per cubic foot installed in the trench bottom at the direction of the engineer. 2.19 SUBSURFACE DRADMLE Subsurface drains shall be in accordance with the applicable provisions of MnDOT 2502 and in accordance with the City's standard detail plate nos. 5232 and 5233 whichever is applicable. This drain is intended to collect and discharge infiltration that may accumulate in the bottom of granular backfilled subcuts. Subsurface drain pipe shall be 4-inch perforated PVC, Corrugated PE, or dual wall, smooth interior corrugated PE pipe. To prevent infiltration into the perforated pipe, the trench shall be wrapped with geotextile, MnDOT 3733, Type I. Trench backfill shall be Coarse Filter Aggregate, MnDOT 3149. Subcut drains shall connect directly to permanent drainage structures (catch basins). Connections to drainage structures shall be incidental work and shall meet the approval of the Engineer. Pipe shall generally be placed according to the standard details, but other configurations may be approved by the Engineer to accomplish the desired results. Unless otherwise specified, drain grades shall conform to subcut grades having positive drainage throughout the line to the drainage structure (no high or low points). When draintile outlets exceed 100 feet, cleanouts shall be provided at 100-foot intervals and at the upper end of the pipe as per standard Detail Plate No. 5234. The Contractor shall place 4-inch perforated PVC pipe in the bottom of the subcut according to the design typical. The coarse filter aggregate and at least 12 inches of subcut backfill shall be placed above the pipe before any compactive effort is applied. Perforations shall be laid down. Connections to drainage structures shall be composed of angle fittings not to exceed 22-1/2 degrees. 0 Openings in structures to receive the fitting shall be fabricated at the plant or core drilled in the field. The use of jackhammers or sledge hammering will not be allowed. W SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials fiunished by the contractor are subject, at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the Owner. The material supplier shall provide the City with copies of test results on materials that are furnished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer and at the expense of the contractor. 3.03 DISPOSMON OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS The contractor shall finish without charge all concrete samples needed for concrete test cylinders, slump tests, air entertainment tests, and any other tests ordered by the engineer On all types of concrete construction, up to 4 test cylinders may be taken from each section of the structure cast in one pouring operation. The actual cost of testing shall be paid by the owner. 10 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material furnished, and shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the famishing of all material and labor required for the replacement of installed material discovered defective prior to the final acceptance of the work or during the warranty period. 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material furnished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The contractor shall examine all material furnished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the special provisions. 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that becomes damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material famished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. 11 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Any adjustments to pipe lengths including R.C.P. shall be accomplished by the use of a saw or cutting device. The use of hammers or mauls will not be permitted. Pipe shall be so handled that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADE All pipe shall be laid and maintained to the required lines and grades, with manholes, catch basins and fittings at the required locations. The owner will furnish one set of line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes s/he deems necessary for the proper prosecution of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the grade shown on the contract drawings. 5.03 DEVIATION WrM ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the engineer. 12 SECTION 6.00 - UNDERGROUND SURFACE AND OVERHEAD UTILITIES 6.01 EXISTING UTILITIES Existing water and sewer mains, and other underground utilities, are shown on the plans only by general location. The owner does not guarantee the locations as shown on the plans, and the contractor shall be solely responsible for verifying the exact location of each of these utilities, without additional compensation. Prior to the start of any construction, the contractor shall notify all utility companies having utilities in the project area. The contractor shall have sole responsibility for providing temporary support and for protecting and maintaining all existing utilities in the project area during the entire period of construction, including but not limited to the period of excavation, backfill and compaction. In carrying out this responsibility, the contractor shall exercise particular care, whenever gas mains or other utility lines are crossed, to provide compacted backfill or other stable support for such lines to prevent any detrimental displacement, rupture or other failure. 6.02 SUBSURFACE EXPLORATION It shall be the contractor's responsibility to determine and verify the location of existing pipes, valves or other underground structures as necessary to progress with the work with no additional compensation allowed. The engineer shall make all known records available. All known utilities are designated on the plans in a general way only as stated above. 6.03 OVERHEAD UTILITIES AND OBSTRUCTIONS Overhead utilities, poles, etc. shall be protected against damages by the contractor and if damaged by the contractor, shall be replaced by him. Should it become necessary during the progress of the work to remove or relocate existing poles, overhead utilities and obstructions, the contractor shall cause the same to be done at no expense to the owner unless otherwise provided for in the special provisions. This requirement is not intended to allow utility companies to charge for expenses incurred for work performed where their utilities lie within the street right-of-way or dedicated easement. It will be the duty of the contractor to visit the site and make exact determination of the existence of any such facilities prior to the submission of his/her bid. 13 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the Engineer shall specify. The trench shall be so braced and drained that the workmen may work wherein safely and efficiently. All trenches shall be sheeted and braced as per Chapter Sixty -Six: Trench bracing of the Minnesota Regulations relating to industrial safety to a safe angle of repose. Such angle of repose shall be no less than that repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. This dewatering must be approved by the engineer prior to dewatering activities. All utility installations under existing "collector" roads or newly constructed (less than 5 years old) residential streets shall be jacked or directional bored as appropriate. No open trenching will be allowed. 7.02 PIPE BEDDING Pipe bedding as shown on the standard plates shall be used as directed on the plans or specified in the special provision. PVC, HDPE, and ABS pipe shall be bedded in accordance with the specifications described below. Any special bedding shall be in accordance with the special provisions. Polyvinyl Chloride Pipe (PVC) - All PVC pipe shall be installed and bedded in accordance with ASTM Specification D-2321, 'Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149 as shown on standard plate #2203. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line and after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. 14 The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest should be performed if applicable. High Density Polyethylene (HDPE) - All HDPE pipe shall be installed and bedded in accordance with ASTM Specification D-2321, "Recommended Practice for Underground Installation of Flexible Thermoplastic Sewer Pipe." Embedment materials shall be in accordance with MnDOT specification 3149 as shown on standard plate #2203. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. The contractor shall check for excess deflection in all portions of the HDPE storm sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a visual, lamping inspection prior to final acceptance of the storm sewer line and after installation is complete. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. Reinforced Concrete (RCP) or Ductile Iron (DIP) - When existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard plate #2201. Otherwise, backfill as shown on standard plate #2202 maybe used. 7.03 TRENCH WIDTH AND DESCRIPTION The trench width at the top of the excavation may vary depending upon the depth of the trench and the nature of material encountered. However, the maximum allowable width of trench shall be in strict accordance with MnDOT Specifications. The width of the trench shall also be kept at a minimum to prevent excess destruction of the existing street or highway pavement. For trench width at the top of pipe greater than specified in the paragraph above, the contractor may propose alternate strength of pipe to depth of cover relationships other than those listed on the form of proposal, or shown on the plans. Such proposals must be submitted to the engineer for approval in writing and with pertinent pipe strength and soil weight data at least 14 days prior to the desired construction date. No extra compensation shall be allowed for any increase in material or construction costs created by alternate plans. 7.04 CORRECTING FAULTY GRADE Any part of the trench excavated below grade shall be corrected with approved material and thoroughly compacted without additional compensation to the contractor. 15 7.05 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall famish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.06 PIPE FOUNDATION IN ROCK The space between the bottom of the trench and rock and the bottom of the pipe shall be backfilled with granular base material thoroughly tamped Generally speaking the material from the trench excavation, other than rock or boulders, shall be considered suitable material. No additional compensation for placing or tamping this material shall be allowed. However, in the event that additional material must be hauled in, the hauling of the suitable granular material for the pipe bed shall be paid for on a weight basis when ordered by the engineer. Weight slips shall be delivered to the engineer daily. 7.07 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot (F) over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone", that part of the trench below a distance of one foot (1) above the top of the pipe, shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench, any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property, whether public or private, for which the contractor under the terms of this contract is liable. 7.08 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 16 7.09 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, torches, flashers, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. The Hiles and regulations of the local authorities respecting safety provisions shall be observed. 7.10 TRAFFIC AND UTU-ITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, fire or police call boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.11 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.12 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.13 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See dial provisions or detail drawin¢s. The contractor shall be responsible for the securing of necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the consulting engineers to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of preventing damage to the highway or railroad. If required by the railroad or highway department, the contractor shall deposit with them a certified check in the amount specified by them to cover the required repair work. 17 SECTION 8.00 - LAYING OF PIPE 8.01 TRENCH PREPARATION Prior to the laying of the pipe, the trench shall be excavated and prepared in accordance with the previous specifications and the class of bedding specified. 8.02 TYPE, SIZE AND CLASS OF PIPE The type, size and class of pipe installed shall be in conformance with that specified on the bid proposal, plans and/or detail plates. 8.03 CLASS OF BEDDING The class of bedding shall be in conformance with that specified on the plans or Standard Detail Plates. 8.04 CLEANING PIPE All foreign matter or dirt shall be removed from the inside of the pipe before it is lowered into its position in the trench, and it shall be kept clean by approved means during and after laying. The outside of the tongue or spigot end of the pipe shall be wire brushed and wiped clean and dry and free from oil and grease before the pipe is laid. 8.05 LAYING PIPE The contractor shall plug the pipe under construction at any existing manhole until the system is finaled. Pipe laying shall proceed with the tongue or spigot ends pointed in the direction of flow. The laying of pipe shall conform to the class of bedding specified. Pipe shall not be laid in water or when the trench conditions are unsuitable for such work except by written permission of the engineer. The excavation of trenches shall be fully completed a sufficient distance in advance of the pipe laying and the exposed ends of all pipe shall be fully protected with a board or approved stopper to prevent earth or other substances from entering the pipe. The interior of the sewer shall be carefully cleaned from all dirt, cement, or superfluous material of every description as the work progresses. If necessary, pipe shall be thoroughly flushed at the completion of the work at the expense of the contractor as directed by the engineer. 8.06 GRADE CONTROL The contractor shall maintain the line and grade of the pipe in the trench by means of the laser. The batter board method will not be allowed. 18 SECTION 9.00 - PIPE JOINTING 9.01 GENERAL Joints for concrete pipe shall be made by wiping the joints clean, applying the manufacturer's recommended lubricant compound over the entire joint surface and then inserting the spigot end into the bell with sufficient force to properly seal the pipes. Joints for poly -vinyl chloride pipe on mainline (lateral) sewer lines shall be made by the use of a solvent cement or push -on rubber gaskets. Femeo fittings will not be allowed. Typical residential or commercial sanitary services shall be solvent weld joints. All jointing procedures shall be in accordance with the recommendations of the pipe manufacturer. 9.02 PIPE JOINTS Pipe joints shall be made using the materials specified under Section 2.00. All sliding surfaces of the joint shall be cleaned and lubricated immediately before the pipe is brought home. 19 SECTION 10.00 - HOUSE CONNECTIONS, WYES 10.01 GENERAL As indicated on the plans and detail plates, six-inch (6") wyes shall be installed for building connections at such intervals as the size of the lots may demand. Where the depth of the trench exceeds sixteen (16) feet, the contractor shall use a riser, and shall be extended to a minimum of nine (9) feet below the surface at a point nine (9) feet behind the property line (see standard plate No. 2001), or as shown on the plan for the invert of sewer services. No Femco fittings will be allowed. Sewer service material including pipe, wyes and fittings shall be SDR 26. The joints and bedding shall be made as previously specified. The tops of all risers and openings to wye and/or tee branches shall be capped by solventweld plug to prevent any water from entering the service until the connection is placed in service. 10.02 RECORD AND LOCATION OF SERVICE CONNECTIONS It shall be the duty of the contractor to keep an accurate record of service connections as to location at lateral, vertical and horizontal bends and right-of-way, depth to top of riser, type of connection provided, etc. Location shall be made in respect to the nearest manhole center downgrade from the service. Curb stops shall be tied to definable landmarks such as manholes, catch basins, gate valves, hydrants and building corners. The length of ties shall be no longer than 100 feet between tie points. If a permanent structure is not available within the 100-foot length, a third tie point of not more than 150 feet shall be supplied. Property corners, trees, power poles, light poles, telephone or utility boxes are not acceptable ties. This record shall be turned over to the engineer for his/her records at time intervals specified by the engineer. At the end of all house connections, the contractor shall furnish and set a steel t-post vertically to two feet (2) above the ground surface in accordance with Detail Plate 2001. In areas of newly platted land where the houses have not yet been built on the lots serviced, the contractor shall furnish and set steel fence posts and extend three feet (3) to four feet (4) above the ground surface. The t-post shall extend from the invert of the service stub to two feet (2) above the ground surface. 20 i SECTION 11.00 - SANITARY SEWER LEAKAGE TESTING 11.01 GENERAL Disposition of abandoned facilities and reconnection of existing facilities shall be as provided for in the Plans, Specifications, and Special Provisions. 11.02 SANITARY SEWER LEAKAGE TESTING All sanitary sewer lines, including service connections, shall be substantially watertight and shall be tested for excessive leakage upon completion and before connections are made to the service by others. Each test section of the sewer shall be subjected to exfiltration testing, either by hydrostatic or air test method as described below and at the Contractor's option. The requirements set forth for maximum leakage shall be met as a condition for acceptance of the sewer section represented by the test. If the ground water level is greater than three feet above the invert elevation of the upper manhole and the Engineer so approves, infiltration testing may be allowed in lieu of the exfiltration testing, in which case the allowable leakage shall be the same as would be allowed for the Hydrostatic Test. All testing shall be performed by the Contractor without any direct compensation being made therefore, and the Contractor shall finnish all necessary equipment and materials, including plugs and standpipes as required. 11.03 AIR TEST METHOD The sewer pipe section under test shall be clean at the time of testing but the pipe may be wetted. Pneumatic balls shall be used to plug the pipe ends at manholes. Low pressure air shall be introduced into the plugged line until the internal air pressure reaches 4.0 psi greater than the average back pressure of any ground water pressure that may submerge the pipe. At least two minutes shall be allowed for the air temperature to stabilize before readings are taken and the timing started. During this time the Contractor shall check all plugs with soap solution to detect plug leakage. If plugs are found to leak, air shall be bled off, the plugs shall be retightened, and the air shall be reintroduced into the line. The sewer section under test will be accepted as having passed the air leakage test if it does not lose air at a rate to cause the pressure to drop from 3.6 to 3.0 psi in less time than one-half minute per inch in diameter of the pipe tested. 21 Pipe Diameter in Inches Minutes 4 2.0 6 3.0 8 4.0 l0 5.0 12 6.0 15 7.5 18 9.0 21 10.5 11.04 HYDROSTATIC TEST METHOD After bulkheading the test section, the pipe shall be subjected to a hydrostatic pressure produced by a head of water at a depth of three feet above the invert elevation of the sewer at the manhole of the test section. In areas where ground water exists, this head of water shall be three feet above the existing water table. The water head shall be maintained for a period of one hour during which time it will be presumed that full absorption of the pipe body has taken place, and thereafter for an extended period of one hour the water head shall be maintained as the test period. During the one hour test period, the measured water loss within the test section, including service stubs, shall not exceed the Maximum Allowable Loss (in Gallons Per Hour per 100 Feet of Pipe) given below for the applicable Main Sewer Diameter. Main Sewer Diameter (In Inches) Maximum Allowable Loss* (In Gallons Per Hour Per 100 Feet) 6 0.5 8 0.6 10 0.8 12 1.0 15 1.2 18 1.4 21 1.7 24 & Larger 1.9 *Based on 100 Gallons Per Day Per Pipe Diameter Inch Per Mile 22 If measurements indicate exfiltration within a test action section is not greater than the allowable maximum, the section will be accepted as passing the test. 11.05 DEFLECTION TEST Deflection tests shall be performed on all plastic gravity sanitary sewer pipes. The test shall be conducted after the sewer trench has been backfilled to the desired finished grade and has been in place for 30 days. The deflection test shall be performed by pulling a rigid ball or pointed mandrel through the pipe without the aid of mechanical pulling devices. The ball or mandrel shall have a minimum diameter equal to 95% of the actual inside diameter of the pipe. The maximum allowable deflection shall not exceed five percent of the pipe's internal diameter. The time of the test, method of testing, and the equipment to be used for the test shall be subject to the approval of the City Engineer. The contractor shall check for excess deflection in all portions of the PVC sanitary sewer line after placement of the backfill materials in the trench. The deflection will be checked by means of a Mandrel prior to final acceptance of the sanitary sewer line or after 30 days of its installation, whichever is the greater. The owner reserves the right to measure pipe deflection at any time during the warranty period. Deflections greater than 5% of the inside diameter of the pipe shall be considered failure of the bedding procedure. The test shall be performed without using mechanical pulling devices. The contractor shall be required to re -excavate the trench, recompact the backfill material and restore the surface at no additional compensation with the re-laid pipe meeting the 5% requirement. An air pressure retest to be performed if applicable. All testing shall be performed by the Contractor at his/her expense without any direct compensation being made therefore, and s/he shall fiunish all necessary equipment and materials required. 11.06 TEST FAILURE AND REMEDY In the event of test failure on any test section, testing shall be continued until all leakage has been detected and corrected to meet the requirements. All repair work shall be subject to approval of the Engineer. Introduction of sealant substances by means of the test water will not be permitted. Unsatisfactory repairs or test results may result in an order to remove and replace pipe as the Engineer considers necessary for test conformance. All repair and replacement work shall be at the Contractor's expense. 23 SECTION 12.00 - SETTING MANHOLES AND CATCH BASINS 12.01 GENERAL Manholes and catch basins shall be set and jointed to the line in the manner specified for laying and jointing pipe. 12.02 LOCATION Manholes and catch basins shall be located as shown on the plan or as directed by the engineer. 12.03 TYPE OF CONSTRUCTION Wherever possible, and unless otherwise specified, the manholes and catch basins shall be constructed of precast sections. Where standard sections cannot be used, sections may be constructed of brick, block concrete, or a combination of such materials. Unless otherwise specified, the manholes and catch basins if necessary shall be constructed with steps in accordance with the standard plate of this specification. 12.04 CONSTRUCTION DETAILS The details of construction of each individual structure shall conform to the drawings and specifications as designated. Frames and covers shall be set to the designated elevation in a full mortar bed. The bottom of all manholes shall be constructed of half section of equivalent size pipe shaped to conform to the inlet and outlet pipe so as to allow a free, uninterrupted flow. 12.05 ADJUSTING RINGS AND BLOCKS A minimum of two 2" rings and a maximum of three adjusting rings shall be provided between the cast iron cover frame and the top concrete manhole section. The rings shall be adjusted per Detail Plate No. 2110. 12.06 WATERPROOFING AND PRECAST SECTION JOINT CONSTRUCTION Manholes and catch basins shall be constructed in such a manner that they are waterproof. Joints between manhole sections shall be made using confined 0-ring rubber gaskets as specified previously. 12.07 LIFTING HOLES Not more than two (2) lifting holes will be allowed in any precast manhole section. All lifting holes shall be plugged with non -shrinking mortar to ensure a waterproof installation. 12.08 MANHOLE AND CATCH BASIN BASE Concrete base shall be of size and depth as shown on the drawings. Concrete used shall have a 28-day compressive strength of at least 3,000 pounds per square inch. 24 Precast base must be placed on a minimum of six inches (6") of granular material which has been thoroughly compacted and leveled off across the entire width of the base. Where the foundation is unstable, the engineer may order the contractor to install manholes on piling. Manhole base reinforcement and timber piles shall be as shown on the drawings. 12.09 MANHOLE INSIDE DROP SECTIONS Manhole drop sections shall be constructed where shown on the plans according to the detail drawings. Inside drop sections are required if pipe inverts differential is greater than 20". 25 SECTION 13.00 - BACKFILLING 13.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material and other undesirable material. 13.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. Bedding material as specified in Sewer Specification 7.02 or other suitable material as determined by the engineer, free from rocks and boulders, shall be deposited in the trench simultaneously on both sides of the pipe for the full width of the trench to a height above the top of the pipe as specified shovel placed and hand tamped to fill completely all spaces under and adjacent to the pipe. In the event that natural, suitable, granular material is not encountered during the normal excavation of the trench, or when the material encountered is determined unsuitable by the engineer, for backfilling around the pipe as required above; the contractor shall provide and place such approved material obtainable from other sources. (This procedure and specification is applicable to all sanitary sewer and storm sewer installations.) 13.03 BACKFILL PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished and the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. 13.03A Tvoe I. The trench shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3) of the trench which shall be compacted to 100% density. The moisture contents of these backfill materials shall be within a range of t 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/famvng, etc. shall be undertaken or the Contractor o may elect to backfill with a more suitable material taken from another source. All of these corrective measures shall be at the Contractor's expense. Any settlements greater than one inch (1") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be repaired by the contractor at no cost to the City. 13.03B Type II. Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing any type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. 13.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material either not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written percussion for such dumping and a waiver of all claims against the owner for any damage to such land which may result therefore together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permit shall be filed with the engineer before said disposal is made. 13.05 FILL MATERIAL Normal, allowable "fill material" used in backfilling outside of the pipe zone encasement shall be sand, gravel, or clay free from pieces of rock, concrete or clay lumps more than 1/3 cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the backfill would cause excessive settlement. In that portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3 ") sieve. 13.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. 27 13.07 TEST & PROOF ROLLING Test and proof rolling when requested by the engineer shall be in accordance with MnDOT Specification 2111 except as modified herein under Sections 1.03 and 1.04 Subgrade Preparation & Correction of the Street Construction Specifications. M SECTION 14.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 14.01 RESTORATION OF SURFACE All surfaces disturbed during the constriction period, including adjacent streets used to access the project, whether caused by actual excavation, deposition of excavated material, or by the constriction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or special instructions pertaining to any particular section of the project will be outlined in the special provisions. Any excess dirt shall be removed by the contractor in accordance with Section 13.04 of these specifications. 14.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed 14.03 MAILBOX RESTORATION The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work unless specified by the engineer. 14.04 MAINTENANCE OF STREETS UNTIL SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 14.05 CLEANING UP Surplus pipe material, tools, and temporary structures shall be removed by the contractor, and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 14.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may be developed in any part of the entire installation famished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the two-year period as prescribed in the conditions of the contract. 29 14.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of 30 days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of same to the contractor. 30 SECTION 15.00 - TURF ESTABLISHMENT 15.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this Standard Specification. 31 SECTION 16.00 - OPEN DITCH CONSTRUCTION 16.01 GENERAL The work covered by this specification may be performed with any means and equipment capable of doing a proper job. 16.02 EXCAVATION The contractor shall excavate whatever substances are encountered to the size and dimensions shown by the drawings, plans, profiles, and cross -sections, or as instructed by the engineer. Wherever seeding or sodding has been specified, the black topsoil shall be selectively stripped and stockpiled to both sides of the right-of-way or use as topsoil for the seeding and sodding portion of the project. The side slopes and bottom of the ditch are to be dressed as smooth and even as can be done by the skillful operation of the machinery employed to do the work. All waste material shall be removed therefrom to the satisfaction of the engineer. During the course of construction, the contractor shall conduct his/her operation in such a way that the completed work shall be in reasonable facsimile to that shown on the plans for any particular section. Extra excavation and cost incurred for this purpose shall be at the expense of the contractor. 16.03 WASTE BANKS Unless otherwise directed, the contractor shall place the waste banks on both sides of the ditch and level them to correspond with the slope of the ground surface as closely as possible. The material shall be finished smooth by a bulldozer, grader or dragline to the satisfaction of the engineer. Openings shall be left in the waste banks for the drainage of adjacent land, crossings or waterways. 16.04 OBSTRUCTIONS The contractor shall remove all bridges, trees, stumps, rocks, brush, culverts, and other obstruction to his/her work within the right-of-way. Bridge or culvert material which may be usable again shall be piled outside of the right-of-way. 16.05 SILT REMOVAL The ditch will be checked for grade and widths as the work progresses. Any work not to grade or of proper width shall be corrected. All work shall be maintained to the proper depth and width in which that part of the ditch is constructed until the end of the working season. In case silt washes into the ditch or the banks cave into it later, the silt or cave in shall be removed, if necessary, for which the contractor shall be paid on an equipment rental basis, or some other 32 method of compensation, if the same is agreed upon by the contractor, engineer, and representative of the owner. 33 SECTION 17.00 - RIPRAP AND EROSION CONTROL MATERIALS 17.01 GENERAL The contractor shall furnish and install riprap as designated by the plans or as directed by the engineer to prevent the possibility of erosion. 17.02 RIPRAP MATERIALS. The riprap material shall conform to Minnesota Department of Transportation Standard Specifications 3601. The stone shall be durable field or quarry stone of approved quality, sound, hard, and free from seams, cracks or other structural defects. Unless otherwise specified, the stone may be round, flat, or other shapes in between. 17.02A Class or Size of Hand Placed and Grouted Rinran. The individual stones, except those used for chinking, shall not weigh less than 50 pounds each. 17.02B Size of Rock Versus Weight. As a guide, the following table is included which compares the approximate average diameter with the various weights of round stone. Of course, flat stones of an equivalent weight would have a greater diameter. Weight (Lbs.) Average Diameter (Inches) Weight (Lbs.) Average Diameter (Inches) 10 6 150 15 30 9 180 16 50 10 250 18 80 12 300 19 110 14 400 21 17.03 RANDOM RIPRAP This work shall conform to MnDOT Specification 2511. 17.04 HAND PLACED RIPRAP This work shall conform to MnDOT Specification 2511. 17.05 GROUTED RIPRAP This work shall conform to MnDOT Specification 2511. 34 17.06 EROSION CONTROL The contractor shall install and maintain fabric fences, conforming to special provisions or as approved by the City Engineer or other appropriate erosion control materials at all storm sewer outlets and other potential erosion problem areas along lakes, streams or ponds as noted on the plans or as directed by the engineer. The BMPs shown on the plans are the minimum requirements for the anticipated site conditions. As construction progresses and unexpected or seasonal conditions dictate, the contractor shall anticipate that more BMPs will be necessary to ensure erosion and sediment control on the site. During the course of construction it is the responsibility of the contractor to address any new conditions that may be created by construction activities and/or climatic events and to provide additional BMPs over and above the minimum requirements shown on the plans that may be needed to provide effective protection of soil and water resources. 17.07 FILTER BLANKET MATERIAL Filter blanket material shall conform to MnDOT Specification 3601.13, and shall be placed beneath the riprap material at each storm sewer outlet. 17.08 LINER MATERIAL Erosion control liner material shall be placed beneath the filter blanket material at each storm sewer outlet as described on the standard plate. The liner shall be staff permealiner plastic filter material #M1195, or equal. 35 SECTION 18.00 - FORCEMAIN 18.01 DUCTILE IRON PIPE The ductile iron pipe covered by this specification shall be of the push on joint type or the mechanical joint type, centrifugally cast to conform to all requirements of AWWA Specification C151, latest revision. Minimum thickness of ductile iron pipe shall be as follows: 3" Ductile Iron Pipe 0.25" Class 51 4" Ductile Iron Pipe 0.26" Class 51 6" Ductile Iron Pipe 0.25" Class 50 8" Ductile Iron Pipe 0.27" Class 50 10" Ductile Iron Pipe 0.29" Class 50 12" Ductile Iron Pipe 0.31" Class 50 14" Ductile Iron Pipe 0.33" Class 50 16" Ductile Iron Pipe 0.34" Class 50 18" Ductile Iron Pipe 0.35" Class 50 20" Ductile Iron Pipe 0.36" Class 50 24" Ductile Iron Pipe 0.38" Class 50 30" Ductile Iron Pipe 0.39" Class 50 36" Ductile Iron Pipe 0.43" Class 50 42" Ductile Iron Pipe 0.47" Class 50 48" Ductile Iron Pipe 0.51" Class 50 54" Ductile Iron Pipe 0.57" Class 50 All pipe shall have a cement mortar lining in accordance with AWWA Specification C104, latest revision. All ductile iron pipe shall be marked "DUCTILE IRON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. (a) Rubber Gasket Joints. All rubber gasket joints are to be in accordance with AWWA Specification C I I I latest revision. Adequate means for electrical conductivity shall be provided for the gasket joint. (b) Fittings. All fittings are to be in accordance with AWWA Specification C110, latest 'revision. All fittings are to have short body laying dimensions. 36 18.02 POLYVINYL CHLORIDE PRESSURE PIPE The polyvinyl chloride pressure pipe (P.V.C. pressure pipe) covered by this specification shall conform to ASTM D-1784, Type I, Grade I, and ASTM D-2241 SDR-PR 41, 100 psi latest revision and shall have a minimum working pressure of 100 psi. All pipes shall be marked P.V.C. ASTM D-1120 and ASTM D-2241. The class pressure rating or SDR shall be plainly marked on the pipe. (a) Rubber Gasket Joints. All P.V.C. pressure pipe shall have rubber gasket joints in accordance with ASTM D-1869. Joints shall be kept clean and properly lubricated prior to installation. (b) Fittings. All fittings shall be compatible with the pipe supplied and shall have a minimum working pressure of 200 psi (SDR-21). 18.03 AIR AND VACUUM VALVES Sewage air and vacuum valves shall be Crispen sewage valves, Model Number S20B and S20AB, as manufactured by Multiplex Manufacturing Co., or approved equal. The valve shall be famished with a two-inch (2") inlet, a two-inch (2") shut off valve and all other accessories needed for back flushing such as a one -inch (1") blow off valve, a one-half inch (/i') shut off valve and a quick disconnect coupling with back flushing hose. An operating and maintenance instruction manual shall be included with the valve. 18.04 AIR RELIEF MANHOLE Air relief manholes shall be constructed of precast concrete sections with R-4 joints as designated on the plans and shown on the detail plate in accordance with ASTM designation C-139. 18.05 PIPE INSTALLATION All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover by the use of grade boards. If additional bends are required, where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the ductile iron pipe. 37 Mechanical Joints Slip Joint 4 inch 40 25' 50 6 inch 40 25' 50 8 inch 30 51' 50 10 inch 30 42' 50 12 inch 30 08' 50 14 inch 20 39' 30 16 inch 20 21' 30 18 inch 20 07' 30 18.06 LAYING PIPE (a) Handling of Force Main Material Into Trench. Proper tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. All pipe, fittings and valves shall be carefully lowered into the trench in such a manner as to prevent damage to force main materials and protective coatings and linings. Under no circumstances shall force main materials be dropped or dumped into the trench. (b) Jointine. All types of joints shall be made in strict accordance with manufacturer's specifications. All pipe ends shall be wire brushed, wiped clean, and kept clean until joints are made. For the assembly of the push -on type of joint, additional cleaning shall be required with a power driven wire brush or other means just prior to assembly until clean, bright, metallic surface shows in the locations where the metal inserts of the gasket will contact the socket and spigot after assembly. (c) Cutting Pipe. Untapered spigot ends may be encountered when pipes are cut in the field. Before assembly, the cut end should be beveled with a heavy file or other suitable apparatus, removing any sharp or rough edges to protect the gasket from injury and ensure ease of assembly. (d) Blockine. All fittings, at points of bends in the line, shall be solidly braced against the end or sides of the trench. All fittings shall be blocked with concrete. The concrete to have a minimum compressive strength of 2000 psi and the block to be of sufficient size so as not to exert more than 2000 lbs. per square foot pressure against the soil. 18.07 TESTING FORCEMAINS (a) Hydrostatic Tests Required. A pressure test shall be required for all installations of force main and all appurtenances. (b) Pressure Test. The pressure test shall be held at a hydrostatic pressure equal to twice the maximum design pressure or a minimum hydrostatic pressure of 70 pounds per square inch for a period of one hour in the presence of the engineer. At the end of the one hour period, the pressure drop shall be read. Next, the contractor shall add water to the system through a water meter capable of measuring increments to a tenth of a gallon until the water system has been restored to the original hydrostatic pressure as stated above. The quantity of water added to the system shall then be read to the nearest tenth of a gallon. The maximum allowable quantity of water which may be added to the water system is one pint per how for each section of force main tested between consecutive valves or plugs. A suitable container graduated in increments of one pint shall be used as the source of water. (c) Procedure. Each valved section of pipe shall be slowly filled with water from a safe source, and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a water pump connected to the pipe in a manner satisfactory to the engineer. Where valves do not exist the contractor shall plug the end of the line in a manner satisfactory to the engineer. The pump, pipe connections, gauge and all necessary apparatus shall be fumished by the contractor and shall be approved by the engineer before any test is made. All necessary pipe taps shall be made by the contractor as may be directed by the engineer. (d) Expelling Air Before Test. Before applying the specified test pressure, all air shall be expelled from the pipe. To accomplish this in those instances where air relief manholes exist, the pipe shall be filled with water until all air has been expelled through the air relief valve. Then the shut off valve between the force main and air relief valve shall be closed and the air relief valve disconnected from the system. The pressure test on the force main can then proceed as outlined above. (e) Examination Under Pressure. Any cracked or defective pipes, valves and fittings discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material and the test shall be repeated until satisfactory to the engineer. The pressure test shall be performed in a manner approved by the engineer. The contractor shall correct all faulty materials or workmanship discovered during the tests and all such corrections shall be made to the satisfaction of the engineer at the contractor's expense. 79E SECTION 19.00 - TELEVISION INSPECTION Televising shall be performed on all newly constructed or repaired gravity sanitary sewer lines after successful leak testing has been completed and accepted. Contractors and developers shall follow all requirements for televising as outlined in current City specifications at the time of project. 19.01 TELEVISION EQUIPMENT Television equipment shall include television camera, television monitor, cables, power source, lights, and other equipment. The television camera shall be specifically designed and constructed for operation in connection with sewer rehabilitation inspection. The Contractor shall utilize a self-propelled type camera where shown on the plans or required by the Engineer. The camera, television monitor, and other components of the recording system, will be capable of producing a color picture in high definition resolution. The percentage of pipe slope shall be displayed on the screen and video relative to the camera's location. The camera will be mounted so as to center the lens for each pipe diameter to be investigated. The camera will have measurement devices to accurately measure pipe diameters of both main and service laterals as well as pipe defects. The camera will be operative in 100% humidity conditions. Lighting for the camera will minimize reflective glare. Lighting and camera quality will be suitable to provide a clear, in - focus picture of the entire inside periphery of the sewer pipe for all conditions encountered during the work. Focal distance will be adjustable through a range of from 6" to infinity. The remote reading footage counter will be accurate to one percent over the length of the particular section being inspected and will appear superimposed on the image shown on the television monitor. At the Contractor's option, a push -type camera can be used to televise laterals. 19.02 TELEVISION INSPECTION PROCEDURES The camera shall be moved through the line in either direction at a uniform rate, stopping when necessary to ensure proper documentation of the sewer's condition. In no case will the television camera traverse the line being inspected for the line length at an average speed greater than 30 feet per minute. The contractor will stop at each service or defect a minimum of 10 seconds and using the pan and tilt of the camera fully view each service connection/defect. If, during the inspection operation, the television camera will not pass through the entire manhole section, the Contractor will reset their equipment in a manner so that the inspection can be performed from the opposite manhole. A reset or back out charge due to debris in the lines will be considered incidental to the televising pay item. All lines shall be jetted and vacuumed so that all debris has been removed prior to televising. 40 A small quantity of water is to be introduced into the line prior to televising. The amount shall be determined by the Engineer and coordinated with the City's Water and Sewer Department. The amount of water shall be sufficient enough to distinguish any sags or alignment problems with the pipe. A fan/vacuum shall be utilized if steam given off by the sanitary sewer affects the camera visibility. Examine starting and ending doghouses for quality of mortar work. While at the bottom of the manhole, the camera will examine all joints as high as it can see around the entire manhole circumference. Joints shall be examined for infiltration and excessive gaps. All outside drops shall be noted and visually examined looking down from the top. Provide starting and ending manhole depths to the nearest 0.5'. Include the location relative to the zero starting point, the side (left of right), and the clockwise position of the wye (i.e. 10:00). Note any problems associated with the service wye. In the event the section being televised has substantial flow entering the sewer between manholes, such that inspection of the sewer is impaired, the Contractor will coordinate with the Engineer to have such flow temporarily stopped and/or reschedule television inspection of the particular section to a time when such flow is reduced to permit proceeding with the television inspection. When sewer line depth of flow at the upstream manhole of the section being televised is above the maximum allowable for television inspection, the Contractor will reduce the flow to permit proceeding with the television inspection. Accuracy of the measurement meters will be checked daily. Footage measurements will begin at the sewer line point of penetration of the upstream manhole, unless specific permission is given to do otherwise. Footage will be shown on the data view/monitor at all times. 19.03 DOCUMENTATION OF THE TELEVISION RESULTS Television inspection logs will be typed in format acceptable to the City. Samples of the video and inspection log and PACP certification shall be submitted prior to bid acceptance, unacceptable submittals shall be rejected. Two written reports are required along with a brief summary report of noted items in each segment recorded on the project at the front of the report log. Printed location reports will clearly show the location, in relation to adjacent manholes, of each source of infiltration discovered. In addition, other data of significance, including the location of buildings and house service connections, joints, unusual conditions, roots, storm sewer connections, collapsed sections, presence of scale and corrosion, and other discernible features, will be recorded. A voice recording embedded in the digital video recording will make brief and informative comments on the sewer conditions at the time of recording. 41 Color digital video recordings of the data on the television monitor will be made by the Contractor. Two copies of each video, in certified PACP format, on a DVD data disk containing all video, print reports and still photos will be provided to the City. DVD recording playback will be the same speed that it was recorded. Title and ownership of the DVD will remain with the City. The Contractor will have all video and necessary playback equipment readily accessible for review by the City during the project. Recording speed will be noted on the recorded DVD. DVD's will include the following information: Data view: a. Report number. b. Date and time of TV inspection. C. Upstream and downstream manhole numbers. d. Current distance along reach (distance counter footage). C. Printed labels on DVD hard case and DVD disk with location information, date, format information, and other descriptive information. £ All televising data must match the GIS asset ID's provided by the City. 2. Audio: a. Date and time of TV inspection, operator name and name of adjacent streets or descriptive narration of easement. b. Verbal confirmation of upstream and downstream manhole numbers and TV viewing direction in relation to direction of flow. C. Verbal or electronic description of pipe size, type, and pipe joint length. Typed logs will include, but are not limited to, the following information: 1. Location of each point of leakage. 2. Location of each service connection. 3. Location of any damaged sections, nature of damage, and location with respect to pipe axis. 4. Deflection in alignment of grade of pipe. 5. Record of repairs and quantity of sealing material used (if applicable). 6. Date, time, city, street or easement, basin, manhole section, reference manhole number, name of operator, inspector, and weather conditions. 7. Pipe diameter, pipe material, section length, and corresponding DVD identification. rya SECTION 20.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 20.01 SEWER PIPE Sewer pipe shall be paid for at the contract price per lineal foot which shall include the cost of famishing all pipe, pipe bend sections, jointing material, bedding material and other material and of delivering, handling, laying, dewatering, trenching, sheeting and backfilling, testing, restoring of the surface, necessary permits, and all material or work necessary to install the pipe complete in place at the depth specified. The length of pipe for which payment is made shall be the actual overall length measured along the axis of the pipe to the centerline of the manhole. Lengths of branches will be measured from the centers of connecting manholes to the center of manhole. All lengths will be measured in a horizontal plane unless the grade of the pipe is more than 15%. The depth of cut for payment shall -be defined as the distance between the invert of the pipe at a particular point and the intersection of a vertical or plumb line extended from the said point to the point of intersection of the line with the ground surface as it exists at time of construction. 20.02 DUCTILE IRON PIPE IN LIEU OF OTHER SEWER PIPE D.I.P. not shown on the plans but placed upon direction of engineer in lieu of other sewer pipe shall be paid for as sewer pipe in accordance with Section 20.01 above plus the contract unit price per lineal foot bid as "Additional cost per foot for substituting D.I.P. in lieu of other sewer pipe" as listed on the proposal form for the diameter of pipe famished. 20.03 MANHOLES The standard manholes and drop manholes shall be paid for at the contract unit price which shall include the cost of firmishing all pipe, tees, horseshoes, precast sections, sewer block, concrete slabs, adjusting rings, mortar, castings, chimney seals, water proofing, jointing and other material and of delivering, handling, excavating, sheeting, backfilling, dewatering, restoring of the surface and all material or work necessary to install the units complete in place at the depth specified for the depth of 0-8 feet plus an additional payment at the contract unit price per lineal foot of depth greater than eight feet (8'). Manholes shall be measured from the invert of the sewer to the top of the cover. 20.03A Drop Section for Drop Manholes. The risers for drop manholes consist of D.I.P. including pipe support and all appurtenances will be paid for at the contract unit price per lineal foot. Length of riser shall be computed as distance from tee invert to invert of lowest pipe entering manhole. 20.04 WYES, TEES AND SPECLAL FITTINGS Wyes, tees and special fittings will be paid for at the contract price for each unit famished of the size and classification specified in the proposal form. 43 20.05 CATCH BASINS Catch basins will be paid for at the contract unit price, including base and casting. 20.06 FLARED -END SECTIONS IN PLACE End sections will be paid for at the contract unit price for each size furnished and shall include placing costs and trash guard Riprap materials will be paid at the contract unit price. Flared -end sections will not be included in the lineal footage of pipe being measured. 20.07 PII ING Piling up to 20-feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Payment will not be made for cut off lengths. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 20.08 FOUNDATION MATERIAL Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per ton in place. Payment shall include cost of excavation and placement. 20.09 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation or construction. 20.10 PH-ING FOUNDATION FOR MANHOLES Payment for 'Piling Foundation for Manholes" will be paid at the unit price bid and shall include steel reinforcement of the base, together with four (4) 20-foot piles each. Piling over 20 feet in length will be paid at the contract unit price per linear foot for each foot of length over 20 feet driven in place below cut-off. 20.11 SHEETING ORDERED IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 44 20.12 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Sewer used in jacking will be paid at the bid unit price for that diameter sewer in the 0-8' cut category or as otherwise specified. 20.13 INCIDENTAL ITEMS The cost of all material and labor required to complete this project as specified as shown on the plans, but not specifically included as a pay item, shall be incidental to the various unit prices bid. 20.14 TELEVISION INSPECTION Payment for televising of sanitary and/or storm sewer lines will be paid for at the contract unit price per linear foot. 20.15 SUBSURFACE DRAINTII.E Measurement will be made by the length of furnished and satisfactorily installed Subsurface Draintile approved by the Engineer. Payment will be made at the contract bid price per linear foot which shall be full compensation for trenching, fabric wrapped trench and installation, cleanouts, aggregate backfill, cap, fittings, compaction, connecting to catch basins/manholes, and all other associated work. tr6l SECTION 21.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 21.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, famished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f. Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 21.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements of ANSI/AW WA C906. The supplementary information required in the foreword of the governing standard is as follows: Affidavit of Compliance (Sec. 6.3) Required ELI Plant Inspection (Sec. 5.9) Not Required Special Markings (Sec. 6.1.4) Not Required Special Preparation for Shipment (Sec. 6.2) Not Required Special Quality Assurance Testing (Sec. 5) Required 21.03 SUBMITTALS All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. 21.04 PROTECTION OF UNDERGROUND FACIL=S The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 21.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. GVA 21.06 OUALrrY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 21.07 DESIGN INTENTIONALLY LEFT BLANK 21.08 MATERIALS Pipe/Fittings - Chevron "Plexco" or Phillips "Driscopipe", ANSUAWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Couplings - Electrofusion Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. 21.09 TRACE WIRE Materials General All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. Trace Wire Open Trench — Trace wire shall be #12 AWG Copper Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. 48 Directional Drilling/Boring — Trace wire shall be #12 AWG Copper Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. Trace Wire — Pipe Bursting/Slip Lining — Trace wire shall be 7x7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness. Connectors All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two, 3-way connectors with a short jumper wire between them is an acceptable alternative. Direct Bury Wire Connectors — Shall include 3-way lockable connectors and mainline to lateral lug connectors specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. Non -locking friction fit, twist on or taped connectors are prohibited. Termination/Access • All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. • All grade level/in-ground boxes shall be appropriately identified with "sewer" or `water" cast into the cap and be color coded. • A minimum of two feet of excess/slack wire is required in all trace wire access boxes after meeting final elevation. • All trace wire access boxes must include a manually interruptible conductive/connective link between the terminal(s) for the trace wire connection and the terminal for the grounding anode wire connection. • Grounding anode wire shall be connected to the identified (or bottom) terminal on all access boxes. • Service Laterals on Public Property — Trace wire must terminate at an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. • Service Laterals on Private Property — Trace wire must terminate at an approved above- ground trace wire access box, affixed to the building exterior directly above where the utility enters the building, at an elevation not greater than five vertical feet above finished grade, or terminate at an approved grade leveUin-ground trace wire access box, located within two linear feet of the building being served by the utility. • Hydrants — Trace wire must terminate at an approved grade level/in-ground trace wire access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties shall not be acceptable.) • Long -Runs, In Excess of 500 Linear Feet Without Hydrants — Trace wire access must be provided utilizing an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire m access box shall be delineated using a minimum 48" polyethylene marker post, color coded per APWA standard for the specific utility being marked. Grounding • Trace wire must be properly grounded at all dead ends/stubs. • Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode rod with a minimum of 20 feet of # 14 red HDPE insulated copper clad steel wire connected to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the same elevation as the utility. • When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in a direction 180 degrees opposite of the trace wire, at the maximum possible distance. • When grounding the trace wire in areas where the trace wire is continuous and neither the mainline trace wire nor the grounding anode wire will be terminated at/above grade, install grounding anode directly beneath and in line with the trace wire. Do not coil excess wire from grounding anode. In this installation method, the grounding anode wire shall be trimmed to an appropriate length before connecting to trace wire with a mainline to lateral lug connector. • Where the anode wire will be connected to a trace wire access box, a minimum of two feet of excess/slack wire is required after meeting final elevation. Installation General • Trace wive installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without distortion of signal caused by multiple wires being installed in close proximity to one another. • Trace wire systems must be installed as a single continuous wire, except where using approved connectors. No looping or coiling of wire is allowed. • Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. • Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. • Trace wire must be properly grounded as specified. • Trace wire on all service laterals/stubs must terminate at an approved trace wire access box located directly above the utility, at the edge of the road right-of-way, but out of the roadway. (See Trace Wire Termination/Access.) • At all mainline dead -ends, trace wire shall go to ground using an approved connection to a drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See Grounding.) 50 s • Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connection to a grounding anode buried at the same depth as the trace wire. • In occurrences where an existing trace wire is encountered on an existing utility that is being extended or tied into, the new trace wire and existing trace wire shall be connected using approved splice connectors, and shall be properly grounded at the splice location as specified. Sanitary Sewer System • A mainline trace wire must be installed with directionally bored sewer lines with all service lateral trace wires properly connected to the drive-in magnesium grounding anode rod driven in at the "Y". • Lay mainline trace wire continuously, by-passing around the outside of manholes/structures on the north and east side. • Trace wire on all sanitary service laterals must terminate at an approved trace wire access box color coded green and located directly above the service lateral at the edge of road right-of-way. Water System • A mainline trace wire must be installed, with all service lateral trace wires properly connected to the drive in at the "Y" and driven in at saddle connection point. • Lay mainline trace wire continuously, by-passing around the outside of valves and fittings on the north and east side. • Trace wire on all water service laterals must terminate at an approved trace wire access box color coded blue and located directly above the service lateral at the edge of road right-of- way. • Grade level/in-ground trace wire access boxes will be installed on all fire hydrants. • All conductive and non-conductive service lines shall include trace wire. Storm Sewer System • All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and 5233. Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: • Uninsulated trace wire. • Trace wire insulations other than HDPE. • Trace wires not domestically manufactured. • Non -locking, friction fit, twist -on or taped connectors. • Brass or copper ground rods. • Wire connections utilizing taping or spray -on waterproofing. 51 • Looped wire or continuous wire installations that have multiple wires laid side -by -side or in close proximity to one another. • Trace wire wrapped around the corresponding utility. • Brass fittings with trace wire connection lugs. • Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. • Connecting trace wire to existing conductive utilities. Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. Products The following products have been deemed acceptable and appropriate. These products are a guide only to help in choosing the correct applications for a trace wire project. • Copper Clad Steel (CCS) Trace Wire o Open Trench — Copperhead # 12 High Strength Part # 1230-HS o Directional Drilling/Boring — Copperhead Extra High Strength Park #1245*EHS o Pipe Bursting/Slip Lining — Copperhead SoloShot Extreme Strength 7x7 Stranded Part #PBX-50 • Connectors o Copperhead 3-way Locking Connector Part #LSC 1230* o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01 • Termination/Access o Fire Hydrant and Non -Roadway access box applications: Trace wire access boxes grade level Copperhead adjustable lite duty Part #LD14*TP o Concrete/Driveway access box applications: Trace wire access boxes grade level Copperhead Part #CD14*TP 14". • Grounding o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.) Manufacturers Product Options The information provided by Copperhead Industries gives project options to help in choosing the correct wire, termination/access points, connectors and grounding products. Other manufacturers provide these products as well. This information is only a guide. 52 21.10 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 21.11 INSTALLATION Laying Pike - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a right -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleaning - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pike - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall be dressed to remove all roughness and sharp corners and shall be beveled in accordance with the manufacturer's instructions. Jointing - Jointing shall conform to the instructions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400' F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100% efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. IoWection - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Pining - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamination of potable water lines when dewatering, cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coating - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and 54 not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 21.12 REAMING AND PULLBACK Pre-reamine - Pre -reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre -reaming operations. Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 21.13 DRILLING FLUIDS Composition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. 55 A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 21.14 FIELD OUALFFY CONTROL Instrumentation - The contractor shall at all times provide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the "As Constructed" information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Watermain Specifications. Testing - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Watermain Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 56 2017 LANDSCAPE SPECIFICATIONS TABLE OF CONTENTS Page 1.00 DESCRIPTION(2571.1)......................................................................................................1 2.00 MATERIALS(2571.2)..........................................................................................................2 3.00 CONSTRUCTION REQUIREMENTS (2571.3)...............................................................8 4.00 METHOD OF MEASUREMENT (2571.4)......................................................................24 5.00 BASIS OF PAYMENT.......................................................................................................25 SECTION 1.00 - DESCRIPTION (2571.1) This work consists of furnishing and planting trees, shrubs, vines, and perennials of the species, variety, grade, size, or age, and root category specified, complete in place at the locations designated in the plan or as directed by the Engineer. It may also consist of planting or transplanting plants furnished by the Owner. SECTION 2.00 - MATERIALS (2571.2) A Nursery Plant Stock............................................................ANSI Z60.1; MnDOT - 3861 Plants of the species specified shall be furnished in the variety, grade, and size, or age indicated. Al Supply of Planting Stock By submitting a Proposal and accepting award of the contract, `the Contractor acknowledges investigation of the supply of planting stock, obtaining of firm commitments from suppliers, and assurance of delivery of the specified plant stock as required for completion of the contract. The Contractor shall present a list of suppliers and the materials to be famished by each of them at or prior to the preconstruction conference. A2 Plant Stock Documentation As a condition for delivery and approval of the plant stock, the Contractor shall famish the Engineer with: a) Copies of a valid nursery stock (dealer or grower) certificate registered with the Minnesota Department of Agriculture. b) A Certificate of Compliance. c) A Certificate of Nursery Inspection from a state or provincial department of agriculture. d) The Contractor shall verify whether or not nursery vendors are under a Gypsy Moth Compliance Agreement between the Minnesota Department of Agriculture (MDA) and the U.S. Department of Agriculture or under MDA Japanese Beetle or MDA Emerald Ash Borer Quarantines. All plant material shipped from nursery vendors subject to quarantines must be accompanied by a current Certificate of Compliance for gypsy moth, Japanese beetle and Emerald Ash Borer. To determine if vendors are subject to quarantines, call the MDA Supervisor of Plant Regulatory Services at 651-296-8388. e) Invoices. f) Bills of lading for all plant stock delivered to the project. These certificates shall state that the plants are in conformance with the requirements and were consistently grown and cultivated within the boundaries shown on the Plant Hardiness Zone map included in the plan. The Certificate of Compliance shall state the species, sizes, quantities furnished, and name and location of the original source (nursery growing operation), in accordance with Section 6.00 of the General Provisions. The Contractor shall not start planting operations until the Engineer has reviewed and accepted the required documentation. Work performed with plants that are misrepresented on the 2 certificates will be considered as unauthorized work. The Certificate of Compliance shall be submitted to the Engineer no later than 1 week prior to the proposed beginning of planting. A3 Substitutions Substitutions may be allowed in accordance with Section 6.01 of the General Provisions. However, the Contractor shall provide written documentation that the specified plant is not available, from the partial list of nursery stock suppliers provided by the Engineer, and that the substitute plant meets the contract requirements. The Engineer may either approve the substitute plant or extend the contract time to ensure availability of the specified plant. A4 Plant Stock Specifications a) All plant stock shall conform to American Standard for Nursery Stock. b) A minimum of three structural roots reasonably distributed around the trunk shall be found in each plant. Plants with structural roots on only one side of the trunk (J roots) shall be rejected. c) The root crown must not be more than 2" below the soil line. The top two structural roots shall be no more than 3" below the soil line when measured 4" radial to the trunk. The top of the other structural root shall be no greater than 5" below the soil line when measured 4" radial to the trunk. The grower may request a modification to this requirement for species with roots that rapidly descend, provided that the grower removes all circling roots above the structural roots across the top of the structural roots. d) The root system shall be reasonably free of root defects including potentially stem - girdling roots above the root collar and main structural roots, vertical roots, and/or kinked roots from nursery production practices, including roots on the interior of the root ball. e) Container -grown plants, in addition to the above requirement, should comply with the following: 1. Container -grown plants may be permitted only when indicated on the drawing or this specification. 2. Container -grown stock shall have been grown in a container long enough for the root system to have developed sufficiently to hold its potting medium together but not so long as to have developed roots that are matted or circling around the edge or interior of the main root mass. Plants shall have been root pruned at each change in container size. 3. Plants that fail to meet any of the above requirements shall be modified to correct deficiencies if approved by the Engineer. Modification shall include the following: 3 i. Shaving all circling roots on the exterior of the root mass deep enough so that all cut roots' ends are roughly radial to the trunk. ii. Removal of all roots above the top of the main structural roots and tnmk flare including any roots that are imprints from previous smaller containers. The above modifications shall not be cause to alter the warranty provisions of this specification. f) The center of the trunk(s) or stem(s) of the plant shall be in the center of the root ball. A tolerance of 10% of the diameter of the root ball is the maximum deviation allowable. For example: For a plant with a 30" root ball, the center of the plant at ground level shall be within a 3" circle 13 %2" from the outer edge of the ball. g) Measurement: Depth of the root ball is measured from the top of the ball, which in all cases shall begin at the root flare. Soil above the root flare, from being deeply planted in the nursery as a young plant, as a result of maintenance practices in the nursery, or added during harvest, shall not be included in ball depth measurement, and should be removed. Ball depths will carry the following ratios: Root balls with diameters less than 20": Depth not less than 65% of the diameter of the ball. Root balls with diameters of 20" and up: Depth not less than 60% of the diameter of the ball. h) Plants shall be true to species and variety specified and nursery grown in accordance with good horticultural practices under climatic conditions similar to those in the locality of the project for at least two years. They shall have been freshly dug (during the most recent favorable harvest season). ' i) Plants shall be so trained in development and appearance as to be unquestionably superior in form, compactness, and symmetry. They shall be sound, healthy, vigorous, well branched and densely foliated when in leaf, and free of disease and insect adults eggs, pupae or larvae. They shall have healthy, well -developed root systems and shall be free from physical damage or other conditions that would prevent thriving growth. j) Trees with multiple leaders, unless specified, will be rejected. Trees with a damaged, cut, or crooked leader, included bark, abrasion of bark, sunscald, disfiguring knots, insect damage, mold, prematurely opened buds, or cuts of limbs over %" (2 cm) diameter that are not completely callused are cause for rejection. k) Balled and burlapped plants shall be dug with solid balls of standard size, the balls securely wrapped with non -synthetic, untreated, biodegradable burlap, and tightly bound with non -synthetic, biodegradable rope or twine. Alternatively they may be placed in a wire basket lined with non -synthetic, untreated, biodegradable burlap and tightly bound with non -synthetic, biodegradable rope or twine. Root collar shall be apparent at surface of ball. Bare root plants shall have a healthy, well branched root system characteristic of the species and with adequate spread. 1) Plants shall conform to the measurements specified, except that plants larger than those specified may be used if approved by the purchaser. Use of larger plants shall not increase the contract price nor allow the contractor to use smaller than specified material on other plants. If larger plants are approved, the root ball, root spread, or container shall be increased in proportion to the size of the plant. k) Caliper measurements shall be taken on the trunk 6" (15 cm) above the root collar for trees up to 4" (10 cm) in caliper, and 12" (30 cm) above the root collar for trees over 4" (10 cm) in caliper. Height and spread dimensions specified refer to the main body of the plant and not from branch tip to branch tip. Plants shall be measured when branches are in their normal position. If a range of size is given, no plant shall be less than the minimum size, and no less than 50% of the plants shall be as large as the maximum size specified. Plants that meet measurements but do not possess a normal balance between height and spread shall be rejected. B Owner Furnished Stock and Transplant Stock Owner furnished stock and transplant stock shall be obtained from sources designated in the plan or Special Provisions. C Incidental Materials C 1 Soil Amendments The Contractor may use soil amendments to modify the physical or chemical properties of the soil to enhance plant growth whether specified or not. The Owner will not pay for these soil amendments unless the Contractor can demonstrate that unspecified amendments are absolutely necessary to ensure plant growth and survival. The Contractor shall submit soil tests, analysis, and recommendations that support the need for the amendments and for compensation based upon the submitted information. Cl a Select Topsoil Borrow................................................................................. MnDOT - 3877 Clb Agricultural Lime......................................................................................... MnDOT - 3879 C 1 c Blank Cld Peat Moss..................................................................................................... MnDOT - 3880 Cle Fertilizer....................................................................................................... MnDOT - 3881 ClfCompost ....................................................................................................... MnDOT - 3890 C 1 g Iron Sulfate E Iron sulfate, used to lower pH, shall be ferric sulfate or ferrous sulfate in pellet or granular form containing not less than 18.5% iron expressed as metallic iron. Acceptance will be on the basis of information contained on the product label. Clh Activated Charcoal When activated charcoal is used to neutralize or deactivate residual organic pesticide or chemical contaminants in the soil, the Contractor shall use ordinary charcoal, finely ground to increase absorptive surfaces, and electrically charged to attract the molecules or organic chemicals. The Engineer will accept the charcoal on the basis of information provided by the product label and manufacturer's recommendations. Cli Blank C 1 j Porous ceramics and hydrophilic absorbing polymers, used to modify the physical characteristics of poor soils by balancing or managing water and oxygen in the soil will be accepted based on the information provided by the product label and the manufacturer's recommendations. C2 Water Water shall be free of oil, acids, alkalis, salts, and other substances harmful to plants. Water suitable for human consumption will be acceptable without testing. Water from streams and lakes shall not be used without the Engineer's approval. When the Engineer requires testing, an approved testing laboratory shall perform the tests at no expense to the Owner. C3 Mulch, Type 6.............................................................................................. MnDOT - 3882 C4 Rodent Protection Rodent protection consists of .25" (6 mm) grid welded and galvanized wire mesh (hardware cloth) formed in a double layered 15" (375 mm) diameter cylinder. The Contractor shall place and secure the rodent protection with a 1 by 1" (25 by 25 mm) heartwood white oak stake to the height shown in the plan. C5 Wound Dressing Wound Dressing material consists of latex base paint or other acceptable material suitable for application by brushing on bruised or cut surfaces of plants, only when directed by the Engineer. All elms and oaks wounded during April -June will require immediate wound dressing. C6 Tree Painting Tree paint consists of undiluted exterior grade white latex base paint, as approved by the Engineer, for use as a protective coating to prevent winter injury on tree trunks. 5i C7 Staking and Guying Staking and guying shall be as shown in the plan. Posts and straps shall be uniform in style and color. The guying straps shall be non-abrasive to the tree and provide equal tension through the length and width of the straps. C8 Seedling Tree Shelters Shelters for seedling trees shall be from the approved list that is on file with the MnDOT Landscape Unit. The shelter shall be a seamless, extruded, twin -wall, rigid copolymer polypropylene tube. The shelter material shall be beige in color and 30% to 40% translucent while being resistant to decomposition from sunlight for a minimum of 5 years. The shelter shall have a flared top rim, formed state recess, photo degradable mesh sleeve covering, and height and diameter as shown in the plan. The Contractor shall install the shelters with 1 by 1" (25 by 25 mm) heartwood white oak stakes as shown in the plan. C9 Replacements Replacements consist of plants or incidental materials required to replace dead, defective or missing plants and incidental materials. Quality of replacements shall be equal to or better than the initially specified material. CIO Miscellaneous Materials and Equipment Miscellaneous materials and equipment consists of preparatory work, staking items, herbicides, insecticides, fungicides, and equipment necessary to install plants as specified and maintain plants in healthy and vigorous conditions, free from weed encroachment. 7 SECTION 3.00 - CONSTRUCTION REQUIREMENTS (2571.3) A General The Contractor shall conduct temporary vegetation protection measures in accordance with Section 4.12 of the Street Specifications as incidental work. However, the Owner will make payment for protection of specimen, high value, threatened, or endangered vegetation when a bid item is indicated in the plan. The Contractor shall conduct temporary erosion control measures in accordance with Section 4.13 of the Street Specifications as incidental work. The Contractor will not receive compensation for restoring areas damaged by erosion, sedimentation, and other causes when the damage results from the Contractor's operations, neglect, or failure to implement adequate temporary erosion control measures. However, the Owner will make payment for prevention of serious erosion and sedimentation when a bid item is indicated in the plan or when the damage is not the result of Contractor's neglect or operations. A certified Landscape Specialist shall perform or directly supervise the installation and establishment of plants, together with all other incidental work. The specialist shall have at least 2 years of landscaping experience. The Contractor shall provide experienced crews working under the direct supervision of the certified specialist. The certification is obtained by completing a 1-day MnDOT Landscape Project Installation, Inspection, and Administration training class provided by the MnDOT Landscape Unit. The certification is valid for 3 years. Al Definitions Ala PreparatoryWork Preparatory work involves: a) Securing commitments for the required materials and equipment. b) Developing a progress schedule and obtaining the Engineer's approval. c) Mobilizing for plant installation, including the moving of equipment and supplies to the project site. d) Protecting or staying away from existing plants in accordance with Section 7.13 of the General Provisions and Section 4.12 of the Street Specifications during mobilization. The Contractor shall obtain the Engineer's approval before moving supplies to the project site for later planting operations including mulch and other incidental items. Alb Preparation of Planting Holes and Beds The preparation of planting holes and beds involves: E1 a) Layout staking of planting beds and isolated plant locations. b) Applying herbicide and conducting other weed control procedures. c) Cultivating the soil and incorporating amendments or materials to improve soil properties and drainage. d) Providing temporary erosion control measures. Ale Initial Planting Operations The initial planting operations involve acceptably: a) Digging planting holes. b) installing plants. c) Conducting initial watering. d) Mulching. e) Protecting plants: including placing rodent guards, staking and guying plants, painting trees, installing seedling tree shelters, and conducting continuous weed control. f) Cleaning up the planting site. g) Conducting repair of the planting site. The plant establishment period does not begin until all of the initial planting operations are completed and approved by the Engineer. Ald Blank Ale Plant Establishment Period The plant establishment period is two calendar years from the date all of the initial planting operations on the Project are completed and approve, unless specified otherwise. The work during this period of time involves watering, weed control, turf maintenance, replacement of unacceptable material and plants, and other incidental plant care necessary to protect and establish plants. Turf maintenance includes the prevention or repair of rutting and other damage that may lead to soil erosion and weed infestation. A2 Plant Layout The planting locations and layouts shown in the plan are approximate. The Contractor shall stake the exact locations and layout for approval by the Engineer. In order to remedy localized Problems and seasonal conditions that may hinder the establishment of plants according to the species and locations specified, the Contractor may request approval to relocate plantings, to make plant substitutions, or to modify soil or drainage characteristics. The Contractor shall locate tree plantings: a) - Thirty feet (30') from any other tree for shade trees, twenty-five (25) feet from any other tree for ornamentals. - One foot (P) from property line or right-of-way line. - Fifteen feet (15') from driveways or approach sidewalks. - Not in conflict with underground utilities. - An ornamental if overhead power lines are present. b) So that a minimum sight distance of 1,200 feet (360 m) exists in front of all traffic signs and extends 50 feet (15 m) beyond the sign. c) Outside of the clear zones and sight lines shown in the plan. The Contractor shall not locate tree plantings: a) Between a sidewalk or trail and a public street unless directed to do so by the Engineer. A3 Quality and Size All single stem trees shall be balled and burlapped stock, and of average specified caliper. Multiple stem plants shall have at least three stems/plants and of average specified height. A4 Start of Operations The Contractor shall not start planting hole or bed preparations, planting operations, or delivery of planting stock to the project site until the Engineer determines that weather and soil conditions are suitable for such work and are in accordance with the dates shown in the contract. The Contractor shall not start planting operations until the documentation requirements of Section 2.00 (2571.2) have been met. AS Notices by Contractor The Contractor shall notify the Engineer at least three days prior to the planned delivery date of planting stock and replacement planting stock to the project to allow for proper inspection. The Contractor shall notify the Engineer at least 24 hours in advance of beginning and of changing planting hole and bed preparations, plant installation, and establishment operations, including layout staking, clearing, weed spraying, material deliveries, soil cultivation, planting, watering, mulching, plant protection, dead plant removal, weeding, cleanup, and restoration work. The Contractor shall give the notice in writing unless otherwise designated by the Engineer. 10 A6 Unauthorized Work The Engineer will consider work performed with uncertified plant stock, without plant stock documentation, without landscape specialist certification, without notification, or in conflict with the working hours of Section 7.02 of the General Provisions as unauthorized work. A7 Equipment Required The Contractor shall have on the project at all times at least: a) One portable compaction tester capable of measuring compaction in the soil to a minimum depth of 1 foot (300 mm). b) One soil recovery probe. c) Three calipers with measurement readings in inches. d) One portable soil moisture meter or tensiometer capable of measuring soil moisture in root zones to a minimum depth of 1 foot (300 mm). e) One rain gauge per kilometer of project. B Preparing Planting Holes and Planting Beds The Contractor shall conform to Section 5.12 of the General Provisions before cultivating soil or excavating holes on the project. B1 Weed Control The Contractor shall control undesirable turf and weed growth by one or both of the following methods or by alternative methods approved by the Engineer. Bla Herbicide Application Method Before cultivating isolated plant locations and plant beds, the Contractor may kill turf and weed growth within the areas that will receive mulch by using a non -selective, non -residual post emergence herbicide containing 41% glyphosate as the active ingredient. The Contractor shall submit labels of intended herbicides to the Engineer for review and approval at least 3 days prior the date of application. The application shall be performed in accordance with manufacturer's recommendations by crews experienced and licensed in the use of chemical pesticides by the Minnesota Department of Agriculture. After evidence of vegetation kill, the Contractor shall mow the dead vegetation to a maximum height of 2" (50 mm). Post emergence herbicide shall be applied to actively growing, dry vegetation. The application shall be made in August or September preceding fall or spring planting, or in May if August or September application is not possible. If measurable precipitation should occur within 6 hours after spraying, the Contractor shall re -spray the affected areas. 11 a fix :eir� Blb Cultivate -Fallow -Disk Method After mowing the planting area to a maximum height of 2" (50 mm), the Contractor may: 1) Deep cultivate the planting areas to a minimum depth of 10" (250 mm) in late summer or early fall. 2) Disk or rill the planting areas to a depth of 3" (75 mm) or less in the spring. B2 Planting Hole and Bed Cultivation 132a Loosening and Tilling Soil After the finished grading has been completed, the Contractor shall: 1) Prepare planting holes by digging the holes 2-3 times as wide as the root ball or container. 2) Cultivate planting holes and beds by thoroughly loosening and tilling the soil to a minimum depth of 10" (250 nun), as measured from the finished grade elevation of the soil. 3) Thoroughly incorporate and mix the required soil amendments into the top 10" (250 mm) depth of soil. 4) Loosen planting areas until compaction tester readings are less than 200 pounds per square inch (1400kPa). 132b Planting Soil Planting soil for planting holes and beds shall consist of 2" (50 mm) of Grade 2 compost placed and thoroughly mixed with the existing soils to obtain a uniform planting soil mixture for at least a depth of 10" (250 mm). This mixture shall be excavated when planting holes are dug and then replaced as backfill for all planting holes. B2c Competence Test The Contractor shall demonstrate competence to the Engineer by completing the cultivation and incorporation of soil amendments in one planting bed and in one isolated tree planting location. After obtaining approval by the Engineer that the equipment and methods are sufficient to perform the work, the Contractor may continue the planting hole and bed cultivation operations. 132d Wet Soils, Rock, and Debris If excessively wet soils, bedrock, or excessive quantities of boulders and constriction debris are encountered, the Contractor shall reconfigure, relocate, or delete the affected planting areas as approved by the Engineer. 12 132e Temporary Erosion Control The Contractor shall employ temporary erosion prevention methods in cultivated planting hole and bed areas when necessary and to the satisfaction of the Engineer. 132f General If hardpan layers or compacted soil layers are exposed below the normal planting depth, the Engineer may require an additional deep ripping or other measures to ensure proper root development and drainage. Such approved work will be paid for as Extra Work. If it becomes evident that the Contractor's operation is causing compaction of the planting soil, the Engineer will require additional cultivation or rototilling to re -aerate and loosen the affected planting soil. Planting hole cultivation will not be required for machine (hydraulic spade) transplanted stock. The Contractor shall not stockpile soil, compost, or other materials on the project until approval is given by the Engineer. If the Contractor wishes to place woodchip mulch in prepared planting areas as temporary erosion control prior to planting and the Engineer approves of the proposed work; the woodchip mulch must be raked off all prepared planting areas prior to digging planting holes. Woodchip mulch that is contaminated with soil must be removed from the project. Planting holes contaminated with woodchip mulch will not be accepted. C Delivery and Storage of Plants Plant stock shall be installed on the day of delivery to the project site unless properly stored. Plants may be stored on the project site in a refrigerated storage truck or by other storage methods approved by the Engineer that prevent damage to plants from exposure to drying winds, sun, heat, low humidity, or freezing. After being dug and until planted, the roots of all plants shall be kept covered with a suitable moisture -holding material such as straw, saw dust, moss, or soil, and this material shall be kept continuously moist except during freezing weather. Prior to planting, plants shall be stored out of the direct sunlight and with adequate ventilation. Plants shall be protected from drying winds and freezing until planted. Those plants that cannot be planted on the day of delivery shall be temporarily stored by "heeling -in" or by placing them in a well ventilated, cool, moist storage place. When heeling -in bare root plants, the roots shall be buried in moist soil in such a manner that the roots will be completely covered, leaving no air space. Heeled -in plants, whether bare root, balled and burlapped, or container grown, shall be properly cared for at all times and shall not remain so stored from one planting season to the next. Roots of all plants must be protected from freezing at all times prior to planting. If roots become frozen, the plant will be rejected. 13 D Hardiness All plant materials shall be sufficiently hardy to survive winters in plant hardiness Zone 4 and shall have been propagated from seed or rootstock originating in plant hardiness Zone 3 or 4 as depicted on the Plant Hardiness Zone Map of the U.S. Department of Agriculture. All stock shall have been grown under climatic conditions approximating those in Zone 4 for a minimum of two years. The name of the supplier or wholesale nursery supplying the plant materials to the contractor shall be submitted to the City prior to delivery of all nursery stock. The City reserves the right to reject any plant material not considered to be sufficiently hardy. E Pruning - Top Growth and Roots Immediately before planting, the contract shall prune, as necessary, the roots of all bare root plants and the top growth of all deciduous plants to the satisfaction of the Engineer. Broken or badly bruised roots and dry root tips shall be cut back to sound, healthy tissue. Pruning on bare root (BR) plants and balled and burlapped (B & B) plants shall be limited to the removal of dead, rubbing, damaged, or diseases branches and unwanted suckers. Additional pruning may be necessary to improve plant symmetry, structure, and vigor. Pruning cuts on all trees shall leave a branch collar (Shigo method) but in no case shall a stub remain. Pruning shall produce a clean cut in live wood without bruising or tearing the bark. Where branches are cut back, the cut shall be made at a point beyond the lateral shoot or bud a distance not less than one-half of the diameter of the supporting branch. All cuts shall be made on an angle sloping in the direction of the lateral shoot and in no case shall stubs be left. In the case of trees with multiple stem leaders rather than a dominant central leader, the leader that will best promote the symmetry of the tree shall be preserved and the remainder shall be removed or cut back so they will not compete with the selected leader. Surrounding top branches shall be cut back in conformance with the leader trimming to suppress competition with the selected leader. Deciduous shrubs shall be pruned to form a loose outline conforming to normal shape, with entire canes being removed where they are too thick. All pruning of the plants shall be done at the project site prior to planting. The use of hedge shears, pole shears, or anvil action pruners for pruning plants will not be permitted. Pruning saws or bypass scissors type pruners shall be used for all pruning. Between April 15 and July 1, all cut surfaces on oak, elm, crabapple, and hawthorn trees shall be immediately treated with tree wound dressing to minimize the potential for entry of insect and disease organisms. It is recommended that pruning for these species be done outside of the aforementioned time period. Evergreen trees and shrubs shall be pruned only to the extent of removing damaged growth or a competing leader, except where clipping of hedges is required. 14 F Installation of Plants F 1 General The Contractor: a) Shall dig planting holes to the configuration and minimum dimensions shown in the plan. b) Shall obtain the Engineer's approval of the planting holes before plants are installed. c) Shall provide adequate drainage where planting holes and beds are dug in heavy clay or impervious soils and a percolation rate of at least .5" (12 mm) per hour is not observed after partially filling presaturated test holes with water. d) May. 1. Raise the level of the planting area, 2. Install a granular filter arrangement, 3. Install a tile drainage system, or 4. Construct a combination of these features as shown on the plan and approved by the Engineer. Plants shall be installed plumb and shall be so set that, after installation and backfill consolidation, the beginning taper of the root flare of bare root or container grown plants will be at the approximate level of the finished soil elevation. Due to landscape industry practices, the beginning taper of the root flare of balled and burlapped plants may be found below the soil grade but in no case will balled and burlapped plants be accepted if more the 4 inches (100 mm) of soil is found above the root taper in the ball. Care shall be taken to ensure that roots are not damaged while placing and compacting the backfill. The backfilling operations shall be accomplished in more than one stage in accordance with the plan. Sufficient planting soil shall be placed prior to the initial watering in order to cover the root system completely and provide firm support for the plant in the hole. The remaining backfill shall be placed within 5 days after the initial watering following water permeation and soil treatment. The Contractor shall complete one individual test planting for each root category or method of planting of evergreen tree, evergreen shrub, deciduous tree, deciduous shrub, seedling, vine and perennial, as it applies, to obtain approval by the Engineer that the Contractor's methods are sufficient to perform the work as specified with initial watering, guying, painting, protective devices, and mulching. No other planting will be allowed until the test planting approval is provided by the Engineer. 15 F2 Balled and Burlapped Stock Balled and burlapped plants may be installed without removing the burlap covering or wire baskets entirely. Before completing the backfilling of planting holes, the top loops of wire baskets shall be removed and the burlap shall be loosened at the top and pulled back to expose the entire top third of the ball. Biodegradable twine may be removed from the top loops of wire baskets and may be retied at mid -level points and the wire basket where necessary. All nylon and non -biodegradable rope material shall be removed from the planting site. Biodegradable twine may be left on B & B plants for stem/root ball support until the end of the contract. Prior to final acceptance all twine, that has not decomposed, must be cut and removed from plant stems to prevent girdling injury. Treated burlap will be allowed on the root balls but vertical slits must be cut through the burlap at the time of installation. The vertical slits shall be at 4" (100 mm) intervals around the circumference of the root ball and from the top downward in a manner that does not damage the root system. . F3 Container Stock Plants supplied in containers shall be installed immediately upon being removed from the containers. Removal of plants from containers shall be in a manner that will not disturb the root system or the soil in which they were planted. Under no conditions shall the plant be removed from the container by pulling on the main stem or plant growth. The outside of the root ball shall be scored or pruned in order to redirect circling roots. F4 Bare Root Stock Before installing bare root trees and shrubs, planting soil shall be placed and compacted to a depth of approximately 6" (150 mm) in the bottom of the plant hole. The plants shall be installed with the roots evenly distributed and spread in their natural position, with the growing medium being carefully placed and compacted around the roots. F5 Machine Transplant Stock The Contractor shall transplant trees as designated in the contract by hydraulic spade -type mechanized digging equipment. The Contractor shall not transplant trees until the Department of Agriculture has inspected and found the trees to be free from plant pests. The Contractor is responsible for all appropriate permits and certifications required for plants moved off of the Owner's Right of Way. The Contractor does not need to provide replacement trees when transplanted trees are famished by the Owner and die or are defective. However, the Contractor shall remove the dead or defective tree at no expense to the Owner and as directed by the Engineer. 16 The Contractor shall: a) Apply at least 10 gallons (40 L) of water to the root ball during the digging operations. b) Cover the spade portion of the digger with a tight hood to prevent soil sifting from the root ball. c) Cover trees with a tarp when trees are transported during the growing rather than dormant season if the transport distance exceeds 5 miles (8 km). d) Ensure that soil in the ball does not sift out of the digger while in transit. e) Support the tree in a manner that will prevent shifting and damaging of the root ball. f) Fill holes created by the removal of trees from public property within 24 hours. Fill holes so that after settling, the fill will be the same as the surrounding ground surface. g) Reset trees that are not plumb with a spade of the same size or larger. Pull away mulch from the tree so that the spades will slip into the original cut. Plumbing trees by tightening guy wires will not be permitted. h) Blank. i) Blank. j) Remove double leaders and broken, dead, diseased, or crossed branches. Immediately treat cut surfaces on oak species with a suitable tree wound dressing. k) Protect all plants from injury during digging, lifting, storing, transportation, delivery, transplanting, and planting. 1) No plant shall be so bound with rope or wire at any time to damage the bark, break branches, or destroy its natural shape. F6 Seedling Stock The Contractor shall only plant evergreen and deciduous seedlings during the optimum spring planting dates for evergreens as shown in the plan. The Contractor shall not plant seedlings in water filled depressions. The Contractor shall not damage the fine root hairs on seedlings during storage, handling, or planting. The Contractor shall not prune roots of seedlings unless approved by the Engineer. The Contractor shall: a) Place seedlings in the ground so that the seedling assumes a position within 20 degrees of vertical. 17 b) Prevent tangled or turned up root ends (J-root). c) Set the root collar of each seedling within .5" (15 mm) of the elevation of the finished soil surface. d) Plant and tamp the ground, around seedling roots, firmly without excessive compaction. Air pockets or voids around the roots will not be permitted. The Engineer will determine acceptable planting by a tug test and by inspecting for air pockets and excessive compaction in the root zone. The tug test is satisfied if gentle pulling of the seedling at its base does not pull the roots out of the ground or loosen the soil in the root area. e) Protect deciduous seedlings with seedling tree shelters according to the plan, when so designated in the contract. G Blank H Following Plant Installation HI Watering and Backfill Within 2 hours after being installed, each plant shall be watered to thoroughly saturate the backfill soil and provide for settlement and filling of voids in the backfill. Consecutive watering and addition of planting soil may be necessary for thorough backfilling and saturation of the soil. Within five days after installation, the Contractor shall add sufficient planting soil around each plant to bring the soil to the specified level shown in the plan. Plants shall be thoroughly watered unless soil moisture is at optimum or excessive levels. Plants that are improperly positioned with respect to depth and plumbness shall be reset or replaced as necessary. Reset and replaced plants shall be watered within 2 hours to thoroughly saturate the backfill soil. The Contractor shall have available on the project, at all time, sufficient watering equipment and forces to cant' out a complete watering of all plants once each week, if necessary, from April 1 until ground freeze, or as otherwise directed by the Engineer, until the initial plant installation operations have been accepted. Watering intervals shall be varied in consideration of prevailing soil moisture and weather conditions. H2 Mulch Placement Planting bed soil shall be fine -graded and leveled with hand tools prior to placing mulch to avoid impeding or puddling surface drainage and to prevent mulch depth irregularities. Mulch material shall be placed within 48 hours after the second watering, unless further delay is authorized by the Engineer in cases where soil moisture is excessive and additional time is required to allow excess soil moisture to evaporate. Mulch placement is shown in the plan. Blank J Protection of Plants The Contractor shall take precautionary and protective measures to ensure healthy growth and survival of all plants. Jl Guying and Staking The Contractor shall: a) Guy and stake trees in accordance with the details shown in the plan (Standard Detail Plate Nos. 5310 and 5312). b) Guy and stake trees only when necessary to maintain the plant in a plumb condition where excess soil moisture, steep slopes, high wind, or vandalism is a problem. When the estimated quantity of staking and guying is not shown as incidental work in the plan, staking and guying approved by the Engineer, as necessary to maintain trees in a plumb condition, will be paid for as Extra Work. c) Remove the staking and guying after 1 year of plant establishment or as soon as is practicable during the plant establishment period. J2 Rodent Protection The Contractor shall place rodent protection around all deciduous and pine trees in accordance with the details in the plan unless specified otherwise. J3 Tree Painting The Contractor shall paint trees in accordance with the species, notes, and details shown in the Plan. The Engineer may require additional applications when paint is applied to wet bark or under other adverse conditions. K Disposal of Excavated Materials Excess and unwanted excavated materials shall be removed from the planting areas and disposed of to the Engineer's satisfaction within 3 days after the excavation. L Cleanup and Restoration Work Cleanup and restoration work shall be accomplished as the final step of the initial planting operations and throughout the plant establishment period, to the satisfaction of the Engineer. M Plant Establishment Period M1 Establishment Period 19 The Contractor shall maintain the work and care for the installed plants from completion of the initial planting operations until final acceptance at the end of the Plant Establishment Period. M2 Establishment Work The Contractor shall keep all plants in a healthy growing condition, using good horticultural practices performed on a day by day basis during the growing season and as necessary during the remainder of the year, with necessary replacements being made as required. If, at any time, inspection shows that the care and replacement operations have been inadequate, untimely, or unsatisfactory, the Engineer will notify the contractor in writing of such default and the Contractor shall promptly comply with the instructions. The Contractor shall replace plant stock as required in the contract but only within the optimum planting dates specified, extended, or shown in the plan or as required by the Engineer. If the Contractor does not proceed satisfactorily within 3 working days after receiving the written notice from the Engineer, a daily charge of $200 will be assessed against the Contractor until compliance with the notice is noted by the Engineer. M2a All Plants Except Seedlings In plant establishment work except for seedlings, the Contractor shall: a) Maintain adequate (but not excessive) soil moisture in conformance with Section 3.00H (2571.3H) and watering guidelines provided in the plan. The Contractor shall use the soil moisture meter and provide soil moisture readings when requested by the Engineer. b) Repair, adjust, or replace, as necessary, the staking and guying, mulch material, planting soil, rodent protection, seedling tree shelters, tree painting, and other incidental items. c) Apply insecticides, fungicides, and other cultural procedures, as necessary, to maintain healthy, vigorous plants free from harmful insects, fungus and disease. d) Furnish and install replacement plants and remove dead plants, as needed, with new mulch, planting soil, and other incidental items. e) Maintain the plants in a plumb condition at the appropriate planting depth. f) Maintain all planting areas in a weed -free condition by continuously removing all weed growth in the mulched planting areas as necessary. Remove all weed growth in the mulched areas. 2. Spray application of chemicals for weed control in the mulched planting areas will not be permitted during the plant establishment period unless the Engineer authorizes otherwise. A non -selective, non -residual post emergence herbicide containing 41% glyphosate as the active ingredient may be applied, with a surfactant, on a spot treatment basis only, with a brush or wick applicator, if 20 authorized by the Engineer. A broad-spectrum dichlobenil based granular herbicide may be applied in conformance with product labeling and manufacturer's recommendations for residual weed control, if authorized by the Engineer. 3. Disposing of weeds in a satisfactory manner. g) Perform other plant establishment operations consistent with proper care of the plants. M2b Seedlings In plant establishment work for seedlings, the Contractor shall: a) Repair, adjust, or replace seedling tree shelters as necessary. b) Fumish and install replacement seedlings (one time only after 1 year as necessary with one initial watering). c) Maintain all mulched planting areas in a weed -free condition until final acceptance at the end of the plant establishment period. M2c Supplemental Watering The Contractor is not required to provide supplemental watering of seedlings during the plant establishment period. M3 Replacement Requirements The Contractor shall: a) Replace all dead, defective, or missing plants and incidental materials as required in the contract or when ordered by the Engineer and within 2 weeks of notification by the Engineer, unless a longer period of time is acceptable to the Engineer. b) Replace all installed plants that are lost due to accidents, vandalism, theft, rodent damage, and other causes. c) Repair or replace all damage caused by the Contractor's operations. The requirements for replacement plantings shall be the same as for initial planting. Within the 2-year plant establishment period, the Contractor is also responsible for determining which plants need to be replaced based upon the Contractor's assessment of their condition and present or probable compliance with the project requirements. 21 For plant replacement when less than a full year remains in the original plant establishment period, the Contractor will be required to provide a 1-year plant establishment period for the replaced plant. After the first replacement, except in the case of seedlings, the Engineer will decide if the plant will be replaced again at the Contractor's expense, or deleted from the plan. N Acceptance of Work For acceptance at full payment, plants shall meet all requirements including the criteria listed in the current edition of "Inspection and Contraction Administration Guidelines for MnDOT Landscape Projects," published by the MnDOT Landscape Unit. The plants shall be healthy, vigorous, and structurally sound. NI Acceptance of Preparatory Work The Engineer will accept the preparatory work after the Contractor has satisfactorily moved equipment and supplies to the project site, provided for protection of existing plants, and obtained the Engineer's approval of the progress schedule. N2 Acceptance of Preparation of Planting Holes and Beds The Engineer will accept the preparation of planting holes and beds after the Contractor has satisfactorily completed staking, initial weed control, soil cultivation with incorporation of amendments, and temporary erosion prevention measures. N3 Acceptance of Initial Planting Operation Initial acceptance will be made upon satisfactory completion of the initial planting operation for the individual plant. Ma Preliminary Inspection One year into the plant establishment period, the Engineer will make an inspection of the project and notify the Contractor of any dead, defective, or missing plants and work that must be performed to comply with specifications. Dead or defective plants shall be removed and replaced where so ordered. N4 Final Acceptance Final acceptance will be made after final inspection of the completed project at the end of the plant establishment period. N4a Final Inspection On or about the date on which the plant establishment period expires, the Engineer will make an inspection of the project and notify the Contractor of any dead, defective, or missing plants and WJ work that must be performed prior to acceptance. Dead or defective plants shall be removed where so ordered. As a condition for acceptance of the work, plant maintenance operations shall not be past due at the time of the final inspection. Every plant shall have received a thorough watering within the preceding 10 days before inspection unless soil moisture is at sufficient levels. The mulched planting areas shall be weed free. All work shall be in good order as would reflect recent care and require no further attention until the next growing season. The Engineer will make a determination as to which plants will be accepted for payment at the contract unit prices, at a reduced payment, or at no payment. The Engineer may consider as unacceptable the machine transplanted trees that are mechanically damaged and trees with vigor and growth reduction from improper transplanting operations. The Engineer may accept these trees at a reduced payment or at no payment. Upon final acceptance, the Contractor will not be required to provide any further care for the plantings. However, final acceptance of the work will not be made until cleanup and restoration work are completed to the Engineer's satisfaction. N5 Uninspected, Non -conforming, and Unauthorized Work Acceptance of uninspected, non -conforming, or unauthorized work will be made to the extent the Engineer determines the work to be acceptable. 23 SECTION 4.00 - METHOD OF MEASUREMENT (2571.4) A Plants Furnished and Planted Trees, shrubs, vines and perennials of each species, variety, size, or age, and root category furnished, planted, and maintained by the Contractor will be measured separately by the number of acceptable plants. B Plants Planted Trees, shrubs, vines and perennials of each species, variety, size, or age, and root category famished by the Owner and planted and maintained by the Contractor will be measured separately by the number of acceptable plants. C Plants Transplanted Trees, shrubs, vines, and perennials of each size and type furnished by the Owner and transplanted will be measured separately by the number of plants moved and maintained in an acceptable manner. `zl SECTION 5.00 - BASIS OF PAYMENT Payment for plant installation at a percentage of the contract price per unit of measure will be compensation in full for all costs relating to furnishing, installing, and maintaining, or installing and maintaining, the required plants and materials specified. If the Engineer requires additional materials and work beyond that specified or shown in the contract, the Contractor will receive compensation for the additional materials and work as Extra Work. A Initial Payment Initial payment of up to but not exceeding 80% of the contract unit price will be paid in partial payment amounts for satisfactory completion of the following work: Al Preparatory Work Up to but not exceeding 10% of the contract amount for the plants to be planted. A2 Preparation of Planting Holes and Beds Up to but not exceeding 20% of the contract amount for the plants to be planted in each project area. A3 Initial Planting Operation Up to but not exceeding 50% of the contract amount for the plants planted. B Maximum Payment The Engineer may authorize an interim partial payment of up to but not exceeding 80% of the contract amount for the plants planted, at the end of the first calendar year of the plant establishment period when required plant establishment operations on the entire project have been acceptable generally and continuously throughout this period as determined by the initial acceptance and the preliminary inspection. The Engineer will not authorize this payment if these conditions are not met. C Final Payment Final payment will be made upon final acceptance of the completed project at the end of the plant establishment period. Final payment may involve full payment, reduced payment, or no payment for the individual plants. Payment will be made for only one plant at one location, not for each initial and each replacement plant. 04bi When an initial payment is made for an individual plant and the final payment is at full, reduced, or no payment, the amount of the initial payment will be deducted from the final payment to the Contractor. Payment to the Owner shall be required when the remaining balance of payments is insufficient to compensate for unacceptable work. C1 Full Payment Full payment at 100% of the contract unit price will be made for the individual plant that is acceptable at the final inspection if the Contractor has met the following requirements: a) Acceptance of the preparatory work. b) Acceptance of the preparation of the planting hole or bed. c) Acceptance of the initial planting operations. d) Compliance with all plant establishment work requirements at the time of inspection and the plant has had the minimum two growing seasons or, in the case of a replacement plant, the plant has had a minimum of one growing season. Replacement plants that have received 1 full year of plant establishment care, within the plant establishment period or an extended plant establishment period, and that are otherwise acceptable, will receive full payment. C2 Reduced Payment and No Payment C2a Reduced Payment - Owner Option The Contractor may not elect to receive reduced payment in lieu of performing the work in conformance with the contract documents. At the Owner's option, reduced payment, at a percentage of the contract unit price for the individual plant not in full compliance with specifications at final inspection may be made in accordance with the following schedule: REDUCED PAYMENT SCHEDULE Condition of Acceptance Total Payment Percentage The plant is acceptable at final inspection but Payment to the extent the Engineer determines existing vegetation was not protected. acceptable to compensate for damages. The plant is acceptable at final inspection but the 50% preparation of the planting hole or bed or the initial planting operation was unacceptable. The plant is acceptable at final inspection but the 50% Contractor is not currently in compliance with all plant establishment work requirements or the plant has not received the minimum of I year for replacements only 26 The Owner-fiunished plant or machine transplant is 50% not acceptable at final inspection but the protection of existing vegetation, the preparation of the planting hole or bed, the initial planting operation and the continuous plant establishment operations have all been acceptable. The plant is not acceptable at final inspection but 35% the protection of existing vegetation, the preparation of the planting hole or bed, and the initial planting operation were acceptable and the Contractor has been in general compliance continuously with the plant establishment requirements for the minimum 2 years required for the initial plant or the minimum 1 year required for the replacement plant The plant is not acceptable at final inspection and 0% the Contractor has not been in general compliance continuously with the plant establishment requirements. C2b No Payment No payment will be made for an unacceptable plant with unacceptable establishment care or for a plant when payment is made for the replacement plant. fell 2017 WATER MAIN SPECIFICATIONS TABLE OF CONTENTS Page 1.00 SCOPE....................................................................................................................................... 1 1.01 General.......................................................................................................................... 1 1.02 Work Included.............................................................................................................. 1 1.03 Location of the Work.................................................................................................... 1 1.04 Coordination of Work................................................................................................... 1 1.05 Working Hours............................................................................................................. 1 1.06 Reference Requirements............................................................................................... 1 2.00 MATERIALS ....................................... .................................. 3 2.01 General .............................................................................................................................3 2.02 Ductile Iron Fittings.........................................................................................................3 2.03 Ductile Iron Pipe.............................................................................................................3 2.03a Plastic Film Wrap..............................................................................................4 2.04 Polyvinyl Chloride Pipe (PVC).......................................................................................4 2.05 Trace Wire ........................................................................................................................5 2.06 Resilient Wedge Gate Valves (4" to 18" in diameter)....................................................9 2.07 Butterfly Valves.............................................................................................................10 2.08 Valve Boxes...................................................................................................................10 2.09 Valve Box Adapters.......................................................................................................10 2.10 Hydrants........................................................................................................................ 10 2.11 Corporation Stops D.I.P................................................................................................ 13 2.12 Curb Stop and Box.........................................................................................................13 2.13 Copper Tubing...............................................................................................................13 2.14 Service Saddles..............................................................................................................14 2.15 Retainer Glands..............................................................................................................14 2.16 Mechanical Joint Restraints...........................................................................................14 2.17 Electrical Conductivity Materials..................................................................................14 2.18 Air Relief Manholes......................................................................................................14 2.19 Air Relief Valves...........................................................................................................15 2.20 Concrete......................................................................................................................... 15 2.21 Soil Materials.................................................................................................................15 2.2la Normal "Fill Material .....................................................................................15 2.21b Crushed Rock..................................................................................................15 2.22 Insulation........................................................................................................................16 3.00 INSPECTION AND TESTING OF MATERIALS............................................................ 17 3.01 Shop Inspections and Testing....................................................................................... 17 3.02 Field Inspection and Testing......................................................................................... 17 3.03 Disposition of Defective Material................................................................................. 17 3.04 Concrete Test Cylinders................................................................................................ 17 4.00 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS ........................................... 18 4.01 Material Furnished by Contractor................................................................................. 18 4.02 Material Furnished by the Owner................................................................................. 18 4.03 Replacement of Damaged Material.............................................................................. 18 4.04 Responsibility for Safe Storage.................................................................................... 18 5.00 MATERIAL HANDLING, ALIGNMENT AND GRADE ................................................ 19 5.01 Material Handling.............................................................. 5.02 Pipe Alignment and Grades ............................................... 5.03 Deviation with Engineer's Consent ................................... 5.04 Deviations Occasioned by Other Utility Structures .......... 6.00 DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 General ..................................................... 6.02 Governing Standard ................................. 6.03 Submittals ................................................ 6.04 Protection of Underground Facilities....... 6.05 Permits and Approvals ............................. 6.06 Quality Assurance .................................... 6.07 Materials .................................................. 6.08 Access ...................................................... 6.09 Installation ................................................ 6.10 Reaming and Pull Back ............................ 6.11 Drilling Fluids .......................................... 6.12 Field Quality Control ............................... 21 ................... 21 ................... 21 ................... 22 ................... 22 ................... 23 ................... 23 ................... 23 ................... 28 ................... 28 ................... 30 ................... 31 ................... 31 7.00 EXCAVATION AND TRENCH PREPARATION........................................................... 33 7.01 General.......................................................................................................................... 33 7.02 Trench Width and Description..................................................................................... 33 7.03 Pipe Bedding..................................................................................................................34 7.04 Pipe Foundation in Poor Soil........................................................................................ 34 7.05 Pipe Clearance in Rock................................................................................................. 34 7.06 Braced and Sheeted Trenches....................................................................................... 34 7.07 Piling of Excavated Material........................................................................................ 35 ii 7.08 Barricades, Guards and Safety Provisions.................................................................... 35 7.09 Traffic and Utilitv Controls.......................................................................................... 35 7.10 Private Property Protection........................................................................................... 35 7.11 Tunneling, Jacking, Boring or Excavation Other Than Open Trench ......................... 35 7.12 Railroad and Highway Crossings................................................................................. 35 7.13 Interruption of Water Service....................................................................................... 36 8.00 PIPE LAYING......................................................................................................................... 37 8.01 Installation of Water Main and Appurtenances............................................................ 37 8.02 Laying of Pipe and Fittings........................................................................................... 37 8.03 Jointing of Pipe and Fittings......................................................................................... 37 8.04 Setting Hydrants............................................................................................................ 38 8.05 Conductivity ...................................................................................................................38 8.06 Sewer Crossings............................................................................................................ 38 8.07 Valves, Boxes, Manholes, Vaults and Fittings.............................................................39 8.08 Building Services.......................................................................................................... 39 9.00 BACIF'ILLING...................................................................................................................... 40 9.01 General.......................................................................................................................... 40 9.02 Backfill Procedure at Pipe Zone................................................................................... 40 9.03 Backfill Procedure Above the Pipe Zone......................................................................40 9.04 Disposal of Excess Materials and Debris..................................................................... 41 9.05 Fill Material................................................................................................................... 41 9.06 Density Tests................................................................................................................. 41 10.00 TESTING AND DISINFECTING MAINS........................................................................ 42 10.01 Pressure Testing.......................................................................................................... 42 10.02 Disinfecting Mains and Temporary Water Services .................................................. 43 10.03 Electrical Conductivity Test....................................................................................... 43 10.04 Trace Wire Test - PVC Water Main........................................................................... 43 11.00 SURFACE RESTORATION, CLEANUP AND GUARANTEE ..................................... 48 11.01 Restoration of Surface ................................................................. 11.02 Dust Control During Construction .............................................. 11.03 Mailbox Restoration.................................................................... 11.04 Maintenance of Streets Until Surfaced ........................................ 11.05 Clean Up...................................................................................... 11.06 Guarantee...............................................:..................................... 11.07 Failure to Replace Defective Parts .............................................. iii 12.00 TURF ESTABLISHMENT 12.01 General ...................... 13.00 METHOD OF PAYMENT 50 50 .................... 51 13.01 Water Main Pipe...........................................................................................................51 13.02 Compact Ductile Iron Fittings..................................................................................... 51 13.03 Hydrants....................................................................................................................... 53 13.04 Valves and Boxes........................................................................................................ 53 13.05 Copper Water Service Pipe......................................................................................... 53 13.06 Corporation Cocks....................................................................................................... 54 13.07 Service Saddles............................................................................................................ 54 13.08 Curb Stops and Boxes.................................................................................................. 54 13.09 Air Relief Manholes.................................................................................................... 54 13.10 Piling.............................................................................................................................54 13.11 Special Conditions....................................................................................................... 54 13.12 Special Sections........................................................................................................... 54 13.13 Sheeting Ordered Left in Place.................................................................................... 54 13.14 Jacking..........................................................................................................................55 iv SECTION 1.00 - SCOPE 1.01 GENERAL It is the intent of these detailed specification requirements to provide the requirements for water main construction in the City of Chanhassen, Minnesota. 1.02 WORK INCLUDED The contractor shall, unless specified otherwise, furnish all material, equipment, tools and labor necessary to do the work required under his/her contract and unload, haul and distribute all pipe, castings, fittings, valves, hydrants, and accessories. The contractor shall also remove any street surfacing as required; excavate the trenches and pits to the required dimensions; construct and maintain all bridges for traffic control; sheet, brace and support the adjoining ground or structures where necessary; handle all drainage or ground water; provide barricades, guards and warning lights; lay and test the pipe, castings, fittings, valves, hydrants, and accessories, backfill and consolidate the trenches and pits; maintain the street or other surface over the trench until surface restoration; restore the roadway surface unless otherwise stipulated; remove surplus excavated material; and clean the site of the work. The contractor shall also furnish all equipment, tools, labor and materials required to rearrange sewers, conduits, ducts, pipes or other structures encountered in the installation of the work. All the above work to completely construct the water main facilities shall be done in strict accordance with the project's contract documents to which these specifications are a part thereof. 1.03 LOCATION OF THE WORK The location of this work is as shown on the plans. 1.04 COORDINATION OF WORK The contractor shall be responsible for the satisfactory coordination of the construction of the water main facilities with other construction and activities in the area affected. Delays in work resulting from lack of such harmony shall not in any way be a cause for extra compensation by any of the parties. 1.05 WORKING HOURS Refer to Section 7.02 of the General Conditions. 1.06 REFERENCE REOUMEMENTS hi the specification requirements, reference is made to "MnDOT Specifications" which shall mean the "Standard Specifications for Highway Construction" of the Minnesota Department of Transportation 2016 Edition and all subsequent amendments, and City Engineers Association 1 "Standard Utilities Specifications" for Water Main and Service Line Installation and Sanitary Sewer and Storm Sewer Installation, 2013 Edition, and all subsequent amendments shall apply. J SECTION 2.00 - MATERIALS 2.01 GENERAL The materials used in this work shall be all new, and conform to the requirements for class, kind, size and materials as specified below. All materials permanently incorporated in the work shall be made in America in accordance with Minnesota State Statute 1613.101 PREFERENCE FOR AMERICAN-MADE MATERIALS. The contractor shall submit in writing a list of materials showing the manufacturer designation of all materials. This list must be approved by the engineer. All materials will be certified lead free with the NSF-372 and NSF/ANSI 61. 2.02 DUCTILE IRON FITTINGS Ductile iron fittings shall have mechanical joints and shall be Class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to A.W.W.A. Specification C153, covering compact fittings. Ductile iron fittings shall be paid per ductile iron body weights. Mechanical joints shall conform to A.W.W.A. Specification C111, latest revision, with gaskets. Gaskets shall be made from vulcanized crude rubber compound. All surfaces shall be smooth, free from imperfections and free from porosity. Conductivity straps shall be furnished and installed in accordance with Section 2.15. All fittings shall be epoxy coated and furnished with either 316 stainless or NSS Cor-Blue nuts and bolts. 2.03 DUCTILE IRON PIPE (DIP) Ductile iron pipe shall be designed for a minimum working pressure of 150 pounds per square inch and shall conform to the applicable dimensions and tolerances of A.W.W.A. Specification C151, latest revision, for ductile iron pipe. Fittings shall be ductile iron and shall meet the requirements as specified in Section 2.02. All ductile iron pipe shall be cement lined and the maximum deflection of the pipe shall not exceed 2% of the pipe diameter to prevent cracking of the lining. Weighing scales may be required, as specified in Section 2.02, to verify weight of pipe. Nominal thickness of wall for ductile iron pipe shall be as follows: Size Class Pine Thickness Inches 6" Class 52 0.31 8" Class 52 0.31 10" Class 52 0.35 12" Class 52 0.37 14" Class 51 0.36 16" Class 51 0.37 18" Class 51 0.38 20" Class 51 0.39 24" Class 51 0.41 30" Class 51 0.43 36" Class 51 0.48 42" Class 51 0.53 Pipe walls shall be of a thickness to support 2'/z full threads for the size of service necessary of Standard Corporation stop threads as specified by A.W.W.A. C800. A service saddle shall be used when the corporation stop exceeds the size listed in the following for each diameter of water main. Water main Size Maximum Corp Size Without Saddle 6" 1" 8" 1'/4" 10 1'/i' 12" 2" 14" and larger 2" All ductile iron pipe shall be marked 'DUCTILE IRON" in large letters. The nominal wall thickness shall be plainly marked on each piece of pipe. 2.03a Plastic Film Wrap. An approved plastic film wrap for protection of ductile iron pipe shall be provided at all locations. The wrap shall be the "tube" type having 8-mil thickness. A two (2) inch wide polyethylene adhesive tape shall be used to secure the tube of film to the pipe. The unit bid price per lineal foot shall include the cost of furnishing and installing the plastic wrap and shall be compensation in full regardless of the size of the pipe to be protected. 2.04 POLYVINYL CHLORIDE PIPE (PVC) Polyvinyl chloride pressure pipe (PVC) for water main shall conform to A.W.W.A. C900. All pipe shall have a minimum dimension ratio (DR) of 18 corresponding to a working pressure of 150 PSI for PVC type 1120 pipe. Laying lengths shall be 20 feet (+l") for all sizes. Joints. The bell shall consist of an integral wall section with a factory -installed, solid cross-section elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. C900. The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. Fittings. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. C110 (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile 4 iron fitting shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. All buried nuts and bolts shall be Cor-Blue or stainless. Service Saddles. All service saddles shall be constructed of stainless steel installed as per Section 2.14. Pine Bedding Material. Pipe bedding material shall be in accordance with Section 7.02 of the Sanitary Sewer Specifications and shall be installed as per Standard Plate No. 2203 of these specifications. Pipe bedding material shall be considered incidental to the pipe installation. 2.05 TRACE WIRE Materials General All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. Trace Wire • Open Trench — Trace wire shall be #12 AWG Copper Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. • Directional Drilling/Boring — Trace wire shall be #12 AWG Copper Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. • Trace Wire — Pipe Bursting/Slip Lining — Trace wire shall be 7x7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness. Connectors • All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two, 3-way connectors with a short jumper wire between them is an acceptable alternative. • Direct Bury Wire Connectors — Shall include 3-way lockable connectors and mainline to lateral lug connectors specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. • Non -locking friction fit, twist on or taped connectors are prohibited k Termination/Access • All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. • All grade level/in-ground boxes shall be appropriately identified with "sewer" or "water" cast into the cap and be color coded. • A minimum of two feet of excess/slack wire is required in all trace wire access boxes after meeting final elevation. • All trace wire access boxes must include a manually interruptible conductive/connective link between the terminal(s) for the trace wire connection and the terminal for the grounding anode wire connection. • Grounding anode wire shall be connected to the identified (or bottom) terminal on all access boxes. • Service Laterals on Public Property — Trace wire must terminate at an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. • Service Laterals on Private Property — Trace wire must terminate at an approved above- ground trace wire access box, affixed to the building exterior directly above where the utility enters the building, at an elevation not greater than five vertical feet above finished grade, or terminate at an approved grade leveUin-ground trace wire access box, located within two linear feet of the building being served by the utility. • Hydrants — Trace wire must terminate at an approved grade leveUin-ground trace wire access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties shall not be acceptable.) • Long -Runs, In Excess of 500 Linear Feet Without Hydrants — Trace wire access must be provided utilizing an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48" polyethylene marker post, color coded per APWA standard for the specific utility being marked. Groundine • Trace wire must be properly grounded at all dead ends/stubs. • Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode rod with a minimum of 20 feet of # 14 red HDPE insulated copper clad steel wire connected to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the same elevation as the utility. • When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in a direction 180 degrees opposite of the trace wire, at the maximum possible distance. • When grounding the trace wire in areas where the trace wire is continuous and neither the mainline trace wire nor the grounding anode wire will be terminated at/above grade, install grounding anode directly beneath and in line with the trace wire. Do not coil excess wire from grounding anode. In this installation method, the grounding anode wire shall be G1 trimmed to an appropriate length before connecting to trace wire with a mainline to lateral lug connector. Where the anode wire will be connected to a trace wire access box, a minimum of two feet of excess/slack wire is required after meeting final elevation. Installation General • Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without distortion of signal caused by multiple wires being installed in close proximity to one another. • Trace wire systems must be installed as a single continuous wire, except where using approved connectors. No looping or coiling of wire is allowed. • Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. • Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. • Trace wive must be properly grounded as specified. • Trace wire on all service laterals/stubs must terminate at an approved trace wire access box located directly above the utility, at the edge of the road right-of-way, but out of the roadway. (See Trace Wire Termination/Access.) • At all mainline dead -ends, trace wire shall go to ground using an approved connection to a drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See Grounding.) • Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connection to a grounding anode buried at the same depth as the trace wire. • In occurrences where an existing trace wire is encountered on an existing utility that is being extended or tied into, the new trace wire and existing trace wire shall be connected using approved splice connectors, and shall be properly grounded at the splice location as specified Sanitary Sewer System A mainline trace wire must be installed with directionally bored sewer lines with all service lateral trace wires properly connected to the drive-in magnesium grounding anode rod driven in at the " T'. Lay mainline trace wire continuously, by-passing around the outside of manholes/structures on the north and east side. • Trace wire on all sanitary service laterals must terminate at an approved trace wire access box color coded green and located directly above the service lateral at the edge of road right-of-way. Water System • A mainline trace wire must be installed, with all service lateral trace wires properly connected to the drive in at the " T' and driven in at saddle connection point. • Lay mainline trace wire continuously, by-passing around the outside of valves and fittings on the north and east side. • Trace wire on all water service laterals must terminate at an approved trace wire access box color coded blue and located directly above the service lateral at the edge of road right-of- way. • Grrade level/in-ground trace wire access boxes will be installed on all fire hydrants. • All conductive and non-conductive service lines shall include trace wire. Storm Sewer System • All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and 5233. Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: • Uninsulated trace wire. • Trace wire insulations other than HDPE. • Trace wires not domestically manufactured. • Non -locking, friction fit, twist -on or taped connectors. • Brass or copper ground rods. • Wire connections utilizing taping or spray -on waterproofing. • Looped wire or continuous wire installations that have multiple wires laid side -by -side or in close proximity to one another. • Trace wire wrapped around the corresponding utility. • Brass fittings with trace wire connection lugs. • Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. • Connecting trace wire to existing conductive utilities. Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. E This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. Products The following products have been deemed acceptable and appropriate. These products are a guide only to help in choosing the correct applications for a trace wire project. • Copper Clad Steel (CCS) Trace Wire o Open Trench— Copperhead #12 High Strength Part # 1230-HS o Directional Drilling/Boring — Copperhead Extra High Strength Park #1245*EHS o Pipe Bursting/Slip Lining — Copperhead SoloShot Extreme Strength 7x7 Stranded Part #PBX-50 • Connectors o Copperhead 3-way Locking Connector Part #LSC 1230* o DryConn 3-way Direct Bury Lug: Copperhead Part #3 WB-01 • Termination/Access o Fire Hydrant and Non -Roadway access box applications: Trace wire access boxes grade level Copperhead adjustable lite duty Part #L.D14*TP o Concrete/Driveway access box applications: Trace wire access boxes grade level Copperhead Part #CD14*TP 1411 . • Grounding o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.) Manufacturers Product Options The information provided by Copperhead Industries gives project options to help in choosing the correct wire, termination/access points, connectors and grounding products. Other manufacturers provide these products as well. This information is only a guide. 2.06 RESILIENT WEDGE GATE VALVES (4" TO 18" IN DIAMETER) Gate vales shall be Clow, Mueller or approved equal. Gate valves shall be resilient wedge type, manufactured to meet all applicable requirements of A.W.W.A. Standard for Resilient Sealed Gate Valves C509. Valves shall have non -rising stems, opening in a counterclockwise direction. Valves shall be famished with all exterior solid stainless steel nuts and bolts and a bronze operating nut 2" A.W.W.A. square. Valves shall have full epoxy coating on the inside with full epoxy coating on the exterior of valve, or approved equal, and a 10-year warranty. Payment shall be at the bid unit price stated on the proposal and shall include all miscellaneous items associated with the work. IN 2.07 BUTTERFLY VALVES Butterfly valves shall be Clow or approved equal. Butterfly valves shall be located as shown on the plans positioned as shown on the standard plates and be constructed for buried service. Bodies shall be of cast or ductile iron with mechanical joint to fit ductile iron pipe and be furnished with all solid stainless steel nuts and bolts. Valve bearings shall be of nylon or permanently lubricated bronze. The rubber seat shall be permanently bonded to the body. The shaft shall be 316 stainless steel with a disc Ni-resist Type 1 with polished edge. The operator shall be constructed and sealed for buried or submerged service. This unit shall be equipped with an A.W.W.A. two-inch (2") square bronze operating nut, and open in a counterclockwise direction. The valve and operator assembly and all components shall be equal or exceed all recognized standards and shall be Clow, or approved equal. Minimum requirements for butterfly valves shall conform to A.W.W.A. C504, latest revision. Valves shall be furnished with all exterior stainless steel nuts and bolts. 2.08 VALVE BOXES Valve boxes shall be cast iron of the three piece type suitable for a depth of 71% feet of cover over the top of the pipe or to a depth as shown on the plans. For valves buried to a depth greater than 8 feet from the top of operating nut to the top of the finished grade, the valve box shall be equipped with a riser rod in a length when connected to the operating nut is 6' below the top of the finished grade. Boxes shall be 5'/4" diameter, bases may be round or oval and length adjustment shall be screw type. Valve boxes shall be Tyler 6860 G, Mueller H10361 or Bibby -Ste. -Croix or approved equal as shown on City Standard Plate No. 1006. Drop covers on valve boxes shall bear the word "water" on the top. 2.09 VALVE BOX ADAPTERS Valve box adapters shall be installed on all gate valves and butterfly valves as manufactured by Adapter, Inc. or approved equal. Payment for said adapters shall be considered incidental to the price of gate valves or butterfly valves. 2.10 HYDRANTS Fire hydrants purchased or installed shall meet or exceed all applicable requirements and tests of ANSI and the latest revisions of AWWA Standard C502. Fire hydrants shall meet all test requirements and be listed by Underwriters Laboratories Inc. Fire hydrants shall meet all test requirements and have full approval of Factory Mutual. Fire hydrants shall meet the following requirements. Fire hydrants shall be rated for a working pressure of 250 Psig. (1825 kPa). Fire hydrants shall be of the compression type, opening against the pressure and closing with the pressure. 10 Fire hydrants shall have a minimum 5'/<" main valve opening and a minimum inside lower/upper barrel diameter (I.D.) of 7" to assure maximum flow performance. Pressure loss at 1,000 GPM shall not exceed the following value. 4V2' Pumper Nozzle: 2.50 psi Fire hydrants shall be three-way in design, having one 4'/z" pumper nozzle and two 2'/2" hose nozzle(s). Nozzle thread type shall be national standard fire coupling screw threads. Nozzles shall thread counterclockwise into hydrant barrel utilizing "o" ring seals. A suitable nozzle lock shall be in place to prevent inadvertent nozzle removal. The operating nut shall be a one-piece design, manufactured of ASTM B-584 bronze. It shall be national standard pentagon in shape and the nut dimensions shall be measuring 1'/z' from point to flat. The direction of the opening shall be counter -clockwise and an arrow shall be cast on the bonnet flange to indicate the specified opening direction. Hydrants shall be a "traffic -model" having upper and lower barrels joined at the ground line by a separate and breakable "swivel" flange providing 360' rotation of upper barrel for proper nozzle facing. This flange shall employ not less than eight bolts. The safety flange segments shall be located under the upper barrel flange to prevent the segments from falling into the lower barrel when the hydrant is struck. The pressure seal between the barrels shall provide not less than 24" of clearance from the centerline of the lowest nozzle to the ground. The operating stem shall consist of two pieces not less than 1'/4" diameter (excluding threaded or machined areas) and shall be connected by a stainless steel safety coupling. The safety coupling shall have an integral internal stop to prevent the coupling from sliding down into the lower barrel when the hydrant is struck. Screws, pins, bolts, or fasteners used in conjunction with the stem couplings shall also be stainless steel. The top of the lower stem shall be recessed 2" below the face of the safety flange to prevent water hammer in the event of a "drive over" where a vehicle tire might accidentally depress the main valve. The lower barrel shall be an integrally cast unit. The use of threaded on or mechanically attached flanges is deemed unacceptable. The hydrant bury depth shall be a minimum of 7.5' of cover over the hydrant service. All buried bolts and nuts shall be high -strength, ductile iron T-bolts and hex nuts with composition, dimensions, and threading in accordance with the latest revision of ANSI/AWWA Standard C111/A21.11. The T-bolts and hex nuts shall be stainless steel NSS Cor-Blue or an approved equal. Composition of the main valve shall be a molded rubber having a durometer hardness of 95 +/- 5 and shall be reversible in design to provide a spare in place. Plastic (polyurethane) main valves are unacceptable. The main valve shall have a cross section not less than 1 ". 11 Hydrants shall be equipped with two (2) drain valves that drain the barrel when the hydrant is closed and seal shut when the hydrant is opened. These drain valves shall be an integral part of the one piece bronze upper valve plate. They shall operate without the use of springs, toggles, tubes, levers or other intricate synchronizing mechanisms. The upper valve place, seat ring and drain ring (she bushing) must be ASTM B-584 bronze and work in conjunction to form an all bronze drain way. A minimum of two (2) internal and two (2) external drain openings are required. Drains ported through an iron shoe must be bronze lined. The bronze seat ring shall thread into a bronze drain ring (or shoe bushing) providing a bronze - to -bronze connection. Seat rings shall be "o" ring pressure sealed. The shoe inlet size and connection type shall be MJ having ample blocking pads for sturdy setting and the MJ connection must have two strapping lugs to secure the hydrant to piping. A minimum of six solid stainless steel bolts and nuts are required to fasten the shoe to the lower barrel. The interior of the shoe including the lower valve plate and stem cap nut shall have a protection coating that meets the requirements of AWWA C-550. If a stem cap nut is utilized, a stainless steel lock washer or similar non -corrosive device that will prevent the cap nut from backing off during normal use must lock it in place. Hydrants shall be warranted by the manufacturer against defects in materials or workmanship for a period of ten years (10) from the date of manufacture. The manufacturing facility for the hydrant must have current ISO certification. Hydrants shall be Clow Medallion, Mueller Super Centurion, or approved equal. All painted surfaces shall be warranted for a period of two years from the time the City accepts the public utility improvements. In the event the hydrant paint is not in satisfactory condition at the end of the warranty period, the entire hydrant shall be prepared (scraping, sanding) and repainted in accordance with these specifications. Any hydrant that is extended 6" or more shall be supplied with an extra -heavy operating rod from the base to top of hydrant. All hydrant installations shall include a location marker as shown on Detail Plate No. 1004. Immediately after installing or relocating a fire hydrant, it must be securely covered by the contractor with a plastic bag to indicate it is "out of service". The plastic bag may only be removed for testing purposes by a city representative. Upon approval of all testing (hydro, bacteria, flush and conductivity) and city acceptance, the Chanhassen Utility Department will open the gate valve, remove the plastic bag and flush the hydrant. 12 "PLEASE NOTE: The Utility Department requires a 48-hour advance notice to schedule turning on or off water lines. 2.11 CORPORATION STOPS (D.I.P) Corporation stops shall be installed using manufacturer's recommendations. Corporation shall be one of the following, or approved equal: Mueller B-25008; or Ford FB-1000 Q; or McDonald 47101 BCAPQ 2.12 CURB STOP AND BOX a snug fitting smooth jaw wrench and as per stops shall be quick compression -type fittings and Curb stop valves shall be of the compression -type fitting and shall be one of the following and specifically for the use with copper inlet and outlet service pipe (without a set screw): Mueller H-15155 or Mueller B-25155 or approved equal; or McDonald 76104Q or approved equal; or Ford B44-444 (1"), Ford B44-666 (1 1/2"), Ford B44-777 (2") with quick joint option, or approved equal. All curb stop valves shall be threaded and conform to the Minneapolis Pattern. Curb stop fittings shall tightened with a snug fitting smooth jaw wrench and as per manufacturer's recommendations. Curb box shall be Mueller H-10300, McDonald 5614 or equal, which can be extended from 72" to 84" high and shall conform to the Minneapolis Pattern. Where curb boxes are placed in paved or concrete areas, a curb box cover and frame shall be installed (McDonald 74 Series Standard "A" or approved equal). 2.13 COPPER TUBING Copper tubing shall comply with the following and shall be manufactured in the United States of America: Federal Specification ASTM Specification AWWA Specification W W-T-799 Type K B-88-62 Type K C-800-55 Type K One -inch (I") seamless copper service lines shall be of minimum size for all water service, except where specified by City of Chanhassen in high-pressure water areas or where there are other unusual circumstances. 13 In instances where a 1" CTS coupler must be used, the coupler shall be the quick compression -type McDonald 74104BCAPQ or approved equal. Flare couplers shall not be used 2.14 SERVICE SADDLES All service saddles will be made of stainless steel and tightened to manufacturer's specifications, and verified with a torque wrench. Service saddles shall be Romac Style 304, Cascade CSC-2, Smith Blair 371-372, or approved equal. 2.15 RETAINER GLANDS All retainer glands shall be ductile iron with set screws being solid stainless steel similar to American Double-X mechanical joint retainer glands or approved equal and shall be capable of withstanding torque of not less 80-foot pounds. 2.16 MECHANICAL JOINT RESTRAINTS Mechanical joint restraints shall be manufactured of ductile iron confomting to ASTM A 536-80 with ductile iron restraining devices heat treated to a minimum hardness of 370 GHN. Thrust Restraint Criteria: A) Megalug, or approved equal, joint restraining glands are required at pipe joints. B) For restrained joints, the number of feet (m) of tied pipe required shall be in accordance with the table shown on Detail Plate No. 1011. C) For special cases not covered by the standard plate design of thrust restraint, the construction shall be in accordance with Thrust Restraint Design for Ductile Iron Pipe, Ductile Iron Pipe Research Association (1989). A working pressure of 250 psi (1725 kPa), shall be used for design calculation. The mechanical joint restraint shall have a working pressure of at least 250 psi and shall be MegaLug manufactured by EBAA IRON, INC. or approved equal. Restraints for C900 PVC shall be Ebba IRON Mega -Lug Series 2000 PV or approved equal. All mechanical joint restraints shall be spray -coated with a bituminous coal tar supplied by the manufacturer. 2.17 ELECTRICAL CONDUCTIVITY MATERIALS All joints on ductile iron pipe and fittings shall be connected with an electrical conducting copper strap, clips or cable designed and tested to withstand 400 amps. 2.18 AIR RELIEF MANHOLES 14 Air relief manholes shall be constructed using pre -cast sections conforming to ASTM Specification C478 according to the standard plate. The standard manhole casting shall be as shown on the Standard Detail Plate Nos. 1008 and 2111. Lettering on the manhole castings shall be as shown on the standard plate. All castings shall conform to the requirements and dimensions shown on the drawings. All covers must fit closely in the rings in any and all positions and, when placed in the rings, must fit the ring solidly in all positions so that there will be no rocking from pressure applied on any point of the cover. 2.19 AIR RELIEF VALVES Air relief valves shall be Crispex Universal air valves manufactured by Multiplex Manufacturing Company or approved equal. The valve shall be fiunished with a V inlet, a 1" shut-off valve (ball valve), and all other accessories needed as per Standard Detail Plate No. 1008. An operating instructions and maintenance manual shall be included with the valve. 2.20 CONCRETE Concrete to be used shall be composed of a mixture of fine and coarse aggregate and a Portland Hydraulic Cement conforming to the ASTM Specification designation C-150, Type 1, with the proper water -cement ratio to obtain a compressive strength not less than 3,000 pounds per square inch in 28 days. The fine aggregate for concrete shall be composed of a clean washed sand of hard, sharp, durable particles. Coarse aggregate for concrete shall be composed of a gravel uniformly graded three -fourth inch (3/4") maximum size to #4 sieve. Coarse aggregate shall be composed of hard durable particles free of shale, chert, flat or elongated pieces. Fine and coarse aggregate shall conform to the A.S.T.M. Specification for Concrete Aggregates, Designation C-33. Mixing water shall be suitable for drinking purposes, containing no acids, alkalis, oils or other deleterious materials. Concrete shall be mixed in a mechanically operated mixer so controlled that the drum shall operate a minute and one-half after all materials including water are in the drum. Concrete mixtures shall conform to MnDOT Specification 2461. The slump shall not exceed four inches (4") plus or minus one inch (1 "). 2.21 SOIL MATERIALS 2.21allormal "Fill Material" Is defined under the backfilling Section No. 9.05 2.21b Crushed Rock 15 The material shall consist of durable crushed quarry rock of which 100% passes a 2" sieve and of which 95% is retained on a #4 sieve size. It shall not contain soil overburden, sod, roots, plants, and other organic matter, or any other materials considered objectionable by the engineer. 2.22 INSULATION Sheet insulation shall be two-inch thick, four -foot wide Direct Bury Styrofoam. Sheets shall be centered on the pipe and installed above or below the pipe in accordance with typical Detail Plate No. 2204. Site specific requirements shall be determined by the engineer and shall be preapproved prior to construction. 16 SECTION 3.00 - INSPECTION AND TESTING OF MATERIALS 3.01 SHOP INSPECTIONS AND TESTING All materials famished by the contractor are subject at the discretion of the engineer, to inspection and/or testing by accepted methods at the plant of the manufacturer. This inspection and/or testing is to be made at the cost of the owner. The material supplier shall provide the city with copies of test results on materials that are famished to the contractor. 3.02 FIELD INSPECTION AND TESTING All materials furnished by or for the contractor for incorporation into the work under contract shall, at the discretion of the engineer, be subject to inspection and/or testing by methods acceptable to the engineer. 3.03 DISPOSITION OF DEFECTIVE MATERIAL All material found during the process of inspecting and testing to be defective, or defective material encountered at any time during the progress of the work, will be rejected by the engineer and the contractor shall promptly remove from the site all such material. 3.04 CONCRETE TEST CYLINDERS On all types of concrete construction, up to four (4) test cylinders may be taken from each section of the structure cast in one operation. The project engineer or authorized representative shall, within four (4) days of their origin, deliver all cylinders to an approved testing laboratory. The actual cost of testing shall be paid by the owner. 17 SECTION 4.00 - CONTRACTOR'S RESPONSIBILITY FOR MATERIALS 4.01 MATERIAL FURNISHED BY CONTRACTOR The contractor shall be responsible for all material famished by him, and she shall replace at his/her own expense all such material that is found to be defective in manufacture or that has become damaged in handling after delivery by the manufacturer. This shall include the furnishing of all material and labor required for the replacement of installed material discovered defective prior to the final acceptance of the work, or during the warranty period of the work. 4.02 MATERIAL FURNISHED BY THE OWNER The contractor's responsibility for material famished by the owner shall begin at the point of delivery by the manufacturer, or owner, and upon acceptance of the material by the contractor. The contractor shall examine all material famished by the owner at the time and place of delivery and shall reject all defective material. The point of delivery shall be stated in the "Special Provisions". 4.03 REPLACEMENT OF DAMAGED MATERIAL Any material furnished by the owner that becomes damaged after acceptance by the contractor shall be replaced by the contractor at his/her own expense. 4.04 RESPONSIBILITY FOR SAFE STORAGE The contractor shall be responsible for the safe storage of material famished by or to him, and accepted by him, and intended for the work, until it has been incorporated in the completed project. The interior of all pipe, fittings, and other accessories shall be kept free from dirt and foreign matter at all times. Valves and hydrants shall be drained and stored in a manner that will protect them from damage and freezing. 18 SECTION 5.00 - MATERIAL HANDLING, ALIGNMENT AND GRADE 5.01 MATERIAL HANDLING Pipe and other accessories shall, unless otherwise directed in the special provisions, be unloaded at the point of delivery, hauled to and distributed at the site of the project by the contractor. They shall at all times be handled with care to avoid damage. In distributing the material at the site, each piece shall be unloaded opposite or near the place where it is to be laid in the trench. Pipe shall be so handled such that the coating and lining will not be damaged. If, however, any part of the lining or coating is damaged, the repair shall be made by the contractor at his/her expense in a manner satisfactory to the engineer. 5.02 PIPE ALIGNMENT AND GRADES All pipe shall be laid and maintained to the required lines and grades; with hydrants, valves and fittings at the required locations; and with joints centered and drawn "home'; and with all valve and hydrant stems plumb. The owner will furnish line and grade stakes necessary for the work. It shall be the contractor's responsibility to preserve these stakes from loss or displacement. The engineer may order replaced any stakes she deems necessary for the proper protection of the work. Any replacements shall be at the contractor's expense. All pipes shall be laid to the depth shown on the contract drawings. The contractor shall satisfactorily maintain the specified cover. If additional bends are required where not shown on the drawings to maintain alignment around curves, the contractor shall provide the required number and be compensated at the unit price as proposed on the bid form. The following is the maximum allowable joint deflection for the cast iron pipe. A.W.W.A. C-600 TABLE 1 & 2 - SUMMARY (20' Pipe Length - except as noted) Maximum Allowable Deflections (inches) Rice Size Mechanical Joint Push -on Joint 4 31"* 21" 6 27"* 21" 8 20" 21" 12 22" 21" 16 15" 12" 18 12" 12" 20 12" 12" 24 10" 12" 30 10" 8" 36 9" 8" 42 8" 8" 48 8" 8" * 18' length 19 5.03 DEVIATION WTFH ENGINEER'S CONSENT No deviation shall be made from the required line or grade except with the written consent of the engineer. 5.04 DEVIATIONS OCCASIONED BY OTHER UTILITY STRUCTURES Wherever existing utility structures or branch connections leading to main sewers or to main drains or other conduits, ducts, pipe or structures present obstructions to the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the contractor through cooperation with the owner of the utility, structure or obstruction involved. In those instances where their relocation or reconstruction is impracticable, a deviation from the grade will be ordered and the change shall be made in the manner directed with extra compensation allowed therefore at unit prices, if applicable. -)p SECTION 6.00 — DIRECTIONAL BORE OF HIGH DENSITY POLY ETHYLENE 6.01 GENERAL This section covers the directional bore of High Density Poly Ethylene pipe (HDPE). The HDPE pipe shall be designed, furnished, and installed complete with all fittings, jointing materials, anchors, blocking, encasement, and other necessary appurtences. All materials and equipment used in the drilling systems shall be of high quality and generally accepted in the industry. The services furnished by the contractor shall be performed in accordance with standard HDD industry practice and these documents and shall include all labor, equipment, and consumables necessary to accomplish the following tasks: a. Clearing, grading, and general site/access preparation necessary for construction operations. b. Transportation of all equipment, labor, materials, and consumables to and from the jobsite. c. Erection of horizontal drilling equipment at the rig site indicated on the drawings. d. Drilling of a pilot hole to a diameter suitable for installation of the prefabricated pull section. e. Reaming the pilot hole along the path indicated on the drawings. f Prefabrication of the pull section including thermal butt fusion of the individual HDPE pipes in accordance with the applicable specification. g. Installation of the prefabricated pull section in the reamed hole. h. Fusion of HDPE fittings to the ends of each individual HDPE pipe following installation of the pull section. i. Pre -installation and post -installation hydrostatic testing of each individual HDPE pipe in accordance with the applicable specification. j. Clean-up and restoration of all work areas. 6.02 GOVERNING STANDARD Except as modified or supplemented herein, all HDPE pressure pipe shall conform to the applicable requirements ofANSI/AWWA C906. The supplementary information required in the foreword of the governing standard is as follows: 21 Affidavit of Compliance (Sec. 6.3) Plant Inspection (Sec. 5.9) Special Markings (Sec. 6.1.4) Special Preparation for Shipment (Sec. 6.2) Special Quality Assurance Testing (Sec. 5) 6.03 SUBMITTALS Required Not Required Not Required Not Required Required All procedures or material descriptions requiring the engineer's approval shall be submitted not less than 3 weeks prior to commencing any horizontal directional drilling activities. Submittals shall include but are not limited to the following: a. Composition of drilling fluid. b. Description of the drilling fluid solids control system (plan for minimization and disposal of excess drilling fluids). c. Buoyancy control plan (if applicable). d. Drilling fluid disposal plan. 6.04 PROTECTION OF UNDERGROUND FACILITIES The contractor shall undertake the following steps prior to commencing drilling operations. a. Contact the utility location/notification service and all other utilities not covered by this service for the construction area. b. Positively locate and stake all existing lines, cables, or other underground facilities including exposing any facilities which are horizontally located within 10 feet of the designed drilled path. c. Modify drilling practices and downhole assemblies to prevent damage to existing facilities. The contractor shall be responsible for locating any and all underground facilities regardless of the engineer's previous efforts in this regard. The contractor shall be responsible for all losses and repairs to underground facilities resulting from drilling operations. 22 6.05 PERMITS AND APPROVALS The Contractor shall obtain all other necessary permits and approvals. All work performed shall comply with the requirements of the permits obtained. 6.06 QUALITY ASSURANCE Qualifications - The pipe manufacturer shall provide the services of an experienced, competent, and authorized representative to visit the site of the work to advise and consult with the contractor during joining and installation of the pipe. The manufacturer's representative shall not directly supervise the contractor's personnel, and the contractor shall remain responsible for the pipeline work. Storage and Handling - Pipe, fittings, and accessories shall be handled in a manner that will ensure installation in sound, undamaged condition. Pipe shall not be stored uncovered in direct sunlight. 6.07 MATERIALS Pine/Fittings - Chevron "Plexco" or Phillips "Driscopipe", ANSI/AWWA C906; material designation (ASTM D3350), PE 3408, minimum cell classification 334434C, DIPS (Ductile Iron Pipe Size) OD, DR 11.0. Joints - Thermal butt fusion joints, ASTM D3261. Codlings - Electrof ision Couplers. Connections with DIP - Connections shall be made using fittings suitable for such purposes. Mechanical joining to the ductile iron pipe shall be made using polyethylene flange adapter and metal backup ring. The adjoining ductile iron fitting shall be of an equivalent internal diameter as the polyethylene piping. Trace Wire Materials General All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. O1 Trace Wire Open Trench — Trace wire shall be #12 AWG Copper Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. Directional Drilling/Boring — Trace wire shall be #12 AWG Copper Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. Trace Wire — Pipe Bursting/Slip Lining — Trace wire shall be 7x7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 m] HDPE insulation thickness. Connectors All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two, 3-way connectors with a short jumper wire between them is an acceptable alternative. Direct Bury Wire Connectors — Shall include 3-way lockable connectors and mainline to lateral lug connectors specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. Non -locking friction fit, twist on or taped connectors are prohibited. Termination/Access • All trace wire termination points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. • All grade level/in-ground boxes shall be appropriately identified with "sewer" or "water" cast into the cap and be color coded. • A minimum of two feet of excess/slack wire is required in all trace wire access boxes after meeting final elevation. • All trace wire access boxes must include a manually interruptible conductive/connective link between the terminal(s) for the trace wire connection and the terminal for the grounding anode wire connection. • Grounding anode wire shall be connected to the identified (or bottom) terminal on all access boxes. • Service Laterals on Public Property — Trace wire must terminate at an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. • Service Laterals on Private Property — Trace wire must terminate at an approved above- ground trace wire access box, affixed to the building exterior directly above where the utility enters the building, at an elevation not greater than five vertical feet above finished grade, or terminate at an approved grade level/in-ground trace wire access box, located within two linear feet of the building being served by the utility. 24 Hydrants — Trace wire must terminate at an approved grade level/in-ground trace wire access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties shall not be acceptable.) Long -Runs, In Excess of 500 Linear Feet Without Hydrants — Trace wire access must be provided utilizing an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. The grade level/in-ground trace wire access box shall be delineated using a minimum 48" polyethylene marker post, color coded per APWA standard for the specific utility being marked. Groundin¢ • Trace wire must be properly grounded at all dead ends/stubs. • Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode rod with a minimum of 20 feet of # 14 red HDPE insulated copper clad steel wire connected to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the same elevation as the utility. • When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in a direction 180 degrees opposite of the trace wire, at the maximum possible distance. • When grounding the trace wire in areas where the trace wire is continuous and neither the mainline trace wire nor the grounding anode wire will be terminated attabove grade, install grounding anode directly beneath and in line with the trace wire. Do not coil excess wire from grounding anode. In this installation method, the grounding anode wire shall be trimmed to an appropriate length before connecting to trace wire with a mainline to lateral lug connector. • Where the anode wire will be connected to a trace wire access box, a minimum of two feet of excess/slack wire is required after meeting final elevation. Installation General • Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without distortion of signal caused by multiple wires being installed in close proximity to one another. • Trace wire systems must be installed as a single continuous wire, except where using approved connectors. No looping or coiling of wire is allowed. • Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. • Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. • Trace wire must be properly grounded as specified. 25 • Trace wire on all service laterals/stubs must terminate at an approved trace wire access box located directly above the utility, at the edge of the road right-of-way, but out of the roadway. (See Trace Wire Termination/Access.) • At all mainline dead -ends, trace wire shall go to ground using an approved connection to a drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See Grounding.) • Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connection to a grounding anode buried at the same depth as the trace wire. • In occurrences where an existing trace wire is encountered on an existing utility that is being extended or tied into, the new trace wire and existing trace wire shall be connected using approved splice connectors, and shall be properly grounded at the splice location as specified. Sanitary Sewer System • A mainline trace wire must be installed with directionally bored sewer lines with all service lateral trace wires properly connected to the drive-in magnesium grounding anode rod driven in at the "P". • lay mainline trace wire continuously, by-passing around the outside of manholes/structures on the north and east side. • Trace wire on all sanitary service laterals must terminate at an approved trace wire access box color coded green and located directly above the service lateral at the edge of road right-of-way. Water System • A mainline trace wire must be installed, with all service lateral trace wires properly connected to the drive in at the " r' and driven in at saddle connection point. • Lay mainline trace wire continuously, by-passing around the outside of valves and fittings on the north and east side. • Trace wire on all water service laterals must terminate at an approved trace wire access box color coded blue and located directly above the service lateral at the edge of road right-of- way. • Grade level/in-ground trace wire access boxes will be installed on all fire hydrants. • All conductive and non-conductive service lines shall include trace wire. Storm Sewer System • All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and 5233. Prohibited Products and Methods 26 The following products and methods shall not be allowed or acceptable: • Uninsulated trace wire. • Trace wire insulations other than HDPE. • Trace wires not domestically manufactured • Non -locking, friction fit, twist -on or taped connectors. • Brass or copper ground rods. • Wire connections utilizing taping or spray -on waterproofing. • Looped wire or continuous wire installations that have multiple wires laid side -by -side or in close proximity to one another. • Trace wire wrapped around the corresponding utility. • Brass fittings with trace wire connection lugs. • Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. • Connecting trace wire to existing conductive utilities. Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. Products The following products have been deemed acceptable and appropriate. These products are a guide only to help in choosing the correct applications for a trace wire project. Copper Clad Steel (CCS) Trace Wire o Open Trench — Copperhead # 12 High Strength Part # 1230-HS o Directional Drilling/Boring — Copperhead Extra High Strength Park # 1245*EHS o Pipe Bursting/Slip Lining — Copperhead SoloShot Extreme Strength 7x7 Stranded Part #PBX-50 Connectors o Copperhead 3-way Locking Connector Part #LSC 1230* o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01 Termination/Access o Fire Hydrant and Non -Roadway access box applications: Trace wire access boxes grade level Copperhead adjustable lite duty Part #LD14*TP o Concrete/Driveway access box applications: Trace wire access boxes grade level Copperhead Part #CD14*TP 14". 27 Grounding o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.) Manufacturers Product Options The information provided by Copperhead Industries gives project options to help in choosing the correct wire, temunation/access points, connectors and grounding products. Other manufacturers provide these products as well. This information is only a guide. 6.08 ACCESS The contractor shall work within the designated Right of Way. Access to the work site shall be acceptable to all governing agencies. 6.09 INSTALLATION Laying Pipe - Pipe shall not be laid in water or under unsuitable weather or trench conditions, and shall be protected against entry of foreign matter. During cold weather, particular care shall be taken in handling and laying pipe to prevent damage by impact. Whenever pipe laying is stopped, the open end of the line shall be closed with a tight -fitting end board to keep out sand and earth. The end board shall have several perforations near its center to permit water into the pipe, thus preventing flotation in the event that the trench is flooded. Standing water in the trench shall be removed before the end board is removed. Pipe shall be protected from exposure to sunlight, shall be kept as cool as possible during installation, and shall be covered with backfill immediately after installation. Cleanine - The interior of all pipe and fittings shall be thoroughly cleaned before installation and shall be kept clean until work has been accepted. Directional Tolerance - The pilot hole shall be drilled along the path shown on the drawings to the tolerances listed below: a. Alignment - Plus or minus 5 feet. b. Entry Point Location - The pilot hole shall initially penetrate the ground surface at the exact location shown on the drawings. The contractor shall determine the entry side of the pilot hole drilling depending on the pipe grade, availability of right-of-way, room to string the pipeline, and other factors. c. Exit Point Location - The pilot hole shall finally exit the ground surface at the exact location shown on the drawings. 28 In all cases, right-of-way restrictions shall take precedence over the listed tolerances. Regardless of the tolerance achieved, no pilot hole will be accepted if it will result in any or all of the pipeline being installed in violation of right-of-way restrictions. In all cases, concern for adjacent utilities and/or structures shall take precedence over the listed tolerances. Listing of tolerances does not relieve the contractor from responsibility for safe operations or damage to adjacent utilities and structures. Cutting Pine - Cutting shall comply with the pipe manufacturer's recommendations. Cuts shall be smooth, straight, and at a right angle to the pipe axis. After cutting, the end of the pipe shall be dressed to remove all roughness and sharp corners and shall be beveled in accordance with the manufacturer's instructions. Jointing - Jointing shall conform to the instructions and recommendations of the pipe manufacturer. Sections of HDPE pipe shall be joined into continuous lengths above ground by the thermal butt fusion method in accordance with the pipe manufacturer's recommendations for the specified service. The butt fusion equipment used in the joining procedures should be capable of meeting all conditions recommended by the pipe manufacturer, including, but shall not be limited to, temperature requirements of 400°F, alignment, and 75 psi interfacial fusion pressure. Butt fusion joining shall be 100 percent efficient offering a joint weld strength equal to or greater than the tensile strength of the pipe. Socket fusion and extrusion welding or hot gas welding will not be acceptable. All joining procedures shall be acceptable to the engineer. Ins ep crion - Pipe and fittings shall be carefully examined for cracks and other defects immediately before installation, with special attention to pipe ends. All defective pipe and fittings shall be removed from the site of the work. Connections with Other Pining - Connections between HDPE pipe and other piping shall be made using suitable fittings. Each connection with other piping shall be made at a time and under conditions which will least interfere with service to customers, and as authorized by the City. The pipe shall remain in the drilled hole at least 24 hours before any connections or cutting of pipe shall be made. Facilities shall be provided for proper dewatering and for disposal of all water removed from the dewatered lines and excavations without damage to adjacent property. Special care shall be taken to prevent contamination of potable water lines when dewatering, cutting into, and making connections with other pipe. No trench water, mud, or other contaminating substances shall be permitted to get into the lines. The interior of all pipe, fittings, and valves installed in such connections shall be thoroughly cleaned and then swabbed with, or dipped in, a 200 mg/L chlorine solution. Reaction Anchorage and Blocking - All tees and plugs installed in piping subject to internal hydrostatic heads in excess of 30 feet shall be provided with suitable reaction blocking, anchors, 29 joint harnesses, or other acceptable means of preventing movement of the pipe caused by internal pressure. Concrete blocking shall extend from the fitting to solid undisturbed earth and shall be installed so that all joints are accessible for repair. The dimensions of concrete reaction blocking shall be as indicated on the drawings or as directed by the engineer. Reaction blocking, anchorages, or other supports for fittings installed in fill or other unstable ground shall be provided as indicated on the drawings or as directed by the engineer. Protective Coatins - All steel clamps, rods, bolts, and other metal components of tapping saddles or reaction anchorages subject to submergence, or in contact with earth or other fill material, and not encased in concrete, shall be protected from corrosion. The first coat shall be dry and hard before the second coat is applied. 6.10 REAMING AND PULL BACK Pre-reamine - Pre -reaming operations shall be conducted at the discretion of the contractor. The contractor shall insure that a hole sufficient to accommodate the pull section has been produced. Any damage to the pipe resulting from inadequate pre -reaming shall be the responsibility of the contractor. All provisions of this specification relating to simultaneous reaming and pulling back operations shall also pertain to pre -reaming operations. Pulling Loads - The maximum allowable tensile load imposed on the pipe section shall be equal to 50 percent (50%) of the product of the HDPE pipe's specified tensile yield strength and the area of the pipe section. Torsional Stress - A swivel shall be used to connect the pull section to the reaming assembly to minimize torsional stress imposed on the section. Pull Section Support - The pull section shall be supported as it proceeds during pull back so that it moves freely and the pipe is not damaged. External Collapse Pressure - The pull section shall be installed in the reamed hole in such a manner that external pressures are minimized and an appropriate counter -balancing internal pressure is maintained. Any damage to the pipe resulting from external pressure during installation shall be the responsibility of the contractor. Buoyancy Modification - Buoyancy modification shall be used at the discretion of the contractor. Any buoyancy modification procedure proposed for use shall be submitted to the engineer for approval. No procedure shall be used which has not been reviewed and approved by the engineer. The contractor is responsible for any damage to the pull section resulting from buoyancy modification. 30 6.11 DRILLING FLUIDS Composition - The composition of all drilling fluids proposed for use shall be submitted to the engineer for review and approval. No fluid will be approved or utilized that does not comply with permit requirements or environmental regulations. Water - The contractor is responsible for obtaining, transporting, and storing any water required for drilling fluids. Connecting to fire hydrants is not acceptable. Contact the City to determine acceptable water locations. Recirculation - The contractor shall maximize recirculation of drilling fluid surface returns. The contractor shall provide solids control and fluid cleaning equipment of a configuration and capacity that can process surface returns and produce drilling fluid suitable for reuse. A description of solids control and cleaning equipment proposed for use shall be submitted to the engineer. Disposal - Disposal of excess drilling fluids is the responsibility of the contractor and shall be conducted in compliance with all environmental regulations, right-of-way and workspace agreements, and permit requirements. Drilling fluid disposal procedures proposed for use shall be submitted to the engineer. Control of drilling fluids on the site is very critical. Spills of drilling fluids will not be allowed or permitted. Inadvertent Returns - The contractor shall employ his best efforts to maintain full annular circulation of drilling fluids. Drilling fluid returns at locations other than the entry and exit points shall be minimized. In the event that annular circulation is lost, the contractor shall take steps to restore circulation. If inadvertent surface returns of drilling fluids occur, they shall be immediately contained with hand placed barriers (i.e. hay bales, sand bags, silt fences, etc.) and collected using pumps and other suitable equipment. If the amount of the surface return exceeds that which can be contained with hand placed barriers, small collection sumps, drilling operations shall be suspended until surface return volumes can be brought under control. 6.12 FIELD OUALITY CONTROL Instrumentation - The contractor shall at all times provide and maintain instrumentation which will accurately locate the pilot hole, measure drill string axial and torsional loads, and measure the drilling fluid discharge rate and pressure. The engineer will have access to these instruments and their readings at all times. A log of all recorded readings shall be maintained and will become part of the "As Constructed" information to be supplied by the contractor. Cleaning and Disinfection - Cleaning and disinfection is described in Section 10.00 of the Water main Specifications. 31 Testin - After installation the pipe will be subjected to a Hydrostatic Pressure Test and a Trace Wire Test. These tests are described in Section 10.00 of the Water main Specifications. Additional testing may be required at the discretion of the engineer. All HDPE piping shall be watertight and free from leaks. Each leak that is discovered within the correction period specified in the General Conditions shall be repaired by and at the expense of the contractor. 112 SECTION 7.00 - EXCAVATION AND TRENCH PREPARATION 7.01 GENERAL The trench shall be so dug that the pipe can be laid to the alignment and depth required and shall be excavated only so far in advance of pipe laying as the engineer shall specify. The trench shall be so braced and drained that the workmen may work therein safely and efficiently. All trenches shall be sheeted and braced as per Chapter 66: Trench bracing of the Minnesota Regulations Relating to Industrial Safety to a safe angle of repose. Such angle of repose shall be no less than the repose required by the Accident Prevention Division of the Minnesota State Industrial Commission or the requirements of the Occupational Safety and Health Act (OSHA), whichever is more restrictive. It is essential that the discharge of any required trench dewatering pumps be conducted to natural public drainage channels, drains or storm sewers. All trenches shall be excavated so that the pipe may be laid accurately to grade with a minimum of 7%2 feet of earth cover over the top of the water mains, unless otherwise noted on the drawings. All utility installations under existing "collector" roads or newly constructed (less than 5 years old) residential streets must be jacked or directional bored as appropriate. No open trenching will be allowed. 7.02 TRENCH WIDTH AND DESCRIPTION The trench width, at the top of the trench, may vary depending on the depth of the excavation and the nature of excavated material encountered. All trenches shall be constructed in strict accordance with requirements prescribed by the Occupational Safety and Health Act (OSHA). The trench width at pipe grade shall be ample to permit the proper laying and jointing of the pipe and fittings and for proper backfilling and compaction. The maximum width of trench at the top of the pipe shall be not greater than the outside diameter of the pipe plus four feet. The trench shall have a bottom conforming to the grade to which the pipe is to be laid. The pipe shall be laid upon sound soil, cut true and even so that the barrel of the pipe will have a bearing for its full length. If the excavation is inadvertently made below the bottom conforming to grade, it shall be backfilled with well tamped pit run sand or fine gravel or other material as approved by the engineer at no additional expense to the owner. Bell holes shall be dug at the ends of each length of pipe to permit proper jointing. Excavations for manholes and other structures shall have one foot minimum clearance on all sides. The trench shall be kept free from water until the joints have been completed. 33 7.03 When using ductile iron pipe and existing soil conditions are not acceptable for backfill and/or compaction in the pipe zone, pipe bedding and backfill shall be used as shown on standard detail plate no. 2201. Otherwise, backfill as shown on standard detail plate no. 2202 may be used. When using PVC pressure pipe bedding and backfill shall be accomplished as per Section 7.02 of the sanitary sewer specifications and standard detail plate no. 2203. 7.04 PIPE FOUNDATION IN POOR SOIL When the bottom at subgrade is soft and in the opinion of the engineer cannot adequately support the pipe, a further depth and/or width shall be excavated and refilled to pipe foundation grade with approved material and thoroughly compacted as shown on standard detail plate nos. 2203 and 2203A; or other approved means, such as piling, shall be adopted to assure a firm foundation for the pipe with extra compensation allowed the contractor as provided elsewhere in these specifications. The contractor shall fiunish, drive, and place piling if ordered by the engineer. Piles shall be driven in exact position at locations determined by the engineer. The contractor at his/her own expense must replace piles not correctly positioned at the completion of driving. 7.05 PIPE CLEARANCE IN ROCK Large stones shall be removed to provide a clearance of at least twelve inches (12") below outside barrel of the pipe, valves, or fittings, and to a clear width of 12" on each side of all pipe and appurtenances for pipe 16' or less in diameter; for pipes larger than 16", a clearance of 18" below and clear width of 9" on each side of pipe shall be provided. Adequate clearance for properly jointing pipe laid in rock trenches shall be provided at bell holes. 7.06 BRACED AND SHEETED TRENCHES The contractor shall adequately brace and sheet excavations wherever necessary to prevent caving or damage to nearby property. The cost of this temporary sheeting and bracing, unless provided for otherwise, shall be considered as part of the excavation costs without additional compensation to the contractor. Trench sheeting shall remain in place until pipe has been laid, tested for defects and repaired if necessary, and the earth around it compacted to a depth of one foot over the top of the pipe. Sheeting, bracing, etc. placed in the "pipe zone" (that part of the trench below a distance of one foot [F] above the top of the pipe) shall not be removed without the written permission or written order of the engineer; that sheeting thereby left in place shall be paid for at the unit price bid. Sheeting ordered left in place by the engineer in writing shall be paid for at the unit price bid. The contractor may also leave in place, at his/her own expense, to be embedded in the backfill of the trench any sheeting or bracing in addition to that ordered left in place by the engineer for the purpose of preventing injury or damage to persons, corporations, or property whether public or Private, for which the contractor under the terms of this contract is liable. 34 7.07 PILING OF EXCAVATED MATERIAL All excavated material shall be piled in a manner that will not endanger the work and that will avoid obstructing sidewalks and driveways. Gutters shall be kept clear or other satisfactory provisions made for street drainage. 7.08 BARRICADES, GUARDS AND SAFETY PROVISIONS To protect persons from injury and to avoid property damage, adequate barricades, construction signs, flashing lights, and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barri- cades and shall be protected by proper lights when the visibility is poor. The rules and regulations of the local authorities respecting safety provisions shall be observed. 7.09 TRAFFIC AND UTILITY CONTROLS Excavations for pipe laying operations shall be conducted in a manner to cause the least interruption to traffic. Where traffic must cross open trenches, the contractor shall provide suitable bridges at street intersections and driveways. The contractor shall post, where directed by the engineer, suitable signs indicating that a street is closed and necessary detour signs for the proper maintenance of traffic. Hydrants under pressure, valve pit covers, valve boxes, curb stop boxes, or other utility controls shall be left unobstructed and accessible during the construction period. 7.10 PRIVATE PROPERTY PROTECTION Trees, fences, poles and all other private property shall be protected unless their removal is authorized; and any property damage shall be satisfactorily restored by the contractor, or adequate compensation therefore shall be the responsibility of the contractor. 7.11 TUNNELING, JACKING, BORING OR EXCAVATION OTHER THAN OPEN TRENCH Where pipe cannot be placed by open trench excavation, the method for placing and payment therefore shall be stated in the special provisions. 7.12 RAILROAD AND HIGHWAY CROSSINGS When any railroad is crossed, all precautionary construction measures required by the railroad shall be followed. See Special Provisions or Detail Drawin¢s. The contractor shall be responsible for securing necessary crossing permits. Before any construction is started, the successful bidder shall meet with the Minnesota Department of Transportation, County Highway Department, Railroad Maintenance Engineer, and the Consulting Engineers where applicable to determine the construction procedure to be followed, methods of rerouting traffic, placing of barricades, flares, signs, flagmen, etc., and methods of 35 preventing damage to the highway or railroad If required by the railroad or highway department, the contractor shall deposit with them a certified check in an amount sufficient to cover the required repair work. 7.13 INTERRUPTION OF WATER SERVICE No interruption of water service will be allowed unless approved by the city engineer. The contractor will be required to provide temporary water service whenever possible. If an interruption in water service is approved, all consumers affected by the operation shall be notified by the contractor at least 48 hours before the operation and be advised of the probable time when service will be restored. All valves and hydrants that are required to be opened or closed shall be operated anly by the Chanhassen Utility Department. The contractor shall notify the Chanhassen Utility Superintendent 48 hours in advance to request opening or closing of all gate valves and hydrants. 16 SECTION 8.00 - PIPE LAYING 8.01 INSTALLATION OF WATER MAIN AND APPURTENANCES Proper implements, tools and facilities satisfactory to the engineer shall be provided and used by the contractor for the safe and convenient prosecution of the work. Pipe and other materials shall be unloaded and distributed on the job in a manner approved by the engineer. In no case shall materials be thrown or dumped from the truck. All materials unloaded in an unsatisfactory manner shall be rejected and work shall be stopped until such materials have been examined by the inspector and approved. The contractor shall famish the necessary assistance in such examination of materials. Water main materials shall be carefully lowered into trench piece by piece by means of a derrick, ropes or other suitable tools or equipment, in such a manner as to prevent damage to materials and protective coatings and lining. Under no circumstances shall water main materials be dumped into the trench. 8.02 LAYING OF PIPE AND FITTINGS Before lowering and while suspended, the pipe and fittings shall be inspected for defects to detect any cracks. Any defective, damaged or unsound material shall be rejected. All foreign matter or dirt shall be removed from the inside of the pipe and fittings before it is lowered into its position in the trench, and shall be kept clean by approved means during and after laying. All openings along the line of the main shall be securely closed as directed, and in the suspension of work at any time, suitable stoppers shall be placed to prevent earth or other substances from entering the main. No pipe shall be laid in water or when the trench conditions are unsuitable for such work, except by written permission of the engineers. 8.03 JOINTING OF PIPE AND FITTINGS Ductile Iron - Jointing of mechanical joint pipe, push -on joint pipe, and fittings shall be done in accordance with A.W.W.A. Section 9b and 9c of A.W.W.A. Specification C600, latest revision. Mega -lugs shall be used to secure all mechanical joint pipe and fittings. When pipes are cut in the field, the cut or straight end shall have all sharp or rough edges removed before assembly. PVC - The bell shall consist of an integral wall section with a factory -installed, solid cross-section elastometric ring which meets the requirements of ASTM F-477. The bell section shall be designed to be at least as hydrostatically strong as the pipe wall and meet the requirements of A.W.W.A. 37 C900 for sizes 4" to 12". The pipe shall be manufactured to cast iron or ductile iron outside dimensions in accordance with A.W.W.A. C900. Fittings shall be ductile iron, having a minimum working pressure rating of 150 PSI and shall conform to the requirements of A.W.W.A. CHO (ANSI A21.10) or A.W.W.A. C153 (ANSI 21.53) Ductile Iron Compact Fittings. Valves, tees, crosses, hydrant barrels or any other ductile iron fitting shall be famished with Cor-Blue nuts and bolts and shall be wrapped with a flat sheet or split length polyethylene tube by passing the sheet under the appurtenance and bringing it up around the body. Make seams by bringing the edges of the polyethylene sheet together, folding over twice and taping down. Restraints for C900 PVC pipe shall, per Section 2.15, be Ebba Iron Mega -Lug Series 2000 PV or approved equal. 8.04 SETTING HYDRANTS Hydrants shall be placed in locations as staked by the engineer. All hydrants shall be supported on an 18" x 18" x 4" solid concrete block or equal concrete base. Each hydrant shall be tied as shown on the detail drawings. After each hydrant has been set, there shall be placed around the base of the hydrant, not less than one (1) cubic yard of gravel or crushed rock from which all fine material has been removed A layer of polyethylene, minimum 4 mil thickness, shall be carefully placed over the rock to prevent the backfill from entering the voids in the drain rock. All hydrants must be maintained in a plumb position during the backfilling operation. 8.05 CONDUCTIV= When using D.I.P. conductivity shall be provided throughout the water system by use of copper straps or approved conductive gaskets with copper inserts. All mechanical joint fittings shall be equipped with copper straps. Lead tipped gaskets will not be approved for conductivity. Copper jumper straps between sections of pipe shall be not less than 1/16" x 3/4" strap bolted to shop welded pipe straps of the same size. Bolts shall be 5/16" diameter bronze. For all locations where shop welded straps are not available, field welds shall be made using the Cadweld method with size 32 cartridge. Each field weld shall be properly made after filing the surface of the pipe to a clean bare metal over the entire area of the weld. Straps bolted to mechanical joint fittings shall be not less than 1/16" x 1-1/2". All straps shall be securely fastened and backfill placed so as to not damage the conductivity. 8.06 SEWER CROSSINGS Water mains crossing sanitary sewers shall be laid to provide a separation of at least 18" between the bottom of the water main and the top of the sewer. When local conditions prevent a vertical separation as described, the following construction shall be used: 38 5 (a) Sewers passing over or under water mains shall be constructed of materials equal to water main standards of construction. (b) A length of water pipe shall be centered at the point of crossing so that the joints will be equidistant and as far as possible from the sewer. 8.07 VALVES, BOXES, MANHOLES, VAULTS AND FITTINGS Valves and fittings shall be placed where shown on the plans or as designated by the engineer. Jointing shall be done as previously specified herein. Unless otherwise specified or shown on the drawings, cast iron valve boxes shall be installed with all gate valves eighteen inches (18") or smaller and all butterfly valves. Valve boxes shall be firmly supported with a valve box adapter to maintain centered and plumb alignment over the wrench nut of the valve, with box cover one -quarter to one-half inch (1/4" - 1/2") below the surface of the finished pavement or at such other level as may be directed by the engineer. All bends, tees, hydrants and plugs shall be securely braced against undisturbed soil using pre -cast concrete block or poured -in -place concrete thrust blocks. The method of anchorage must be reviewed and approved by the engineer prior to backfilling. In addition, Mega -lugs shall be installed at all bends. 8.08 BUILDING SERVICES Curb stops and boxes shall be installed as shown on the standard plates. The curb stop and box shall be located 9' inside of the property, unless specified otherwise. Ties to water services must be provided at the lateral, all vertical and horizontal bends and at right- of-way. Corporation stops shall be tapped into the main only when full of water under pressure. No taps shall be made into a dry pipe. Corporation stops shall be turned into the pipe until tight and shall not be turned back to facilitate having the operating nut on the W. The copper service lines as placed between the water mains and the curb boxes shall have a minimum of 7.5 feet of cover except at the goose neck which shall have 6/2-foot minimum cover. Therefore, service lines must be placed (incidental to the project) beneath any obstruction which would prohibit the required cover if the service line was placed on top of said obstruction. The method of tunneling under an obstruction shall be approved by the engineer. Each curb box shall be marked by a steel fence posts located two feet behind the curb box cover. The top 6 inches of the steel fence post shall be painted blue. 39 SECTION 9.00 - BACKFILLING 9.01 GENERAL All excavation in trenches shall be backfilled to the original ground surface or to such grades as specified or shown on the plans. The backfilling shall begin as soon as practicable after the pipe has been placed. Prior to any backfilling, the excavation shall be cleaned of all trash, debris, organic material, and other undesirable material. 9.02 BACKFILL PROCEDURE AT PIPE ZONE Backfilling and compacting shall be done as thoroughly as possible so as to prevent after settlement. Depositing of the backfill shall be done so the shock of falling material will not injure the pipe or structures. Grading over and around all parts of the work shall be done as directed by the engineer. All water main pipe shall be installed in accordance with Standard Detail Plate No. 2203A and bedded in a granular material meeting the requirements of MnDOT specification 3140.2A Granular Borrow in which all shall pass a three-quarters inch (3/4") sieve and not more than 20% shall pass a #200 sieve. Embedment materials shall be compacted in six-inch (6") lifts to a point twelve inches (12") above the pipe and to a density of at least 95% of standard proctor density as described by ASTM methods D698. All embedment materials shall be tested for compliance with the above specification and test results shall be supplied to the Engineer. If materials are purchased, weight slips should also be provided. 9.03 BACKFII.L PROCEDURE ABOVE THE PIPE ZONE Unless otherwise specified, suitable backfill material shall be furnished an the following backfill procedures shall apply and be used above the "pipe zone" to either the existing surface elevation or design grade, as specified, with the cost of such considered incidental to the installation of the pipe unless specified for a particular section of the project by the special provisions and/or plans, or allowed in writing by the engineer, and a unit price has been established. All trenches shall be backfilled to obtain the necessary compaction, with the lift thickness as required, dependent upon type of roller. The backfill material shall be compacted to 95% of the standard moisture density relationship of soils (ASTM D698-70) except the top three feet (3� of the trench which shall be compacted to 100% density. Moisture content of these soils shall be within a range of f 3% of optimum moisture content. If the existing moisture content of the backfill material below three feet of subgrade is greater than 3 percentage points above the optimum moisture content, the soil shall be compacted to a minimum density of 3 pounds per cubic feet less than the standard Proctor curve at that moisture content. At no time shall the density be less than 90 percent of the standard Proctor density. This modification of the compaction specification shall at no time be used or applied to the upper 3 feet of the subgrade or the aggregate base. In the event the contractor fails to meet these compaction requirements, corrective measures such as spreading/discing/farming, etc. shall be implemented or the contractor may elect to replace backfill 40 with a more suitable material taken from another source. All of these corrective measures shall be at the contractor's expense. Any settlement greater than one inch (1") as measured with a string line from one edge of the settlement to the other within the warranty period of this contract shall be considered failure of the mechanical compaction and all street surfaces, driveways, boulevard and ditch areas shall be repaired by the contractor at no cost to the City. Under state or county highways and road, the contractor shall obtain the necessary permits at his/her expense after commencing and type of work upon a state or county highway or roadway. All such work, especially backfilling, shall conform to state and county standards and specifications. 9.04 DISPOSAL OF EXCESS MATERIALS AND DEBRIS Unless otherwise specified, excavated material either not suitable or not required for fill material shall be disposed of by the contractor outside of the right-of-way at his/her expense in any manner s/he may elect subject to the provisions of the following paragraph. Before dumping such materials or debris on a private or public land, the contractor must obtain from the owner of such land written permission for such dumping and a waiver of all claims against the owner for any damage to such land which may result therefrom together with all permits required by law for such dumping. A copy of such permission, waiver of claims and permits shall be filed with the engineer before said disposal is made. In addition, be advised City Ordinance may require the property owner apply and receive a grading permit prior to any earthwork activities commencing. 9.05 FILL MATERIAL Normal, allowable "fill material" used in backfilling outside of the pipe encasement shall be sand, gravel, or clay, free from pieces of rock, concrete or clay lumps more than one-third cubic foot in volume, roots, stumps, organic soil, vegetation, tin cans, rubbish, frozen materials, and similar articles and substances whose presence in the backfill would cause excessive settlement. In that portion of the backfill which is within six inches (6") of a road subgrade, there shall be no stones which will be retained on a three-inch (3") sieve. 9.06 DENSITY TESTS Density tests will be performed by an approved soils testing firm at various locations and depths throughout the project as directed by the engineer. The contractor shall cooperate fully and provide assistance as necessary to complete these tests with no additional compensation being made to the contractor. A minimum of one test at an elevation approximately two feet above the top of pipe, one test in the top three feet and one test at an intermediate elevation per 100 feet of pipe. A minimum of 50% of the individual water and sewer service trenches shall be tested at elevations listed above. 41 SECTION 10.00 - TESTING AND DISINFECTING MAINS 10.01 PRESSURE TESTING All water main including fittings, valves, services and hydrants shall be tested in accordance with and shall meet the requirements set forth in American Water Works Association (A.W.W.A.) Specifications C600-10 and C605-13, latest revision. The contractor shall have the option of using an alternative testing procedure as identified below: After the pipe has been laid including fittings, valves, hydrants, and service and the line has been backfilled in accordance with these specifications, all newly laid pipe, or any valved section thereof, unless otherwise directed by the engineer, shall be subjected to a hydrostatic pressure of 150 pounds per square inch. The duration of each such test shall be two (2) hours. The allowable pressure drop shall not exceed one (1) PSI in the said two (2) hour period. Each valved section of pipe shall be slowly filled with water and the specified test pressure, measured at the lowest point of elevation, shall be applied by means of a pump connected to the pipe in a satisfactory manner. The pump, pipe connection, gauges and all necessary apparatus shall be furnished by the contractor. Gauges and measuring devices must meet with the approval of the engineer and the necessary pipe taps made as directed. Before applying the specified test pressure, all air shall be expelled from pipe. To accomplish this, taps shall be made, if necessary, at points of highest elevations, and afterward rightly plugged. Each valved section shall be subjected to the pressure test and, if required, the leakage test prescribed herein. Testing for the two hour duration shall be with hydrants closed, and valves on hydrant leads and dead end water lines open. Once this portion of the test is completed, the valve on the hydrant leads and dead end water lines shall be closed, and hydrants opened. The specified test pressure shall be applied, and the test repeated for 15 minutes to establish the condition of the hydrant lead valves. This shall apply to both the pressure and leakage test. When tying into existing water main system, the contractor shall be responsible for pressure testing from the point of starting the new water main and including all newly constructed pipe and valves. If the contractor elects to test the existing water main, the City will not be responsible for any testing costs if the existing water main is the cause of any failing tests. Any cracked or defective pipes, fittings, valves or hydrants discovered in consequence of the pressure test shall be removed and replaced by the contractor with sound material in the manner provided and the shall be repeated until satisfactory to the engineer. The pressure gauge for the tests shall be an Ashcroft Model 1082 with a 4'/2 inch dial face with one (1) psi increments or approved equal. 42 10.02 DISINFECTING MAINS AND TEMPORARY WATER SERVICES All new and repaired water main will be chlorinated in accordance with A.W.W.A. Standard C651- 14. 10.03 ELECTRICAL CONDUCTIVITY TEST Conductivity test shall be performed on all D.I.P. mains after they have been pressure tested and are full of water at normal operating pressure. A direct current of 350 amps shall be passed through the line for five minutes. Current flow shall be measured continuously on a suitable ampmeter and shall remain steady without interruption or excessive fluctuation throughout the period. Insufficient current or wide fluctuations of ammeter needle shall be evidence of defective conductivity which shall be isolated, corrected and retested. The connection for the conductivity shall be made either to a gate valve or to the hydrant barrel. Connections shall not be made to any operating mechanism of the hydrant. Acceptable equipment for the test shall be arc welding machines with adequate sized cables to carry the test current without voltage drop or overheating. Conductivity test shall be carried out in the presence of the engineer or his/her duly authorized agent. Caution shall be exercised at all times when working with electrical equipment and wires during the conductivity test. 10.04 TRACE WIRE Materials General All trace wire and trace wire products shall be domestically manufactured in the USA. All trace wire shall have HDPE insulation intended for direct bury, color coated per APWA standard for the specific utility being marked. Trace Wire Open Trench — Trace wire shall be #12 AWG Copper Clad Steel, High Strength with minimum 450 lb. break load, with minimum 30 mil HDPE insulation thickness. Directional Drilling/Boring — Trace wire shall be #12 AWG Copper Clad Steel, Extra High Strength with minimum 1,150 lb. break load, with minimum 30 mil HDPE insulation thickness. Trace Wire — Pipe Bursting/Slip Lining — Trace wire shall be 7x7 Stranded Copper Clad Steel, Extreme Strength with 4,700 lb. break load, with minimum 50 ml HDPE insulation thickness. 43 Connectors All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable connector. At crosses, the four wires shall be joined using a 4-way connector. Use of two, 3-way connectors with a short jumper wire between them is an acceptable alternative. Direct Bury Wire Connectors — Shall include 3-way lockable connectors and mainline to lateral lug connectors specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. Non -locking friction fit, twist on or taped connector; are prohibited. Terminanon/Access • All trace wire temanation points must utilize an approved trace wire access box (grade level/in-ground access box as applicable), specifically manufactured for this purpose. • All grade level/in-ground boxes shall be appropriately identified with "sewer" or "water" cast into the cap and be color coded. • A minimum of two feet of excess/slack wire is required in all trace wire access boxes after meeting final elevation. • All trace wire access boxes must include a manually interruptible conductive/connective link between the terminal(s) for the trace wire connection and the terminal for the grounding anode wire connection. • Grounding anode wire shall be connected to the identified (or bottom) terminal on all access boxes. • Service Laterals on Public Property — Trace wire must terminate at an approved grade level/in-ground trace wire access box, located at the edge of the road right-of-way, and out of the roadway. • Service Laterals on Private Property — Trace wire must terminate at an approved above- ground trace wire access box, affixed to the building exterior directly above where the utility enters the building, at an elevation not greater than five vertical feet above finished grade, or terminate at an approved grade level/in-ground trace wire access box, located within two linear feet of the building being served by the utility. • Hydrants — Trace wire must terminate at an approved grade level/in-ground trace wire access box, properly affixed to the hydrant grade flange. (Affixing with tape or plastic ties shall not be acceptable.) • Long -Runs, In Excess of 500 Linear Feet Without Hydrants — Trace wire access must be provided utilizing an approved grade leveUin-ground trace wire access box, located at the edge of the road right -of --way, and out of the roadway. The grade leveUin-ground trace wire access box shall be delineated using a minimum 48" polyethylene marker post, color coded per APWA standard for the specific utility being marked Groundine Trace wire must be properly grounded at all dead ends/stubs. 0 Grounding of trace wire shall be achieved by use of a drive-in magnesium grounding anode rod with a minimum of 20 feet of # 14 red HDPE insulated copper clad steel wire connected to anode (minimum 0.5 lb.) specifically manufactured for this purpose, and buried at the same elevation as the utility. When grounding the trace wire at dead ends/stubs, the grounding anode shall be installed in a direction 180 degrees opposite of the trace wire, at the maximum possible distance. When grounding the trace wire in areas where the trace wire is continuous and neither the mainline trace wire nor the grounding anode wire will be terminated at/above grade, install grounding anode directly beneath and in line with the trace wire. Do not coil excess wire from grounding anode. In this installation method, the grounding anode wire shall be trimmed to an appropriate length before connecting to trace wire with a mainline to lateral lug connector. Where the anode wire will be connected to a trace wire access box, a minimum of two feet of excess/slack wire is required after meeting final elevation. Installation General • Trace wire installation shall be performed in such a manner that allows proper access for connection of line tracing equipment, property locating of wire without loss or deterioration of low frequency (512Hz) signal for distances in excess of 1,000 linear feet, and without distortion of signal caused by multiple wires being installed in close proximity to one another. • Trace wire systems must be installed as a single continuous wire, except where using approved connectors. No looping or coiling of wire is allowed • Any damage occurring during installation of the trace wire must be immediately repaired by removing the damaged wire and installing a new section of wire with approved connectors. Taping and/or spray coating shall not be allowed. • Trace wire shall be installed at the bottom half of the pipe and secured (taped/tied) at five foot intervals. • Trace wire must be properly grounded as specified • Trace wire on all service laterals/stubs must terminate at an approved trace wire access box located directly above the utility, at the edge of the road right-of-way, but out of the roadway. (See Trace Wire Termination/Access.) • At all mainline dead -ends, trace wire shall go to ground using an approved connection to a drive-in magnesium grounding anode rod, buried at the same depth as the trace wire. (See Grounding.) • Mainline trace wire shall not be connected to existing conductive pipes. Treat as a mainline dead-end ground using an approved waterproof connection to a grounding anode buried at the same depth as the trace wire. • In occurrences where an existing trace wire is encountered on an existing utility that is being extended or tied into, the new trace wire and existing trace wire shall be connected using approved splice connectors, and shall be properly grounded at the splice location as specified. U11 Sanitary Sewer System • A mainline trace wire must be installed with directionally bored sewer lines with all service lateral trace wires properly connected to the drive-in magnesium grounding anode rod driven in at the "Y '. • Lay mainline trace wire continuously, by-passing around the outside of manholes/structures on the north and east side. • Trace wire on all sanitary service laterals must terminate at an approved trace wire access box color coded green and located directly above the service lateral at the edge of road right -of -way - Water System • A mainline trace wire must be installed, with all service lateral trace wires properly connected to the drive in at the "Y" and driven in at saddle connection point. • Lay mainline trace wire continuously, by-passing around the outside of valves and fittings on the north and east side. • Trace wire on all water service laterals must terminate at an approved trace wire access box color coded blue and located directly above the service lateral at the edge of road right-of- way. • Grade level/in-ground trace wire access boxes will be installed on all fire hydrants. • All conductive and non-conductive service lines shall include trace wire. Storm Sewer System • All PVC draintile must have trace wire as shown in Standard Detail Plate Nos. 5232 and 5233. Prohibited Products and Methods The following products and methods shall not be allowed or acceptable: • Uninsulated trace wire. • Trace wire insulations other than HDPE. • Trace wires not domestically manufactured. • Non -locking, friction fit, twist -on or taped connectors. • Brass or copper ground rods. • Wire connections utilizing taping or spray -on waterproofing. • Looped wire or continuous wire installations that have multiple wires laid side -by -side or in close proximity to one another. • Trace wire wrapped around the corresponding utility. • Brass fittings with trace wire connection lugs. • Wire terminations within the roadway, i.e. in valve boxes, cleanouts, manholes, etc. • Connecting trace wire to existing conductive utilities. 46 j Testing All new trace wire installations shall be located using typical low frequency (512Hz) line tracing equipment, witnessed by the contractor, engineer and facility owner as applicable, prior to acceptance of ownership. This verification shall be performed upon completion of rough grading and again prior to final acceptance of the project. Continuity testing in lieu of actual line tracing shall be not accepted. Products The following products have been deemed acceptable and appropriate. These products are a guide only to help in choosing the correct applications for a trace wire project. • Copper Clad Steel (CCS) Trace Wire o Open Trench — Copperhead # 12 High Strength Part #1230-HS o Directional Drilling/Boring — Copperhead Extra High Strength Park #1245*EHS o Pipe Bursting/Slip Lining — Copperhead SoloShot Extreme Strength 7x7 Stranded Part #PBX-50 • Connectors o Copperhead 3-way Locking Connector Part #LSC 1230* o DryConn 3-way Direct Bury Lug: Copperhead Part #3WB-01 • Termination/Access o Fire Hydrant and Non -Roadway access box applications: Trace wire access boxes grade level Copperhead adjustable lite duty Part #LD 14*TP o Concrete/Driveway access box applications: Trace wire access boxes grade level Copperhead Part #CD14*1P 14". • Grounding o Drive-in Magnesium Anode: Copperhead Part #ANO-1005 (1.5 lbs.) Manufacturers Product Options The information provided by Copperhead Industries gives project options to help in choosing the correct wire, termination/access points, connectors and grounding products. Other manufacturers provide these products as well. This information is only a guide. 47 SECTION 11.00 - SURFACE RESTORATION, CLEANUP AND GUARANTEE 11.01 RESTORATION OF SURFACE All surfaces disturbed during the construction period including adjacent streets used to access the site, whether caused by actual excavation, deposition of excavated material, or by the construction equipment, shall be returned to its original conditions or better. Exceptions to the above, if any, or special instructions pertaining to any particular section of the project will be outlined in the "Special Provisions". Any excess dirt shall be removed by the contractor in accordance with Section 9.04 of these specifications. 11.02 DUST CONTROL DURING CONSTRUCTION The contractor shall at his/her own expense maintain dust control as necessary and in a manner satisfactory to the engineer until final acceptance of the project or until restoration has been completed. 11.03 MAILBOX RESTORATION The contractor, at his/her expense, shall replace and restore mailboxes disturbed by the work. 11.04 MAINTENANCE OF STREETS UNM SURFACED After backfilling according to the above specifications, the contractor shall maintain the streets as required and blade as necessary to provide a passable surface for traffic until the surfacing is completed or to the date of final acceptance. 11.05 CLEAN UP Surplus pipe material, tools, and temporary structures shall be removed by the contractor and all dirt and/or rubbish caused by his/her operations and excess earth from excavations shall be hauled to a dump provided by the contractor, and the construction site shall be left in a condition satisfactory to the engineer. 11.06 GUARANTEE The contractor shall be held responsible for any and all defects in workmanship and materials which may develop in any part of the entire installation fiunished by him and upon written notice from the engineer shall immediately replace and make good, without expense to the owner, any such faulty part or parts and damage done by reason of same, during the warranty period as prescribed by the conditions of the contract. M 11.07 FAILURE TO REPLACE DEFECTIVE PARTS Should the contractor fail to make good the defective parts within a period of thirty (30) days of such notification, after written notice has been given him, the owner may replace these parts, charging the expense of the same to the contractor. 49 SECTION 12.00 - TURF ESTABLISIIMENT 12.01 GENERAL All turf establishment shall be in accordance with Section 4.14, Turf Establishment, of the street specifications which is included as part of this standard specification. 50 SECTION 13.00 - METHOD OF PAYMENT The work shall be measured and the compensation determined in the following manner: 13.01 WATER MAIN PIPE Water main pipe will be paid for at the contract price per lineal foot for each diameter of pipe furnished, which shall include the cost of furnishing the pipe, rubber gasket, joints, insulation and other material and of delivering, handling, laying, trenching, backfilling, testing, disinfecting, and all material or work necessary to install the pipe complete in place at the depth above specified. The length of the pipe for which payment is made shall be the actual overall length measured along the axis of the pipe without regard to intervening valves or specials. Lengths of branches will be measured from the centers of connecting pipes to center of valves or hydrants. All lengths will be measured in a horizontal plain unless the grade of the pipe is more than 15%. 13.02 COMPACT DUCTILE IRON FITTINGS Ductile iron fittings shall be class 350 for sizes up to and including twelve inches (12") in diameter and shall conform to AWWA Specification C153 covering compact fitting. Ductile iron fittings shall be measured by weight in pounds (kilograms) according to the published weights of mechanical joint fittings as listed in the following table. Retainer glands shall be incidental to the fitting installation. 51 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS MJ TEES MJ-MJ REDUCERS MJ PLUGS Run• Branch• Weight-Lb/Kg Size Weight-Lb/Kg Size• Weight-Lb/Kg 4 4 32/14.5 6 x 4 24/10.9 4 15/6.8 6 4 46/20.9 8 x 4 32114.5 6 25111.3 6 56/25.4 8 x 6 36/16.3 8 45/20.4 8 4 60/27.2 10 x 4 46/20.9 10 65129.5 6 72/32.7 10 x 6 47/21.3 12 85/38.6 8 86/39.0 10 x 8 50/22.7 16 150/68.0 10 4 78/35.4 12 x 4 58/26.3 20 215/97.5 6 90/40.8 12 x 6 60/27.2 24 350/158.8 8 105/47.6 12 x 8 60/27.2 MJ CROSSES 10 120/54.4 12 x 10 64/29.0 Size' Weight-Lb/Kg 12 4 94/42.6 16 x 6 124/56.2 4 x 4 40/18.1 6 110149.9 16 x 8 124/56.2 6 x 4 62128.1 8 125/56.7 16 x 10 124/56.2 6 x 6 80136.3 10 140/63.5 16 x 12 124/56.2 8 x 6 108149.0 12 160/72.6 20 x 10 220/99.8 8 x 8 105/47.6 16 6 2281103.4 20 x 12 205/93.0 12 x 8 162773.5 8 248/112.5 20 x 16 200/90.7 12 x 12 215/97.5 10 264/119.7 24 x 12 305/138.3 16 x 16 3851174.6 12 280/127.0 24 x 16 3201145.1 14 316/143.3 24 x 20 300/136.1 16 322/146.1 MJ-MJ BENDS 20 6 315/142.9 Size' Weight-Lb/Kg 20 8 345/156.5 90E 45E 222E 113E 10 370/167.8 4 27/12.2 23/10.4 18/8.2 16/7.3 20 12 395/179.2 6 39/17.7 32114.5 32/14.5 30/13.6 16 465/210.9 8 57125.9 46/20.9 46120.9 42/19.1 20 535/242.7 10 89/40.4 70/31.8 64/29.0 58/26.3 24 6 4151188.2 12 408/49.0 86/39.0 84/38.1 74/33.6 8 445/201.8 16 264/119.7 20MI1.6 178/80.7 158771.7 10 470/213.2 20 400/181.4 3051138.3 310/140.6 245/111.1 12 500/226.8 24 565/256.3 405/183.7 4121186.9 315/142.9 52 COMPACT MECHANICAL JOINT DUCTILE IRON FITTINGS (cont.) MJ TEES Run* Branch` Weight-Lb/Kg 16 580/263.1 20 660/299.4 24 720/326.6 MJ SLEEVES Weight-Lb/Kg Size* Short Long 4 1717.7 20/9.1 6 28/12.7 36/16.3 8 38/17.2 46/20.9 10 49/22.2 61/28.1 12 56125.4 76/34.5 16 130/59.0 172178.0 20 195/88.4 2551115.7 24 255/115.7 335/152.0 'Multiply by 25 to convert to millimeters 13.03 HYDRANTS Hydrants will be paid for at the contract unit price per hydrant installed complete with drainage pit, gravel, concrete base, and bracing. Hydrant extensions will be paid for at the contract unit price per lineal foot, where specified by the engineer. The unit price for the hydrant does not include the auxiliary hydrant valve which shall be paid for under another item of these specifications, unless they are combined in the bid proposal. 13.04 VALVES AND BOXES Valves, boxes, and valve adapters (including extensions or valve stem risers) will be paid for at the contract unit price bid for each size valve and box furnished and installed complete. 13.05 COPPER WATER SERVICE PIPE Copper water service pipe will be paid for at the contract unit price per lineal foot, for each diameter of pipe finnished, measured from the centerline of pipe to the centerline of curb box. The unit price shall include all pipe, fittings, laying, excavation, backfilling, insulating and testing. W 13.06 CORPORATION COCKS Corporation cocks will be paid for at the contract unit price for each size furnished and installed and shall include the saddle where required and the tap or connection to the water main. 13.07 SERVICE SADDLES Service saddles shall be considered incidental to the corporation cocks as per section 14.06. 13.08 CURB STOPS AND BOXES Curb stops, boxes and extensions will be paid for at the contract unit price for each size finished and installed and shall include necessary fill when required. 13.09 AIR RELIEF MANHOLES Air relief manholes will be paid for at the contract unit price per manhole installed complete as detailed including corporation cock. 13.10 PIIdNG Piling up to 20 feet long including caps shall be paid for at the contract unit price for each single pile bent in place. No additional payment will be made for cradles. Any piling required over 20 feet in length shall be paid for as excess length of piling. Cut off lengths will not be paid. Double pile bents shall be paid for according to the length of each individual pile. There shall be no additional compensation for lumber or hardware used to tie the piles together. 13.11 SPECIAL CONDMONS Material used for refilling to pipe foundation grade to assure firm foundation for pipe shall be paid for at the contract unit price per ton in place. No foundation material will be paid for that is installed without the knowledge or consent of the engineer nor will payment be made for rock installed only for dewatering purposes. Payment shall include cost of excavation and placement. 13.12 SPECIAL SECTIONS Special sections will be paid for at the contract price on a lump sum basis for all work and material necessary for the complete installation of construction. 13.13 SHEETING ORDERED LEFT IN PLACE Sheeting ordered left in place shall be paid for at the contract unit price per 1000 board feet. 54 :use 13.14 JACKING Payment for jacking will be paid for at the contract unit price per lineal foot. Water main used in jacking will be paid separately at bid unit prices for that diameter water main. 55 A p-� ai 3 WEST PARK SECOND ADDITION CHANHASSEN, MINNESOTA SECOND ADDITION J IFf T i nil ATInN VICINITY MAP NOT TO SCALE SHEET INDEX NO. DEVELOPER PULTE HOMES 7500 FLYING CLOUD DRIVE SUITE 670 EDEN PRAIRIE, MN 55344 PH: 952-988-8224 CONTACT: PAUL HEUER EM: PauLHeuer@PultcGmup.com CONSULTANT ALLIANT ENGINEERING, INC 233 PARK AVENUE SOUTH SUITE 300 MINNEAPOLIS, MN 55415 PH: 612-758-3080 FX: 612-758-3099 ENGINEER MARK RAUSCH LICENSE NO. 43480 EM: mmusch@alliant-inc.com SURVEYOR DENNIS B. OLMSTEAD LICENSE NO. 18425 N EM: dolmstead@alliant-inc.com LANDSCAPE ARCHITECT MARK KRONBECK LICENSE NO. 26222 EM: mkronbeck@alliant-inc.com COVER SHEET 1 DETAILS 2-3 EXISTING CONDITIONS SURVEY 4 SITE, LIGHTING, AND SIGNAGE PLAN 5 GRADING AND DRAINAGE PLAN 6 EROSION AND SEDIMENT CONTROL PLAN 7-8 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS 9 SANITARY SEWER AND WATERMAIN PLAN AND PROFILES 10 11 GITYOFCHANHASSEN STORM SEWER PLAN STREET PLAN AND PROFILES 12 FIECEIVED STREET INTERSECTION DETAILS 13 LANDSCAPE AND REFORESTATION PLAN 14 _ 1J O 1 2017 DEC LANDSCAPE SCHEDULE, NOTES AND DETAILS 15 UL,L AMENITY DETAILS 16 LANDSCAPE DETAILS 17 CHANHASSEN PUNNINGDEPT ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 m. 612.756.3099 PP% www.alliant-inc.com J FQF F a m z rn LU Y o M ~ W g y ao w (L < N a It H z i J W W a Z Q vmi u Li U n.ney c.nlry mot mi, plan a Pecill,"lon, o, r.Parl P r.P,red by me or under my dire-1aup.^bon and mN I a duly Uo.ne.d PRO`TSSIGNTL ENGINEER under IN. I... o1 the We o1 MINNESOTA M... R1USO1. PE u..m. N.. QUALITY ASSURANCE/CONTROL e 9ATE DATE ISSUE —fi-1-n aTr suaumu PRDJECT TEAM DATA ..O.EG: MPR CRAwx: Eu PROJECT NO: 316-0199 0 30 60 120 SCALE IN FEET Fee L SNEU 1 of 17 M-�srvvim vivunatl WPPES50..u'Fyxy- u�m �.'�.H • �. , IS •Y "T,•v N..M � i�r N.un�n ucs CROF DNCRETE THRUST BLO00INDCtMG -. GSMMFNr •w" 10D2 ® I C TpA11ETER ExcNEm,Nc xPMludi 3IDJ x t9RFFR YW1EN SY�EPu Mi11NWI5MOW1) ql Nt ..M1S .1 K RN-ARNE. Rr NE aT, J a'"`"..:I1 — S4 ,..n..,.•.. .�.r a.— er TYPICAL HYDRANT INSTALLATION EN4rIpaAGpEPM11ENl r 1DcA X�Y r n. APA. WNW m�prE NY2 R.Ea P,wl w• wm ME ,p..Mr.m row mla h ® I MAAD S "NCDETNL�D ` n •OIWEEMxL CEPMIMENI — ZIIO , S'M A :w.w..r. •.+ hw� �f a coxsTRucnaN ATGTCH BASH d9FETT/a ®MOENT r 1106 {ywh 0. wW _ 9FNSS1 FOR IER y PRtlRF➢ nR LRr9 A. �rrrwra ww �w ••aaaM.. 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M.Mr `/Y y n.� *Av ear MM.N• a MII >n RN tia..a M.w * L rl 0 T ®I TN _ .. Ir...w. . L'.�. ra'r• ...a• ®f4 STANDARD+ SANITARY ® MAI EAGNEERNLpEPMiMENi w` 2101 NOTE IlE R.W EQi CPSiNG 5[NFllIAE r4 .rw is M r...aa.a SECTION, TE Mae. ,w... • r..,xY.. ...r... rr MM...". ISOM STANDARD S10RM MANN0.E ® FNLEEESmc fdMIMMi w ` 31M L P , -� .ram rr. T INNNAN SECOOM A -A ®f 1YPICN- CWe RApU$ ENG.mMG 06MRMN1 S— ��. ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 AMIN 612.758.3088 FAA w .allianl-inc.com J a a r ,,,, m w � Z z �0 = g a< N a = a a Ill a I Z ci vw u M l O 1 1.reIN, .•.III, ..I Mi. plan. 5...ilm.ion, . npoll N p..p—d G, m undo mY ai.eal ..P.Mlinn une Mul I a eulr U..nae PROFESSIONAL ENGINEER under IM1N low. al M. SINN..1 Mi NESOTA upRR RtUSLN. PE pah YGMs Rn OUAIITY ASMIRA /OONIIRI R1 DATE DATE ISSUE n®[¢ ry DMDN Eu HONER W. 21"Iw 2 aEET 2 of 17 ors-vnsaseamu- just i�aCr_':�L:Y��_��Ri_ �1FR♦ 1^r LL�__r_ _____ •• ftn Jim-1� Mfg CONCRETE RESNENBAL DWYEWAY ENas ® N11N AND MMWT CUNSS - - pushrunies apAmm Isun n 5z08 I III( II 1 I. I III' II 1 iF i of 0 RI I LAI YM I 1 I 1I mlf Pedestrian Curb Romp,_ I Page 4 of 5 - EwNEo.a a pAshanda ` 5215C 6 PROJECT NAME anded, IRSARaw-A w LOT . FAsa. �� N"�YI( N9R11 Nl1AR- resper.Il11P .venxp ma.,.aw Maws-Mal.-n. E• 5.11PgAY AAhRaA ..i AmYT¢.III MAA ed, as .... AAA. Ned, p rcLWRRs ON swTme �uwm w 6 senseNyI16 " an ses-sura-ups WNY . 9w se'u. res, A . Or YO Pp54 i. sSTNL 9w5 AT VL M].M.G:PN Onellseass 3 50.IDWi MAW M,F shOr. }O .pM ♦ 11TrtPISSRZ! nJ rii p AB N. QEKL-..-T IaW�s lR.s easy INFD 9GN 1 smmaanx�.Ymvsasesusvn. W. shei ..... m _v Mrs-n- _.rne.V 'i4.NL43NXR9YiNt4{i'CQEh _.. Mfg RE90EN➢AL BIIDYINWS DRIV Al ENTRANCES ® WTH AND NIiNWT WRBS ET.w.m. poseses"s -'R` 5209 TpTp 54M ! These $lT MVpallen rw�senses.r y ram- 6 sn ti � M IIrMe a w. I�� uw ♦zs w :.."a.'.mr�..�o- i» ~:eel w. am .. �.v'uessrh0waeeoaora her mIf STREET AND NAFTIC (� si INSTALLATON 5217 On. A.m mn A ml)ep1 '.i.MacRMtl:N�• WI A, PP a rt �Wl ♦""raa awn aa.n a _ser A. Wi IMse, p, FI-.OT as Or suds IMSK. 9U.P RT p 4nL qAZ W 6 e 4CL1 Aid sessush NpsL As s W ® BARRIER ENOMRNt de eFTCMT V 'd 210s needs'.... `� ®f� CWCRFTE Q� slDcwNlc �eavws.¢mv ENri[EwG oEvul:IElfr -^` .- . E � 7� � -.-- -seseses.sseWa-rass.� Ores..M as m I>o1f STANDARD SERNCE ® TIE CNN ExfYFFAa rEpM11E.1 -tea 5221 (My I P.dwe'— a.m R.m P,: ME= Page I.f 5 ��P[ Apd -4 5215 .aawrt..a R rRaw _ -yeah, nmAT �. aro.NPrwa 'p1 °" TRENCH DUAL Mlpaue RC BPE�.IAIL > se r v.cvc la oe.nv . SUB-SU FACE l� DRAINTILE k. �—i waNE�i.c ap,.P,uLNT I N. .rt. 5z:: I ,1 I �I II III ISIG� I � Y i I . R � r I A r m1f Pednhmmps ian eb pays" Paga ] RI 5 [,crSE.wG Mwmpr — 5215B ALLIANT 233 Park Ave S Ste 300 Minneapolis, MN 55415 512758.3080 NAN, 612.758.3099 FAX vn W w.al lianl-inc.com ~J F a O m z z fA Y 4 F a o 5 v, 0. < vWN J W a Z_ W A N U LL O I hereby ,.Mry rout this Porn epecifledian, or .,.a . pnParea by m uhn.r me dme sup'nivee una Hint I a but' D,... ea aPOFE551ONAL ENGINEER ands the I", al the SIn1. e/ WaAESOTA MAR. RW9CN. PE see Vm.e Ile DIIA ASSURANCE/CONIRD P OAEE DATE ISSUE PROJECT NO: 2113-01.. SNEFI 3 of 17 F� `E82R7�} _p'.n T 2 6r 1 o 6 �6� \\ `ITI w >.SHEE s a r, EE t'4 'aP. -_ I I $ Ra5C6(tl T` s, _ • / a a V I I _ F LEGAL DESCRIPTION _ — m , \ / f the Northwest Warter of the Northwest Wart« of Section 24 TowaM1ip 6 Rang 23 Coffer an A S .• ¢ �'Brxa C.!N66`55'46'E `-� O _ �O`- /6p; !4 part a ad l N II - _+ �� e} A ,.' w B County Mnneat t northwest as fellows' - + �� ♦'� Opf',P CornmmciE at the South 8<.feet o1 me minutes *3Warta of will Sector b Umaem w f II Q 9 1s min < 43 w«anaa East den the Norte lee of we se meal bwrug of South 69 degrees u es 9 Northwest p Wortce 33900 feet Vence SayU 25 degrees 26 point ea 43 wcantls East 1 innin fast to point m the crated ne of Stole Highway Number 101 said pout being the point of beg first 0f the Cott to be deanbed; thence weaaterly along sad wnferl ne along a ran tanaml of corm first a T�'ify.. I - •61 ba 'mar I oncaw to Had nariM1 ead curve having a central angle of 09 degree. II l 57 seconds.a real length of 62115 feet re length of 99,73 feat a chard beanng f South 74 degrees 12 - - 0•AO L °04 ,� c/ I n mules 13 seconds Weand o chord length of 9962 feet lheree South 79 d g 36 minutes 53 R# s se{ n 9sN6 seconds West along said cmml'ne and tangent to last desta w teee 44 163.fast thence E aag, f. 25..G-wnter, clang said emterne else, a tell c rye that is cmcam to the southwest. eold me Fri ryang a .&d now of 19 decree36 s minutes 53 .words, a radius length of 23187 last, an -. vS e Ism be Um of ]9.39 feel. ca cmtinumg southwesterly along sold ceaterdrag g a compound l, n ' w I ore. Val is cmcow to the awUwsl, said come feeling a central single of 52 degree IN minutes 23 seconds. a radius length of 127.60 fast. an are length of 116.49 best. a Nmtl bearing of South 33 ja - - - I -x• _�"��' 51�aa I I degrees 34 mina tea J] 0smalldegre . 01 a Nmd length3— f 112e9 fast to aid Wen line of nA g the l Won—ss.e dig, I. West le of Wad South wet Gwent 01 morales 33 o th. South drag saes entorth 660hm, ma along Ue _ 4r _ // West line of will NaUwest Quarter of mid feel fo Ue hline of the North degrees 19 m ate of Ue �5 �� au ' Wet ds of the g saidS Warta a! said Section 2t, thence South 99 yline1f minutes 43 secoo - 1 _ _ ' ,.ay ��P g5Aa31°58 AB pwje�8im re%4a+ "Q hafber 312; thence northwesterly along curve said westerlouth line 430.13 fast to y riahtot wc➢inelclun11 ge araa tnrg.etiolTrunk g56une sec a E lengtis comeave to the h of 35000 feet an are lel of 7L57 entral angle l chord beanng of NarU 64 r q NT9 7 �` ou mey 07 minutes 4J seconds East a chord length of 71A4 feet; thence North 16 degrees 17 t _ 1 on C R Lp7 radp� T 'g l' Iw f 03 maw East along sad westerly rgM a! way t a t tangent to Ue left dented 4u PAW r xs I corm MONO had. Viewed naNerlyy along wall wel right-of-way rue along a new tm9mlid curve zee .ran V,a -- Ura is cwcaw to the sort t. p ore henna a antral angle of 17 degrees 30 North 20 degrees xemda, ` h• Y by�S }{I 1 � (` _w¢ ysnrmo I p a nutiue I8 3U of 961.48 MC w arc th oU of fee feel, a dwd tine of NmU 20 erstGu rt ° R,¢ uc I ! minutes IB aecmaa East, a chord IwyU of 29863 feel to the North tine of said nmm..n Wartm. 111we, a¢anrtavR i`_J - thence alNorthcu 69 aegren 19 minutes 43 awmde Late along said Number I1; and not lw,wt to teal dmmbed cum 1111.28 feet to ge cmlerl'ne oft is c recave t Numbn 101 thence s— having alwg r i�}• ,. - a te pa - m I I mid l angle. f 20 g nor tangential curve Not s c di to the noMweat said a a M1aNn9 a °° yY yww 22.79 feel. of 20 degramder. 33 mules OJ seconds. 1 o radius length43sof 621.15 feat a le Igthal o of 1 I - 221. ]9 feet, o Nord bwnn9 of SwN 59 degrees 19 minutes 43 awsem West, a cM1md rlmglM1 of • ( _ p I wra+Rm 'w�w ` 'iSaafi -' , al 22160 feet to <M1e Pant of beg nn ng -I I O lxun `gY.m. spy I Lot 1I a mmelocl 1, Gateway NOrrver lh. CaCounty Minnesota. L I I d S Is �w r.mv zm m, wesT- die pored 3 R 18 6,Fed Lot 2. ,lack 2. Gateway NmU, Cgrw CwntY• Ninneaotg- ----� w'a .P na Ream s \ I Parrett 4 `f+wRORa. ,a " What A, Gateway North. Carry County. Minnesota. ®s Abstract x dm.z �.: .ariY'a �y`w a ym"""'n .anass weres a seer .. � +few/ •-- �Ae✓' 318, I I I r @" ....,. a ,,w VICINITY MAP - NOr TOSGALE I lb�\n z _ W '--\ssrsr �7 M eral a �w u4 Cf. w �r awAa �u ,,,pc\ dig 3 !S� 3 3s i �,° m r/ .irFA` U:f"' eye. k e .r/ F 1a" 5 ; �Re"r_..p J-C .+ad Al 5 w,.a+•N it p Lake Su sari ai" P 7F t E 'i �g.am'^,(Gs �.d.¢ s'afi,11"''.. 5°3g59 pa. ell 4 a P4. / s g�i 'Z . % y, je GW c` vvn e. r n q ',of, �mW (wo so e+' Lear /g fi0 C go z,uo / ,q d. 3 g' so yi h i /W 9NmpnGS' •�i� e 6 e56 r r = - i II\ a �P Ig ,ma den g +as m s>, g ea er al 4 Z .• rtJp w a Wq.w , - 21 /'• -a S `? M4awA Nwdshe ` Nil .pr°sw so a ha: �$N .craw ae`� suWsuWIfiln. xouaol �. A,`a a, g�as'ffis ®may-. 1V 0 25 50 W0 9.1sail:�Y�i NOTES I. Trmess—p daed,SOase Ties merearwGemaBrfeeM yawl 11YbnbadnrBw 0, Win 4 MNVWuu✓s p.Nn W Sbwal Ties Cxa-mIYGmWtl. (Y ro0100D31'da, dLM NmemM9J.2)16. 3. free. of swommmd WMB mB disposed baalmM1wn Gopher Sbse Pro Coe sysR^M B'i3om]vy SurRy iamle-. fre udamodue wesryPEsd es acwnau[pi,"awb ads mwaPmGMUI pAim m Mwmnds.fieMms6a.'smraw,"Butt Venya9 Awsviem,ammlmmnaawgn. 3. The aii:utiw�d Mis Faul�q=Ygem'rs Waalm Ne CarverGwdyC seta Sys1Bm NiG83. CcoNlnalesere Carver Gumtty Ground We. Wsad on the MinnwW CwNiNle SyaRm SaMem Zam, NPD0, 19B6 Weil WIN voural 4. al aislacwam r teat 5. tM aiwdre 6W2 dsvEad pRe•lY b4W� maw kXm tOS65 avw. 8. 6rEmaa:9nwydvlai uSrn mmwe. GiWT •un+MEAE'. avbd m &snOnae Pak ClweuXal m tln FJrtv10 d5bb NlgMray 101, epp0/Ma'H MXamIB aeA• M wibwapeAmW Ion m Mw'dJm d915.41 NBI Buvvw. LEGEND wcm sosA[xT —g-- wallP e fyoW e EN, w —as asaa —[ w. gWswed EIECINL SFlFn aS seas"x.i/wsaEn m vE a oussaded eon 0 mlBwuS Gass¢ 9swelwas _ �� "twmBl � w— miw�..=. pwaciw rm.wor wmwi� pee wooder ana (Im eN mum rww wm o�sa —e— f+s_ twee .s Rector nMl plu *m m.rea,a.vlr de .; xt enn ozx BEARING ROTATION DETAIL -NOT 7O SCALE A LWE or NW I/4 Or 5£C 24 5a9'19'41•E lLBldfy mmdra. par, arlwaL / prBpama br me a�g ndm nn a;.a suFervivm BM MYI 233 Park Ave S, Ste 300 rwicwsWfiq sa..Iw uneerre M»adareadead �` Minneapolis, MN 55415 66rnienga" 612.758.3080 feu oENws e. 01_hbi D 612.758.3099 pal ALLIANT Wnhvalliant4flc,Cofn y�yas May,D.mn 1643 oa uca.e Aorta EXISTING CONDITIONS SURVEY1 DRAWN BY PP, Sit DE CHECKED i9Y 080 PULTE HOMES OF MINNESOTA DATEISSUED 8801 GREAT PLAINS BLVD. AND 7608781 LAKE SUSAN DRNE 3oe No. +6Q,ss CHANHASSEN, MN 55317 nor cNer. n I C RIGHT OF r IXISTING BITUMINOUS TRAIL 'PROPOSED MAE)` EASEMENT i BGU RETAKING WALL — - RED. RAMP H ----,/ � aTY DERAIL I I(_ I � to 7 ______ / / E]05TN d YA IMF. BASIN � / EASEMENT a g} X OUTOOT E OX rr 0 R� KD ROAD p'dj C \ SE A p \ b O NO PARKING SIGN OP (2' MIN. qR✓R) P� cl MATCH 11� \ � ET05T.J �G \ PAPoONC� Z STALLS MATCH L NO PARKING SIGN " (2' MIN. BEHIND CURB) OUTLOT B NJ 2' AM CONCRETE S N 11TM ROM YMM LOT s LEGEND: IX153NG EASEMENT LINE -____---- PROPOSED EASEMENT LINE LIr TY, — - — - — — BUILDING SETBACK BOUNDARY UNE LOT UNE _ ROW / AAE LOT PEO RAMP -- REMOVE EIISTING APRON - NERUM W/ B618 C&G 5' TRAIL/WMX (TYP) — PARKING SIGN MIN. BEHIND WRB) OUTLOT B ,woo .\I4 i SITE PLAN DATA (SOUTH PARCEL): EXISTINC ZONING = PUOR-PLANNED UNIT DEVELOPMENT/RESIOEN7AL DISTRICT PROPOSED ZONING = NO CHANGE - - — — 20D0 LAND USE = MIXED PROPOSED D NO CHANGE WATERS EDGE DRIVE PROPOSED UUN S = 18 � OUTLOT G AREA u = 2.4]] AC _ � R AiKM! NtFA O39a M TDFK DEVELOPMENT AREA = 2.827 AC - TOTAL PARCEL PERAOUS AREA - 1.650 AC (58.4%) �CONSREUHFT 5' PRIMARY SRUCIMRE SETBACKS CONCRETE S/N' (PUBLIC) SOUTH PLAT UNIT - 25' V2Q SUSAN URN& = 25' \ TH 2,2 = 40' PRIVATE ROAD MUM = 24' BACK -BACK PRIVATE DRIWWAY LENGTH = 22' MIN. (22'-26- RANGE) \ SIDEWALK IX R/W \ SITE PLAN NOTES: 1. CONTRACMR SHALL FIELD VERIFY THE LOCATIONS AND ELEVATIONS OF EXISTING UIBRTES AND TOPOGRAPHIC FEATURES, SIGH AS FASTING CUTTER GRADES AT ME PROPOSED DRIWWAYS, PRIOR TO THE START OF )SED STE GRADING ME CONTRACTOR STALL IMMEDIATELY NOTFY ME IGHT - ENGINEER OF ANY DISCREPANCIES OF VARIATIONS FROM ME PLANS. !0.14 3. ALL DIMENSIONS ME M FACE OF BUILDING AND/OR BACK OF CURB, '!5 BUILDNG DIMENSIONS REFER TO OUTEODE OF BUILDING FACE (FYP) PHASE 1� UNLESS OMEHW6E NOTED. BOUNDARY ?J < ]. TOBEFOR To PROPOSED 8 LDINA� DRAWINGS FOR CONCRETE STOOPS ADJACENT 4. CONTINUOUS CONCRETE CURB k GUT -TER WHICH CHANCES TYPE SHAl- HAVE A MIN. EVE FOOT TRANSITION ON PRIVATE ROADS. O4 / S. � CONCRETE GTO CONCRETE WALKBE µNW MATCH E 05T. (LTG\ SEPPRAiED BY A 1�/2 E)PANSON JOINT. 6. PAVP.IENT SMITING SHAH. BE 4 INCH WHITE PARKING S`E I SHA21 BE ADD STREET SIGN oN 'L.� A MIN. 9' WIDE AND 1W DEEP. EGS7IN SIGN-- \ AL 7. ALL WORK 'WITHIN ME 0.0.W. STA1 COMPLY WITH ME CITY ENGINEERING DESIGN STANDARDS. STOP �H1LL SIG'NME. PUBLIC k PRIVATE SMALL COMPLY WITH ME MN DEPTH SAWLIIT B. AL STREET AL WNUON UNIFORM 121FFIC CONTROL DEVICES. `RENOW EXISTING PAWMENT CONSTRUCT W12 CRG \ \ 9 THERE 6INO PRARAIEL FARADICALLOWED ON PRIVATE ROADS. E LANE' !OGNS MOST COMPLY WITH CITY OO 10. Al CURB AND GUTTER TO BE CONCRETE 0612. SURMOUNTABLE, OR \ \ B618 TYPE AS NOTED. PER CITY STANDARDS. 11. wNTRACTCR SHALL HELD VERIFY ME LOCATIONS AND ELEVATIONS OF EASIING UTIUTIES AND TOPOGRAPHIC FEATURES, SUCH AS EXISTING MAINTAIN ACCESS TO GATEWAY PLACE MIS. PARKING LOT \ GUTTER CRATES AT ME PROPOSED DMVEWAYS. PRIOR TO ME START 0E SITE GRADING ME CONTRACTOR SHALL IMMEDIATELY NOTIFY ME ENGINEER OF ANY DISCREPANCIES OF VARIATONS FROM ME PLANS. TP. Mm , 1]-IT 1 3 FUNff) 2a' TY' LOT INTH 2T END LOT MO Td'. pa 1 1/-.'6 II QIR 0 20 40 SO TYPICAL TOWNHOME LOT DETAIL SCALE IN FEET 1L RUNNING WALLS ]D' IN HECHT OR GREATER SHALL REWIRE A SAFETY RARING \ \ 1M ALL BUILDINGS HAVE SUNROOM AND PATIO (6'X7n OPTIONS AVAIL,= A. PARKING LOT STRIPING SHALL BE 4 INCH WHITE EPDXY. 1S MAINTAIN ACCESS TO GATEWAY PLACE APARTMENTS DURING CONSTRUCTION ON PARKING LOT AREAL \ ' 16. ANY DAIAAGED PAVEMENTS OUTSIDE PROJECT UNITS SHALL BE REPLACED 't WM EWIVALETHT SECTION. 11T TP. A SIDE rum un ONE m � M6 f _ Our ROAD SECTION B (24' B-B)�� w CONCRETE SIDEY/A ROAD (INSET A) Tm HAWSE u rrc T. r m.xre v IPI@MYI 1Y mu.LN B]4v1 PAVEMENT SECTIONS Illipp. OWN i16 ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3GBO MAN 612.758.3099 FAA c;ww alliant-inacom J Ll.l U Cc Q a x O U) Z J LL LU 0 Q Z (7 J � FQF 0 Q r Z 0 c C Q to W i i y(3 Z Nd 8 H H lY 0 Q 2 o i J a < N a J F- Cl a J (n z s Q W W Lei a Z F MM'i Lsi LL VJ h. c mOT' Mal My plan. p.ancaHan. u. , ,-1 .a. unE�uf 10 El. pp.W.m am O duty u..... d PROFESSIONAL ENGINEER und.r M. I... o+ M. St. a+ MINNESOTA YAM{ RAVRTI. P[ ON. IJeuw Xe. QUALITY ASSURANCE/CONTROL DI 01.E OESI 0: 1PR PRAWN: FLL PROJECT NO: 216-01M 5 9407 5 of 17 905.SLEXx ,�, Op. 906.NE%x q TURF ROME. MATS EX FES IE 89&27� TW905.0 ff BW905.0 -A �G Z-� N� N • MASS GRADING COMPLETED IN 2017. • TREE PRESERVATION CLEARING COMPLETE IN 2017 NO TREES EXISTED WITHIN THE SECOND ADDITION BOUNDARY. 0 20 40 80 SALE \ ---," Ex FES IF 898.87-. 904 \\\ 902 \ 900 FM, SXLLL ME AN NOW, M0.ULgG 2 SAND AND 52, COMPOSE 890 EL890 MP RAP 896 (1 FT OEPTI> REPL.•lID NnETRATW MEOA/,UE - my BE MATERML E%CAVATEO FROM ONIF GRAMMAR FOR OUNATIDNS 6R20-RJ60 en. WrnED x 892 S NOY A ` SOULS, SIN. WATERS EDGE DRIVE J _ TLOT B F 3Sx 9t2axT yf 9W1.•hlP 'n N .11.76E%x xmrl a2 ✓ x912xJE} RfRP A 16 \ EX 91 FFE=9120 \ •\•\ 904 Y RGCI( -- - 1 FV ROO MYB990 1/] -2- ROOK ] sOPE 1 INTILINATCN WATER RASIN ROT1W ^\ -+; GROUND,ROCK WEEPER 40 PROFlLE VIEW F:GGVATE IEGIFNKE FIHO[ TO WNY WE LNEA TYPE N AUGN6 - B92 NOTES: RGTwG OF NPa•P B91 1+50 2+00 1. SEE NNDOT SPECS 2573, WI. 37M h S889 2, Cl/55 I -IV RIPWW (SPEC. ]Ual NIN GEaIEXIIIE EIHiIC -I 1YPE N (SPEC 37SA I+00 SECTION A -A ROCK WEEPER (NTS): I 01809IX�! GRADING LEGEND: LOT UNE LOT LINE GRADING oETAR IXApxG (NOT I he m PEAVNExAtVO3O9UO UUS FCOlP1UNi XPROPOSED REM PAD ATO IGARA(E III FIEVATIEN (AT OIXWSPOOFED UNITS PER GFE (SPLIT UNI ) ADDITION, GARAGE STEPS DMI SLOPE EXISTING CONTOUR -912 PROPOSED CONTOUR .12.14 .9Nti PROPOSED SPOT ELEVATION M 15.0 TOP OF WALL EEEVATON BN 11.D BOTTOM OF WALL FlN%TlON DIRECTION OF BRNWGE y EMERGENCY QEHFLOVI ROUTING RUNNING WALL PROPOSED CATCH BLSINS > >- PROPOSED STORM SEWER - - - - - - - PROPOSED EASEMENT PROPERTY LINE - SETBACK LINE LOT LINE - - mGHT-OF-WAY --_ __ TREE PROTECTION UNITS EXISTING VEGETATION UNITS `. TREE TO REMAIN (PRmECT) Z• DRIVEWAY SLOPE TABLE: WtOCA IDT CL TETU2\E EI F.V. d TC L GTII SWPE °: 1 1 91076 25,65 8.73 1 2 91091 24.00 8.71 1 3 911.01 22.00 9.05 1 4 911,17 24.00 763 1 5 91137 22.00 7 M 1 6 91 L39 2400 6,71 2 1 909.85 M.00 3.19 2 2 909'>1 27,50 465 2 3 909.35 659 2 4 90912 2421.00.00 7TZ 2 5 DOI 22.00 9.32 2 6 908.98 2400 8.42 3 1 908.68 26.00 ILW 3 2 mU % 24M 8.92 3 3 909.05 2200 8.m 3 4 909.28 24.00 7,17 3 s 11 9W.43 22 DO 7.14 3 6 909.63 23.40 5.90 PAD WGTIs - 4 UNrt = N' 5 UNIT = 12e 6 UNIT - 1M' n AS P- b ®n11a•R u.r 10 10 O Yrt S 6ANPA - 0- POeO.'E 9i9•x 1i YN 6 eM • c A�O �e. tun a um�ir 1a HOLD DOWN DETAILS am 1 r R4. PNCIYI B FS SECTION A -A M 6PFGIYI B SECTION B-B PLAN VIEW INFILTRATION BASIN EMERGENCY OUTLET SECTION (NTS) wi� i` ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612 758.3080 ANN 612.758.3099 FA% W .alliant-inacom J W U Q a S O y z g W J � Q Q F z F Q 0 m O 7 Z z xd 0 3 F Q CCo = 5 c� CL N m z fq = Q Q W a Z Q 0 U lL U n...er ..n Nr rnor rnla P1un. a P.onmmmn, a e1 m un4.r EDT ,E-1 aa.=1 .uP.nbmn am mw I PROEESSION, ENGINEER uM.. the Nam. r the 51n1. ur NINNESOTA YAPoG MVRl1. PE DUAL" ASSURANCE/CONIROL 91 DATE DATE ISSUE PRO.IECT TEAM DATA DESIGNED: MPR DRA.: ELL IECT PA N0: 21 6_0 199 6 SNEET 6 of 17 0 30 50 120 SCALE IN FEET LEGEND: —]BSI— RgW4L CCf1fgIR —� GIECIA]N OF DRNMI£ s • PImPrRD DwI IENas NtlPHO SIDIRI 3RR RARHD F.l ii` ONE W K UNE W ONE KKi1TKf-M.Y O DbIMG TTEE ro RMNN - TFE R9RCIDX LYRS — PRE— SF- - PST— SF — PIDRYR➢ ma FLNF (FIST GLaDW.) ❑ ..ET PRD,EGIDN DND O N DBTAD NEG "� T GLYVff IgIDW Dw6 MU Fll4 (yME RTR CaftiDDOEN ENn2VIR -m-mAW/DPM MOON, MUP) " (FOOL.) q WS FIEIlQ9]IN COIIOIR O.YINfi =CURB LOGS / MULCH SOOTS =SLT FENCE =TEMPORARY MULCH COMER =INLET PROTECTION DEVICES SEDIMENT BARRIERS 1. SLT FENCE (MnDOT 3BB6) T. CURB LOG a ROC( IMEEPER 1NLt PROTECTION DE MS . WNW (MnDOT TYPE A k C) 2 INFRASAFE STORM GRAN/WL`RRT 3 SLT SACK (MnDOT TOLE A) A. DANDY BAG (MnDOT TYPE B) WATERS EDGE DRIVE ACTIVE SWPPP MAP LEGEND FIELD MANAGER TO COLOR CODE DURING CONSTiUCTYN AS NECESSARY PAW MENT (DRIWWAY/ROMS) =SOO STOOOILFS BIFF/POET-O-POTTY TEMPORARY HVDROMI1LCH EROSION CONTROL BLANKET ROM DRIVEWAY / ROM PADS �SWP SON/Mmuou Mn-TRACKNG CONTROL 1. 2' CRUSHED CLEAR ROCK STAMU7ATDN RMP•S 1. STRAW/HAY (DND DEVELOPMENT) Mn00T TYPE 1 MULCH 2 EROSION CONTROL MANICET ME mix ME YDDM MnDOT CAT. 3 JARY �Y 1. WDOT-21-111 3. HYDROMULCH (OATS 21-120 DAY STABILIZATION) WDOT TYPE 5 2. MnOOT-U-Itl (1-2 YR. STABILIZATION) 4.. TURF RENFORCEMENT MAT SC250 NORTH AMERICAN (A@N PERMANENT SEE) MIX/STAPH 7ATION OR EQUAL-MNWT CAT 6 1. MnDOT 25-151 (RESDENTAL TURF) 2. SW MAIMS ACTMTY 1. CONCRETE WASHOUT IS DONE BY MUM IMTH A MODULE WASHOUT SYSTEM PROVIDED AND COIPLETED BY THE CONORIE CONTRACTOR. VICINITY MAP SCALE: V-3000' - DND-! A ALLIANT 233 Park Ave S. Ste 300 Minneapolis, MN 55415 612.75B.3080 MAN 612.75B.3099 FA% www.alliant-inc.Com J J a Q W 7 0 z a J a J 0 cc r z 0 U z J z a W F � Lu O m V) 7 � N z a a a o_ a 0 Z Q ILL W Mrabl utliry Mvl Mla pkn. agtlllaalla,, w nporl wa NOTE TO CONTRACTOR: CONSTRUCTION SEQUENCING: eua.an ;na IY THE YA55 GRADING CIXITRACidt IS RE9Ca19BlE FOR WSIAWTW OF ALL W040N AND MASS GRADING PHASE . u..n,.e PFe.1, OFESSIOMAL ENGINEER .near SEDIMENT CONMOL REST MANAGEMENT PRACTICES (BMPS) AS SHORN IN THE NEST PARK MASS 1. INSTALL STA91l1ZF➢ CONSMUCTCN ENMANCES Ma lava "f IN.SI.N of GRADING SAPPP (EXCEPT FOR POST MADE RIPS NFFMO AFTER UTUTYTEMPORARYIN SMUCTCH 2 PF,PARE TEMPORARY PARKING AND STORAGE. AREA YI.SCTA ACTVITY). THE BMPS ME TO BE INSTAU AT A NNIIWM AS 91 IN THE RAN, IF M INSTALL THE PRE-G ADNG SLT fFNcFS AND NU7 PROTECTION BYPa ON THE SITE CONDITIONS A ADOMONAL BR SUPPLEMENTATION TO PREVENT SITE EROSION OR SEDIMENT a. CONSTRUCT AU- P E-WADNC MOSQU AND SECOFIITAIMN CONTI B yARX RAUSGI, pE TRANSPORT MAY BE 1ECESSMY. ME MASS GURMG CORRACTOR IS KSPONSHE FOR NL i COMPLETE MASS GRADING MO MSTAL TEMPORARY AND PERMANENT SODDING NA ft.WTIN4 BMPS REWIRED TO COMPLETE THE MASS GRMINC ACTNTES AND 9JOSEQU NT TEMPORARY 6. CONSTRUCT POST-MV NC SLT FENCE ON TP SITE. THE STREET AND UTUTY CONTRACTOR AND CITY MLL THEN ASSUME THE RESPON9OUTY TO PROVIDE INSPECTON AND MAINTENANCE OF MY M-PUCE BMPS AS M]L AS INSTALL THE MOITONAL GYPS REWIRED IN THE STREET MD UTUTY CONSTRUCTOR DOCUMENT SMPPP. UPON COPLETCN DP STREET AND UTUTY CONSTNCTON. THE STREET AND UTUTY CONTRACTOR SMALL REMOW MY SUM INSTALLED UJWNG TIE SIMfET AIA UOUTY RIA4 THAT ARE NO LMGN REWIRED AND O%RONAM TIE MMSFER R 1&OS PERMIT IESPONSEUTES HAM To THE DEWLOPER OR TERPo IBNAT: THE PORTLN OF THE NES PERMIT TRANSFERRED TO TIE CITY ANO TNOR CONTRACTOR. EROSION CONTROL RESPONSIBLE PARTY: PULTE HOMES 7500 OFFICE RIDGE CIRCLE. SURE 325 EDEN PRAIRIE, MN 553" CONTACT: CHAD ONSC RD PH: 952-229-0723 EM: chaE.onnar Opuhegmup.com STREET & UTILITY PHASE`. 1. INSTALL UTUTES UNOALRANS STORM S.YFNS� . AND GMRE6 2 INSTALL RNRM AROUND WTET STRUCNf1E5 1 INSTALL NIR PRcmCERM AROUND ALL SNOW $RARER SIRUCT.ViS {, PREPARE STE FOR PAWS 5 PAYE STE, 6. INSTALL NET PROTECTION DEN2i 7. INSTALL POST STREET AND UTUTY SILT FENCE. a INSTALL SMALL UIWTIES (UUCMR GAS, PHONE CANE) 9. KNOW ALL TEYPOLVMY ER . AM MOMENT CON. RHOS (ONLY IF STE IS STADIUM). P RRIMRCO By TE CONTRACT CONTRACTOR • SWPPP BMP QUANTITIES (PER PLAN): DISTURBED AREA 10.5 AC ENEBAI( CONSTRUCTION COMPANY SILT FENCE 5,206 LF\ INLET PROTECTION 29 EA FULL PROJECT LL BIORO /\J 3,075 LF SEED/SO0 POST GRADING AREA 9.1 AC 1. SEE SHEET 9 FOR A- EROSION AND SEDIMENT CONTROL NOTES AND DETAILS. 0aN U IM. OIlALRY ASSURAMX/GOMFROL DESIGN@. MINI, MAW. ETL gDJER ID: 21"1" 7 S OR 7 of 17 ---DND- MY SEDIMENT BASIN AREA W/ FAIRCLOTH BKIMMER Ol7TLET INSTALL TEMPORARY STORM SEWER (APPROXIMATELY 220'-12' OR 15' HOPE TEMPORARY ROCK CONSTRUCTION ENTRANCE (PEA CITY DETNQ TEMPORARY PIPE TO EXISTING 15' RCA. NOTES: • MASS GRADING COMPLETED IN 2017. • PHASE 1 STREET & UTILITY WORK STARTED IN 2017. 1 WATERS EDGE DRIVE -DND- �Q�II�GT 0\\l 1R LEGEND: F]1511H6 CIXRWN J99 pdVfHU CGIIWR � PRPIEM 6 tlirlV!£ ■ ♦ NdT03D Wal a\46 PgXUIID SId01 9_NER _-------_ rtOV4D FAWEXf flN.N' ft1Y ENE 5lle1C% E]E EO! EK O DEIEl9 rREE ro IF]WI --------- INEC ANIFLI'aX EWIIS � � s � pRaeogo ar Ff110E (PRE wnNc7 rsr s vbo, m %T mcE METr LW➢Nc) Nfr PItl11ECllei DND �« ,EIWIWiY WHVi 0.UMNR WRI6 11A4 CAN•C Raoc aTwiNvnx Exnuxa 11rMN WAG1 (R1P) 9.N1 (RIdIJ OP `.EG. ERvnR m1nNE RNur — > — ,e.vwrc smel awE i111,10, ALL^IANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 m. 612.758.3099 FAx W W W.allianl-inc.com J W U cc a x F O (n z 5 J O ¢ z z O U F J W W M (/T V 0 i z Y0 Q ¢ J z [L N a O F-cr) o a J N W o0 a z �i In c�i EL W —7, ceavy mar me pmn, specir,c len, or "plde e by m. darmy aired-p-1.1- and 1W n duly Uc.n,ed PROIMIONLL EN ... El. undo me la.e al Me YIMNESOIA $Mle of Y.. MUSUi. pE oar u..m. xe. DUAL7IY ASSURMCE/CONTROL .,S..E0: NPR OMMX: ELL P.loE M0: 216-.1.. Z /}�� 0 20 40 80 8 SCALE IN FEET sxEEr 8 of 17 . aF Y�� a..I uY— � `� aF In v[ ,��OnAd F Fwi-'oDN Fi. . § L BILL "M Y.APANE iuGETO B` NLi aEl MGN .,01,• BILL rENCE %iuSENNAGG dl � aOOC m g6i 0-IDt_ bREi Ril •YF¢ �AFLCCATw ,BILL FEMR F1W1R� �IYEN—[S]F LQ i GAgE IROAIE FOG.M 6 OF PfRaeTc E�mseEE!! SILT �RppM��IpI�HEE� IAaSINYE� FENCE _ EIGINEEW.NG DEPARTMENT W 53u: _ -N fAu9la 0.P IINNNIXAPTN FOR T.,.GAP. 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A3NWT Mw mvaEFe Yaws, wAnxc BEMs. P .P OF .., ANmN:(:Bpl NIO OEIYIIKN O6PCSLL RENa1.. MYa'! BE 2 IWM'IXNIS WIEIYL ca_ OKNAE .m NI6S YAF a iTRRY 51NEO. NN1LN. SFCNYNY CIYIrMYERr. 10 NLLVfNr4915.. NI OMER ONNwdf. R6TNnm M'f� ro sloaR ucK rsr ME RmnNn m Rcw(f vrAUUHL . Ma L�R R lY}/Ims TOLE Ylm a w mwrxLf wm ru Ma.Auunal¢ a NbeTE 1LL9U1A1 a WE TMR% BY MRX wm A YaeR N 91cVL SYCIFL PM.YEO MID 4pIRE1ED B( OF, mNLrEIE CWMIITgI. MAIRT YVST R COMwNm N0 Eq'IE PRaPvdr avosm R. HOME BUILDING NOTES: • SNErR M ideas aNFtA R L BE I. AS IEEIDm ON A Im BY IN Bhss OFPE1eMc Lrw BITE ACrtant. • NMI-TRAN]C fAO1El RILL BE Ff6rNld As . ON A IOC S, LET WS6 RPfINc Isw vrz Anrm. • ( ]E FI99OT 6 CPE MIIX Bf MKX FRM A LX9F R SIwT ssTw PmaB A]M mNnmum m TIE mxvEFE NMmrnNi • NSTAIL SpYENT eA®6 IF OVLEXr FL6Y . Ad. Bddl • reruL wm-,woos Norms Fa Bwx R we m PAn FIFx 9LENLX R PR41T RL t .. 6 5CfM1.X. SAMPLE EROSION CONiR% PLAN TOR INOINDUAL LOTS SEEABEXT QONI1PX ..°a.N...T—.m a-.... TOIL , wAaaa'+sa a. m N •asL Nau en.F�i.eY Ie x �tev ,,nns • P vaary —va . wYm .. lads ,wm e.,m N.a/a Fa av • ws•A9] A bJl m. „loa f F Oange wda. evlvn..I— v m c- �3 vm d - 46 a.Aa N KPVI - �eYwm Naga a• -at...N•a Nan P... ~w11 Iss n, ,I-mX . ,.tea —a, tinbNb NF . : .,n Paden. Pad. is -,XP%.aT.. • y�5�eb:'�a.. 1Y5 A]BA mPama�n�.aint a.. an,AC. EROSION AND SEDIMENT CONTROL MAINTENANCE PROGRAM: MAIN I EROSION CONTROL YO�2 INDIVIDUAL LOTS (TW.) SO EAGINEEFING DEPM(MENI wSPCGT %i iENCES udFBwI RY NTFA FAUA iVNFAI AYO M IUSI pULY WRIN4 FKKCNIED PJlfM1 AeEEMTFLY 16PNt FNED CF FNIN EEl fEME ]. REPIACENEN" -FABRIC Slwl BE . PXOYPRY . B RCLKOSES OR BECON6 NEFFIRTTE BEFORE nE BNRIm G NO LLNcm NECESSA" J. SEOAIGT AOgIK - smYEM LEPoSIR sNARO CE RFYPID MLFR EIa STORY E•hNl. FFEY YIT BE IRWEp xMm OFFBIS N.•D• M4AOJOMA1 Rr pE-nN0 nE IFAIF 6 M WAER. NI! YLYFIE IEFVIIBIO w RI6 AilfA nE IIr FENR d RFm iJHOL 6 M l� RNEB 9W1 BE OIZS4D m MBOAI MRI FIDTFi RNA. AEPFfEB. 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TOLE Nm NKVMr R NL RMIALL Ew113 REIdm ,LNv in . (OB MJES) IN ]1 Im16: P. DOCUMENTS OF MWYS WLE TOT E S9 NP Mu AS gaRD IN Pal . 0. asE E PMOG EF LIE Q161RTMYI GEE TON UIFEO'BE . BrAAMAnN Mn .. w OFIeR PMR OF STE, RmMEMI65�114�mIR .FPECAma ilo umMllRw� vsr n¢ nAR waN .K MIIvr R.w16aE m LIE GR m mLe ro N.WIIN' meTMA:mFA nENENR mum F61. N Nor W Ma �®m Isar NmY1 sWTw. smsrem wwDT;�vo vw¢Y.wFrsawL elmwmmwLeAA.B* RGreEUTIw W.oAmW mmnuwAmNv u�W F�F vR�mAN� swc Nnx A ort wvE anY, M Y,�' m�iluNX.aTNm`anm.�AnA`m.TW AYTYa ]V uM . BE X .FD : ELr m L, POST 101BEP z' .' NdnXh K K]BFS CQ:LNIICUs .FqM TM ,AS _ m.E R1FA FAGnc w�nw. ASTEtEn m Ewa w wuw a' M J- LONG 3 `M1OFIWIEBI GEOTEX " B at, Am'C PER .1 JBBS IYACiME SU,: MM M'4 B- ' OF FVP BOTLtl1 fF 6�.. T 1OwgypppEEER CTO FRE NENT YNXANA9YX6 OFID A T NJE BOX TO FIT ETO AY'S TORS OF 5 UCNREB X DOLT BOX In -w A. E X.A. s BCLON — OF SLF P SILT BOX SEDIMENT TRd' - ..-.T a,1a1 wATTLF/Rpy WE= TO BE RwoIEO AMEN STABILIZED Lic ijON� 'ALTP�� RE mMSN wAw BBTLw a FEs earrw b' W IT BIOROLL � R � .,GNeO INSOE FES B'-1] R IA- TO Y uwo a TYPE ZOLEITLs "B.ac I19OE FES FLARED ENO SEDIMENT TRAP � qc�Eup�f1IfB{IE MOm6R11N1 DOCK WEIR/WATTLE ROLI -:=ARIMCNT Y �J(� a ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 F. vAww.alliantAnc.ccm J F W Q fA Lu O Z J O cc Z O U I' W FQF F 0 '2 W (fin z_ y C z Y� F Z Q Qs g Z a< N a O lit a Z R cO }i vWi c�i tL W n.nby aamLy mot this Plan pwalrcPFw.. reeotl Na. ,.d by m „nd., waaay .c dl,t a am mat I aul, Li ea ed PROFESSIONAL ENGINEER undo In. I... of In. B1.1. Of MINNESOTA YYIY MUXN. PC MN—. Nd. OUAL7IY ASSURANCE/comm EaNea w ERNE. 6L RW.Rl KR 21E-E1M 9 sEEF 9 of 17 UTILITY NOTES: - - - - SVSPN I. WASTING UffliN 5, SEANCE LOCATIONS AND EtEVAnoN SHALL SE VERRE) IN FIELD PRIM TO F \10'BBIG N1M,WE - "�PK / 2 MNTAW A MIN I8• VENIICII SEPMKTIOY AT .LLL PIPE CROSSINGS. WATER AND $WRARY SEWER LINES TO MUNTAN 10' VERRGL SEPARATION. LOWER WATERMA N AS NECESSARY. 3. CONIRP M IS RESPONSIBLE FOR ALL PERMITS PRIOR TO THE SEAR OF CONSINUCTION. y 4. VERTC OR HORIZON INSULATION FOR ALL STORM SEWER AND WATERMAN CROSSINGS WHERE / _ VERTICA OR HORIZONTAL SEPARATION IS L65 1NP11 3'. � 5. N1 UTILITY WORK WITHIN THE R.O.W. SHALL COMPLY WTIH THE CRY OF CHANHASSEN / FRYING HYDRANT ENGINEERING GUIDELINES. / ti B. NORFY GOPHER STATE ONE CALL aB HOURS IN ADJANCE OF ANY UTILITY WORK. / - 7. PROVIDE TEMPoPIRY TRAETIC CONTROL IN COMPLIANCE WRH MNOOT TEMPORARY TRAFTIC / ~ an CONTROL ZONE LAYOUTSFIEL -D MINI LAMST REASON. FOR MY CONSTRUCTION WTIHIN ti \ YET TAP MD I o BLOCK 1 PUBLIC R.O.W. COIiLT TO .� 6 5 4 3 2 '.i 1 T EASING a. ALL SAKI MANHOLES TO HE W DUMETER CONCRETE W/NEIDNW R-1642 CASTING. UNLESS 0 P IX Ir GP. O II.W RE2A SFRNOES HYINANT NOTED OTHERWISE.W ay. / r YN 9. WATERMNN, SERVICES, AND VALVES SHAL BE INSTA3ID WI1H MINIMUM 7.5' OF CODER. 'SIN IN 12 s ewD p / 10. WATER SERVICES SIMLL BE 1.5" 00. TYPE •K• COPPER, W/ 1.5" CORP. STOP + 1.5" CURB ce h� SV1 TO 11 NAD ,J CA, W/ r OW. IIO%. ATOP IX OR. 9•A• REWCER MROP ALL INTf� 3 _ a0'-r 11- 9 P1C 11. SEWER SERVICES SHALL BE 8' FND SDR-I6 MINIMUM ?x SLOPE UNLESS OTHERWISE NOTED ON ra FTM+ EL 9W1 THE PUNS. 9 IIIfP. p STA I+SY.tI 1p E� IU SW W 12 -' _ 12. WATER SEMD A MAY O PULED S SAME TREME as SAN SERACER PROVIDED THAT A 24" Jf & r 1FE S.W W1] VERTICAL Ai0 A 35NORIZO.YTA SERUMTION ARE MANTNNm. d GV. IUMSERMOF 9 _ 13. ALL CURB BOXES SIBE ADJUSTER TO AN k1ELEVATION OF 1• BELOW FINISHED GRADE MYIX SW MH K p IE�RMLG �/ 14. ALL 6• AND 6• WAIEfUWN SHALL BE C900 RC. EASING (IXIE�12) J` i \HRMMWT 0 25 W 100 SA � - pEINC NYAAWT� _ 3� W/ B• 4V. £ AOOIe 9 9 4 E Z I - r W/M sEWu�s T Z E 6 9 Rt1ve Ru - NOTES: 1. THE WNTACTTHE IJIOWATER DEPARTMENT 01t WALLTO { 24HURSPRI /eA TION. 2{ HOURS PPopt 10 ANY PUBLIC 5£MFR/YAlFIR1AN CONNECTION. � a 2 HIGH DENSITYDiTTRUCIED ADUSTING RINGS M2 + O~ ALL MANHOLE S1INLRIIES(�E) \ ` �% 9 S SAFATARY SEWER MAN SHALL GE NSFAMED PER Ott OF CHANHASSEN ^ / \a 'YM12o �p NIVNIUT pi �_ II \>• .. vTp `� gpT1.OT A SPECIFICATIONS D DEf�AIL P Al6 CITY OF WANIAffi1 ` A =� 5. TYPICAL LOT SERVICES: ` r I CAN - 6*PVC SOLVENT MELDED SPY 26 STONEGATE ROAD WAT -E °s ATYPE'K" COPPER STONEGATE ROAD 950 I I 950 940 SAN MH 11 W/ INSIDE DROP SAN MH 12 I SAN MH 13 I 940 CONSTRUCT ATOP EXISTING STA: 2+56.36 STA:1+84.39 RIM-909,GO OFE:O.00 I OFF:LT .93R INV IN:895.80 (E)M: 910.58 RIM: 910.28 EX INV: 886.83 (N)6.40 (E). NI OUT:899.28 (W) E930 (DROP=8.91')6.40 (S) 930 6:30 (W) I 920 920 910-----910 7.5 MIN. `•_ ________COVER900 e" 900 VCIN 8. TEE PVC 5'-6" C900 PVCof 8' PVC 1 SCR }5 O h.GOR HYDRANT I-EAD 890 IX. 16' DIP W/M MR 35 O O1 890 & I a 880 EX. SAN. ¢¢¢�¢1 0 N'$ �I 880 21'RCP N N0 1JRIF ul a 870 my s 870 Yge aW O I O 4+00 3+00 2+00 1+00 0+00 SERVICE TABLE BLOCK LOT STATIOM IE- CBE•^ RISER^" 1 1 61 BOOM 91163 0 1 2 57 a99 M 91178 0 1 3 Sol 91191 3 1 4 90135 9110 5 1 5 N9M97 912.08 5 1 6 Q) 900.85 91206 5 2 1 W 899A1 910.1I 2 2 2 69 age 910.19 2 2 3 19 as 91021 2 2 4 ae M24 91092 0 2 5 6789632 glow O 2 5 91 agaeol sontel 0 3 1 124 89862 9019.57 0 3 2 IM M51 9W75 0 3 3 81 89639 909.94 0 3 4 52 R8.22 glow 0 3 5 3389311 91014 O 3 6 989056 910.21 2 • Sanely S ce Me SIeGm (Fmm Llrm51BT1 No "3eniay SeAce Inwl EWaea1 ••' OAS B. EMeBm •� Hear Length (Amb Length Not Vat See VMCN HBO= R %0 ](R) LEGEND: -> PROPOSED STORM SEWER 01 PROPOSED DRAMILE -DoPROPOSED SWRMY SEWER - PROPOSED WATERMAN ■ PROPOSED CATCH BASIN PROPOSED SANITMY MANHOLE N PROPOSED GATE VALVE PROPOSED HYDRANT EXISTING GATE VALVE EXISTING HYDRANT EXISTING WATERMIJN EXISONG CATCH BASIN EXISTING STORM MANHOLE EXISTING STORM SEWER EXISTING SANRARY MWHOLE EXISTING SANI SEWER • w15 ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 ag. 612.756.3099 FAT W W W.alliant-inc.coR ti 950 I 950 940 I I 940 930 930 ANMH 14 SAN MH 12vG'M% SAN MH 15 .50 STA: 2+06.82 :0.00 4 RIM: 908.54 920 6.87 (SE) INV GUT:897.53 (NW) 920 _ 96.7] (N) 910 910 8" TEE% 900 900 z1a'-a" C903 PVC-'WATERMAIN ]43' Of 8" PVCOf e' PVCMR 35 O 0.50R5 O 0.50R 6'-6" C900 PVC 890 HYDRANT LEAD 890 a K 88() gan 880 n JIF F 870 om L'. 870 O N IS IS 0 0 Q m 0+00 1+00 2+00 3+00 4+00 V1 W J LL O Q a a z Q z a _z CQ G Q W Q J QQ k a I-ir N m W w � i i V) W y 0 F (N Jlir a< N a a F o a J F ex W 00 M z Q twin v a V) h... a, -.11 Mal I. Plan. •9.an=mmea "a"' 6rs Vamr •aae eln=1 -,Iabn uM ERN I am a a.Ir .-I.,PROFESSIONAL ENGINEER uatl m. I. W. of M. St. at MINNESOIA We.. MUSOI. PE GeM1 u.w. n.. DUALITY ASSURANCE/CONTROL GESnGNEO: 11PR DRAWN: Eu PROJECT NO: 211-11199 10 SNEER 10 of 17 RIP -RAP 6 CY CL 1B - \ r FES 700 CBMH 701 W/ 4' SOAP NIle CONTRACTOR TO REMOVE TEMPORARY STORM PIPE (IF PRESENT). Z 0 20 40 So SCALE IN FEET 900 CSMH 801 FES BW r - RW-RAP ' 5 CY L1S 3 r (PMH B02 n.1 ti ti W/ 4. SUMP IST 702 - , OUTLOT 8 \ �`MSnNG CATCH BASIN INSTALED IN PWSE I III I FES 901 OI ITLOT B IIII�I�I m 1P 1 n, N CB B04 o A- / X .T. 'T AH 803 STORM SEWER SCHEDULE: WATERS EDGE DRIVE o■ MWCB 0. MA. P. SLOPE P. WREI PIPE PIPE FROM TO RIM STRPR�494 BUILD FROM TO DUR B LENGTH ]FT] VEL]FTIS] INVERT INVERT ELEV TYPE (FT) FESSOO CCS 6M 15 fro RCP 1457 B99.Bn B9B.Fb CCBNII FES 602 12 D C6 RCP 18M 89920 Beats W703 CPAM1791 1B 0.23 FCPE 1"69 413 seem M.49 M57 48 961 CE I701 FES Jim 18 0.% RCP W72 445 899.39 MDO 90105 48 1167 CBMI CBMHRA 15 147 HOPE 61.28 B30 906.05 M15 91000 27 3% CBAWBRI C91NH� 15 0.30 14]PE 153.69 175 905.06 90459 9W.13 46 4M CEIMIA 2 C6MH801 16 3.1D 1p{ Ill OR 12L6 904.E 901 W 509.97 AS R-3050 948 CBWN 801 FES 010 15 0.90 RCP 3671 A 89933 BB900 905.DID AB R-4342 561 FEs got FES" 15 0.90 RCP 30.D0 4.99 90660 90633 LEGEND: >- PROPOSED STORM SEWER -a��- PROPOSED DRMNFL£ r PROPOSED SANITARY SEWER PROPOSED WATERMAIN PROPOSED CATCH BASM/MH PROPI S,NnARY MANHOIf PROPOSED) DATE VALVE c PROPOSED HYDRAM EXISTING DATE VALVE CUSRNG HYDRANT EXISTING WATERMAN EXISTING CATCH BASIN EXISTING STORM MANHOLE EXISTING STORM SEWER EXISTING SWRARY MANHOLE EXISTING SWITARr SEWER STORM SEWER NOTES: 1. EXISTING MTTFRES, SDMCE LOCATIONS AND EIEVADDNS SWLLL BE VERIFIED IN FIELD PROR TO CCNSiRUCTKKI. 2. Mal A MIN 1B' VEancAl SIMPARATION AT Al PIPE CROSM'll 3. CONTRACTOR IS RESPONSIBLE FOR H PERMITS PRIOR TO THE START OF CONSTRUCTION. 4. PROVIDE POLYSTYRENE INSULATION FOR ALL STORM SEWER CROSSINGS WHERE VERTICAL OR HORIZONTAL SEPARATION S L THAN 3'. S. N STORM SOONER WORK SINLL COMPLY WITH THE CITY OF CHANHASSEN ENGINEERING GUIDELINES. 6. NOTIFY GOPHER STATE ONE CALL 48 HOURS IN AOI/MCE OF ANY UTDIIY WORK. 7. PROVIDE TEMPORARY TRAFFIC CONTROL IN COMPLIANCE WTM MNDOT TMPORARY TRAFFIC CONTROL ZONE LAYOUTS -FIELD MANUAL' LATEST REVISION, FOR AJIY CONSTRUCTION WITHIN PUBLIC R.O.W. B. ALL CASTINGS SAL BE NEENAH OR APPROVED Fry u 9. STORM SEWER SHALL BE HOPE A MIN. 15- INAMEI£R, PER CITY OF CHNAYSSEN REQUIREMENTS. 10, HIM DENSITY P0.WTHFYLENE EXTRUDED (HOPE) ADJUSTING RINGS ARE REWIRED FOR ALL MANHOF STRUCTURES 11. INSTALL MANTLE AT CATCH BASIN LOCATIONS PER CITY STANDARD DETAIL 5232 FOR PUBLIC ROAD WORN. FOR PRIVATE ROADS INSTALL PER PLAN LOCATION. ORAINTILE CONNECTIONS TO STORM SEWER STRUCNRES SHALL BE -11' BELOW RIM O-VIAMON AT CLRB. 12. ALL INTERSECTION CURB REWRNS SHALL BE Bale. 11 TIE ALL STORM SEWER PIPE JOINTS BETMEEN FLARED END SECTIONS AND STRUCTURES 2-XB' KEYWAY CCS 601 INSTALLED CAST INTO WALL BY SUPPLIER (N.T.S) IN PHASE 1 (2017) WEIR WALL CONSTRUCTED IN A HOLE FOR 15' PCP HOLD BY CONTRACTOR E1£V. 4.0' 159. O• ADpnMAL KS Y(W)x9'(H) X 4'-0' LONG HIX£ FOR 12' RCP ORIFICE 6"(W)x6"(H) ORIFICE MIN WALL ;ElL WOBC EL B99.80 /4 O 12' HORIZONTAL WALE A . N O iz' SKIMMER DRAW yEGTICM A -A INSTAL WRnIDp� �_p1F'TF BA F WAIT hn'ERIEA INSTALL PREMIXED MEN FEASIBLE. SET INVERT FOR WTL£T SEALANT WATERLESS SEALANT PIPE COl BELOW INI i0 IMPROVE PIPE A,_CNG AN ALONG H WALL ANO COVER AND NINIMIZE SLOPE ARWNO WALL AND MH Jl1NC11(xN TO SIMMER. iUWTO PREVENT PRVO LEANING PREV£tNT l F: WNG 9 ELEV.=904.00 _ _ _ _ T W..9"(H) OTMCE EL: 900. B0 I OUTLET PIPE 180' OF 12' RCP WEIR WALL (TOP EL: 902.33) CL-5 O ].ANTS 6"(W)x6'(H) ORIFICE EC 999.80 EL£V: 899.20 NLET PIPE 14.Y OF 15" RW 6' MIN. 0.-5 O 1.00R EL999.65 IV MIN. SLAB 6" T THICKNESS 6' AGGREGATE RACK2 4* DIA. T1P. (MNOfIT S EC. 3149M M00.) MANHOLE OUTLET CONTROL STRUCTURE WITH CONCRETE BAFFLE WALL A ALLIANT 233 Park Ave S. Ste 300 Minneapolis, MN 55415 612.758.3080 MAIN 612.758.3099 FAX W lallianl-inc.cont J W 0. IL Isse Z) N Q Z g m cc W W xo M 3 LLI Q a DE g Vi 0 LM a< N a all ] o a J OF W 0 a Z 0 U LL (A 1 law,' -.1 ..1. Par. .gtlHkallan, w ryorl .a. PraPar.e by n near myt raal .aporrI and Tray I am a duly IT ... ad PROFESSIONAL ENGNEER under the law. of the Slat. of MINNESOTA MARK RAUSO4 PE Die Ilrnw yla QUALM ASS WANCE/COMERDL By �A E DE9C@ IBR gAW1M FIL RpJELT MD: 91"1W 11 BI¢T 11 of 17 N / � � eme cAa STONEGATE ROAD RICH PT STA: 1+6e.50 HICM PT ELEV: 910.24 PM STA:1+7150 PM ELEV. 910.17 I 950 K: 20.94 950 LVC:30.00 mq I =m 940 1 ..0 �� I 940 W mo I LOW P STA: 1+36.58 LOW P ELEV 909.67 PM TA1+4150 930 I PH UV.909.59 I 930 K:11.37 c 3O.DD S. 920 + +a +m b 920 j I 2.00S rnw 26.95% SElEV- 3 STA = 3+41.36 915.49 V I\ EIiV = 911.00 910 -33a3z 4. -071% ---- 910 STA=3+50.00- F1EV- 900 I 900 890 I II I 890 of al p.o a 880 o FI 880 mo x 870 G i 870 a n m NOTES: 1. REFET TO 91 5 FOR PAVER I AND ROAD SEClms 2 RETEA TO 91 11 FOR STORY SEMEA PLAN. 1 REFER TO SHEET 13 FOR INT MCTON DETAILS AMD CURB TRms'OM NOML HORIZONTAL ALIGNMENT TABULATION: MLTA a 25 50 100 SCALE IN FEET �g x 0lm�0��/�� J O / S` \Q p ` i v Im i 1 STONEGATE ROAD NAS STANDNO �1 M2 7 T Z E 9 5 9 Z M7 le i 950 - I - I 950 HPT S I50 "90R.B1 HIGH PT Al 940 PM STA:2+ 2+O9.00 940 - PN EK 8.6) K: 9,01 3 wcas Do 930 930 +a 8 - 920 S o 920 20% 910 - sTA = 2+36.51 910 -0.805 ElEv = 908.00 _-__--�- 26.95E STA = 2+32A4 900 � ELEV= 90751 900 890 _ I E90 QI 0 880 �o0 880 6� I+ 870 o�L° 870 p� 11 ALLIANT 233 Park Ave S, Ste 3D0 Minneapolis, MN 55415 612.758.3080 R 612.758.3099 Fm w .alliant-inc.com Tn W J LL p CC FJ F CC 0 N w to A �4 _ Cl) Z g ¢o g a w a < N IL w < F cEn J W z a W Z vw U LL in 7.7 =.7, mar 7. 7, e m. o ..... iT atem . w.1o� —o mm u 4ulr Uce... a FNOFES5101MA- ENGINEER -d.r m. 1.o r m. Slab .1 NIMNESOTA .A. M KS PE ovl. LL .I.. QUALITY' AS911NANCE/CONTROL 9 - an DATE ISSUE O.IGNE.: .PR D.: u PROJEC! N0: 3r6-0199 12 SHEET 12 of 17 4+00 3+00 2+00 1+00 0+00 0+00 1+00 2+00 3+00 4+00 '... T m \ J STAR5- TRANS \ FROM B TO SUNS. ~ 6 0 J BEGIN TRANSITION SURIOUNTA9LE To W12 - k91 +29. A 18♦♦ - tERpp0+nJ ♦O. T- _ SYDNEGP i a ° � 7IN ' \ O- EO �♦o 1 r I L1= NOTES: STONEGATE ROAD/PARKING STALLS 1. ALL 0JR9 AND WI GRADES SHALL BE AT A MIN. OF 01 L ALL PUBLIC STREET INTERSECTION CURB RETURNS SHALL BE BB1B. a. SEE SHE LIGHTING AND SWAGE PI -AN FOR ALL STREET SON AND UGHTPOLE LOCATIONS +. SEE CITY OF CNANHASSEN STANDARD PLATE, TOR ALL aETANS N 40 `;A. IN FEET 9 WGIN TRASTION FROM B612 TO,SURMOUNTABLE Or s P' a ALLIANT 233 Park Ave S, Ste 300 Minneapolis MN 55415 612.758.3080 MAIN 612.758.3099 . Tvww.allian1-inc.com J H W 0 J z O a � U z z N W Y4 H ¢0 a z z 0 z as J a a w F o a J W W a z_ f¢ n U LL t// I b... or <.nlry muf we ,on. r<oroa he mr Prepared er m a u,19.1 or m di—,. alma .. una mW dugm.uly U PNOFESENGINEER under ma Ian.. .1of the $IaM1 of NINNESOTA .A. PE -Pr Mile ..... No. OUAl1TT ASSURANCE/CONTROL Or- DATE DESI6NEM: NPR 0NI.wN: ELL PN NEa N0: 21"199 13 sxEEr 13 of 17 LEGEND aasER YARD c sw2Enom wrm.aaD wZI am aiER rr&Uc VYP) o y EGGING WATERS EDGE DRIVE dxcP .IR.R.N . RND�.N1 NEB ��n Rm Nw RR m) Re Blow 0 m ALLIANT 233 Park Ave S. Ste 300 Minneapolis, MN 55415 612.758.3060 µVN 612.758.3099 PAx w .alliant-inc.corn J W U IE Q IL x F- O to Z O a W 2 J O 4 LL W a M Q in W Y 0 Mf LL Qo w J U CL a N IL rn r o a J 0 Z W o a Z g n<..ev <.nlh Mm Mla N., .p.an<mlby.. W m .m I e mW .m . duly U-. a M. ... Y1. une.. M. er M. Se SM. e( ESO NIMME50lA IFI KRONZCK. RA. SIA DUALITY ASSURANCE/CONTROL ar DATE DATE ISSUE u-I-i�;crrr suRNmu PROJECT TEAM DATA DESIGNED: NK D.. m PROJECT N0: 216-Cl.. 0 20 4p 80 SCALE IN FEET 14 1NE1 14 of 17 LANDSCAPE SCHEDULE • + =a OF F KEY C NAME COMMON NAME SCIENTIFIC SIZE gFM5 11BB OrteIDrryT. 1L I U 1[C EsspezM Kentucky <pf(re Tree/Crymrotlada mlars zS GL IRS Stmew"Tnnk No V-CNN11 7 2 9 U. "We' beef Lkll+n/The manta IV GL BfiB Stra�tTnN, NI V{mIM T 3 IS RM Autumn Sore Red MaPle/Aced, 'NRunn Spbe' ]SGLBBB SlX%MTr NO V{rohb e e Xl skA,-HoneYl0mot I Godebe 6iaealldma wr. kumM skKuk, _ 15 Cal. an SOaiglrTmok No V{mmb 6 6 M RFrer Bncb/Belutanyx IV OIL BBB Sm,RmTmrH, Ne V- Wh 17 1 19 SEE Nnunn Bhze Rod Mapk/ Ater. Beemsefi'MNersred IV GL SIS StnigHt TruIk NVVLOMs 1 3 5 RO Red Oak/OHcrwsr9Ma 1r OIL BBB StrabdRTnWnk NO V-4a4R fbaPaw Tlen It L 21 APi Redeem Role I Rl Nre 6M.B68 FJI Form 7 6 33 APB. Aluemem Fuel /Orals riv 6'-HYM Rao FuN No. U 6 26 16 26 IF BS a. BalumFM/Abel balMHeea BYbk SP_/NaaBkw dembto 1B-3Y M. no FIX.Me Full Form Ed Fmmr 3 3 6 MEN BILm"5Sp. I Pke.eBul doma,a e'-W M. BBB Full Farm 25 9 34 TA TechrNArborvitae BM. no Full Fours Undn#enTRp 16 A IF K Pdinedm Cubapoe/Manus'Pre MISS is- CAL BBB WayBtTnx1,NOV-Grotto m 1 Is A S. lawnex Tree UM, Smw Feticubte B M. oa9 Cl mp Form 6 2 B A.B. Ialenau Tree UARE Symbol Fidebuime IS GL BBB Straight Trunk NO V{mscb 6 2 6 PH PeeBee HVIme,a/ HYJarlpa lvNalata'Eyea ' L7..Lm CMoxSteloy7luk,14a V{.tc8 TalMst Nants6wbbk IB 2 22 So A. AUMHn Brilfary 5uwreberrv/MhvlaraM1kra PNJTbw 'Autism Brilurae' 6'1cm flurry Form s e 58G Abdomen 0dllaeee SeHdcaberrv/A11pMWJtr. paMron 'Autumn.d.w., 2r GI.988 SUaigHtTnnk NR V{WBh sb«ae 0.5 R o lvKt Bogxmd/com¢seab 'IaeBY wit-bo L Mkasrerleoat N:spN 5 5 M Dol Korean boy, Smo, mHoMn'edol I6•NLwrt. Mh Stanesat M.spedbed. 3 16 16 3 X Fay NF MWTee/ilebui agn'WmNm.dC.NMcr Morn Ro A Spvee/SPlea ppo-'Neon FIRW 7pbnwnt. ww oora. Mim5bme, M- Soh.sat M. speufied 1 2 a L SmMblWrer 11Wtena xdna ioMN' 2f tb. [pt Mo. SGrHesal ISM. sl ecfleci I6 2 L SA Sky MglJuidger I IuommM..,ulonmt'BeIRS' 3-M.. Mlrl S cares., M. spedrkdi ]6 19 GHWYIUAnIO9rcP,Hwcrke0�amm/Ydnmlm fdb.m 'Ba 30•bt cord Mkt SconleatlbspedBe6 Pommeled 20 u SEE NM MdFplOxr bSeer ReGO eUss/GNmepladsXaculabw 'Fad Folr#P( 3pl.cpnt AS 24 7I SOL S4bS¢eme Daykdy/Hememcalu-aellasupreme' Spl. cont SEEDING NOTES: POID Arse a<n YOc W STATE Sll W 31-181. SEEGN6 RATE TOES IRS/AOE (RUE LNE SFD). YN STATE SEED MIX 1 262 SEIRNG RAZE TO BE N LH9/ACRE (PURE UW SEED). ODE SUPT uR MN STATE SEND MIX M-261. SFUNG RATE TO E M IEa/ApH (wE UK .3. A�mWbiEEEm AREAS 61TMe/DOT TU4 3 (YEA QFlTy® TnS� AT A RATE OF 1 TO! PER AOE 1R11N b HOURS O SE➢ING -MOH 91MD THEN E OSC ANCHORED TO KEEP IT FNPI MAMHG AWAY. SEEDING SNAIL BE APPLIED FEW APRIL 15 - XLY 20 Of SPTEMER M - m2S UP. IF HYDROS IXNG U1MIE APPROXWATELY BUDGALLAMS O' WATER PER ACRE REFERTO MN/XOT SPEC 1 FOR PROPER MSTAllA11CN O: XYDRD-SID. ALL NATNE SIDS USED Ed FOR FRO EET 9BE O1NL ARPRE TO BE A MNNMOTA ORIONLP IY ON BY THE YINNESXT PROIELENT ASSWATCH (YpAJ. STE m E PREPARED BY I -DON NMG TIPSOL TO MINMUM nEPTH OF wCHEs TM SITE TO BEDIIFD HARRM RAXED LLO FGMXG SFEURIG. AND THEN PAOXED USING A WLT-PAOXER OR EWIVAI . HER YN.T SEONG MARLIN . REFERENCE MNNTNN SENT AREAS BY WATERING. RENULCHING ANO RE➢ ANLING AS NECESSARY TO ESTAM)9E I A UNIFORMLY DENSE STAND OF THE SPDUNM (RASS UNTILACOPIEO. ANY NEAR RI FANG TO ESTAIRISI A STAND SHML BE RESE , M R6EIRIWIID .0 REROED W HENEYEFR AM YEETATW COYFR IS NOT ACHIE':EO. RF9SWG SWL CMFOBE M ALL RESPECTS M T XNFOFlGTORS THE CMTMCRR SH. REPNR NTT DAN. TO THE MMR AREAS REM` LNG ERM EROSION AID/M EQUIPMENT. THE GMTRACRR S HAU- REPNR DAMAGE, INOUOwG AME'l EESIDIIXG. ETC AS WC Y. EECRE SWFICANT..AO OGNNS REFER TO Me STATE SID MIX MANUAL PLANTING NOTES I. IN6TAu a- IW. TBP $pL ro A11 s00 NW sEm MFAS F9E (aVV6 ML 5(N STAKE SEE➢ MARK 2. A4 qt YNU! NL RHa WiflBLL tAGTg16 {TO B TO Mmucia,l ]. AL YIRLH MF/5. SHMOK SFL1M➢ AS amCR, O R ®MRLNm METH r BUEFTHARRIER. OF WUME INO TO K HAR6WCO0 MULCH COLOR BVB: ARPR OrER NFU- BETAI PotY EPTH OR VALLEY NLw IACK DANCED OR T SAUCED EQUAL 4. MfNl 4 -0- E FROM ENAMOREDlSE IWNA'OOU MULCH AiWXO (AGf YLCFA OF ALL TXEFS SNL FRW PLWI EGS. 5. ISMI EASE. $CLL SHALL CDIBSr OF 1:1:1 SEIECF LONIY TWOB- PFAi IM55, flr E H SV 0. e. OOE OF Ac OUAMNERT.E NL Xg N X A PFAIW OF OREmy YEAR ER XNExG AT ME . 6I6EprMIC£ Wl(E XL EPUCETIDi15 PRWPRY HAS PER C6ELIgN CT ONX A). 7. NL NUMER SWL GAMELY N A SO UTEBF NURS CF TE MIOMIN SI.W WN FOR FREE TR! SMOCK II ME R A40CWIOX OF XURYRYXEN. 0, IN TREE TRANS RESUME E WRNNEO MM BROMX ptF➢E TREE NEAP. APPLY NRI➢ IN NO/ELOER AND SFA E ONE IN /EMI. 9. C111 GOPHER $LATE AE RE T AT EAST-FISTRESEW FOR LOU1N6 NL MOFACRDUN UAREAR ML NNO ee 10 V16116 ANK M (YI16Ig I5 lE F lD. uuxrMR NL PINRr LILpM1.5, NOJL9M' 1M1FIEa., IIXIL TIE 16E A ALCEPFNLT. 11. OAARESTAKING XA N MTALAICN TREE 4OFTO 1 C MAROA CR. TH 12. DURArG OF GU11R WARRANTY A TREES DPIgNAL YMIWN RLYeRL4 DF FREES fFNf WENO A DS OFCONSKXmO. 13. CORPR AREAS 0S CONSTRUCTION ANUS AT PEIPWIY URINES. 14. cwRlPlnoR TO wPPLr OFSGN AND MTNUT1ox O AN Iw6.1Dx p1.vM WITH 15, SXIIP AND WASH ALL PARED SURFACES AND PRIME NL DEBRIS RESULTING FROM ONDSWE OPEMTIONS. 16 SNERN MNTRILTUR SIWL RULL W ME COUH RETATE ML a EPo90N CONTROL SPECIFlATM MR Oti NIA➢ AREA FABIIWFRW. ENTRY MONUMENT AND LANDSCAPE PLAN 15 6CAL3?t•s se4hn URc'Qa+l AMENATmM1UR3MIMTRae,'.c FIUF NO WMFRFllLy1LE RAMNU90. M159PE4lFIFDm WIES. aAXXIiMpFBYL (1 SHRUB PLANTING la NUM... LANDSCAPE REQUIREMENTS F M THE FOU1M1N0 CAWYUTIONS PEII ro 9BM PHASES BE THE REVIWSLY AWWIfO WL4r PNE BEVFTtl91FM. 1SOURCE . EWIEO . 97 TEES, SEE CANER' FREE LW.9U4E "AN PXOAUm - l01 TREFY Y ODUMM INCLUDES µ1 ECOIFS TRES OF ss• CM. 2 r Yah EOL�NF ORVT " L .EAT MIRE. BWLLYMA 6 A COIIEL'IOR IMe. BUFFETHERER ARE S WITH 2 B O IRSIORY MS. 4 UND B EWITHERES 15- IOU SHRU AREA 1W 2 OAti10R! TREES, ! UXUERSTOM lAE6 NIB B SHRUE PER 1DJ' LF. TOTAL BUFFER ARD B LENGTH - .1 1 AEON GNAT RNNS 9NAkYNO ETANED - 14 OrEAREARN. V uH0E16TCRl, w SHRUBS NLVTEZe - 14 ON8TORY. 97 LRCO6TLRt. u SHRUM PROPERTY EPEE N]EH OF ME SUSW .ME REWIRES em EAYNL THE Sol PROERTY UNE SOUTH OF INS SUSAN ABUTS A MOM USE ZONE. THEREFORE BOOR AD C 6 EOURM. B FFMNA C REQUIRES 20' MIN, BUFFER AREA WITH 3 EXHORT TOFFS 9 L9mSIORY TREES, ASO 9 SHXORS PER IW LF. TOTAL BUFFER YAED C IFNTH - 29B.B OF. A UNPAYM SURFACE EGEEO = 9 OMBoRRRY FEES. 15 UHOFRSRORY TREES. .WO 61 SHRUBS NRDVIOFL: - 9 (NEISTION FREM. 19 UNUFMYOW FREES, MD 23 SHRUBS • CONFER 6UBSmVfICN M.IE E RARER - 1 OVF%1MT TREE B EXPIRES - 1 GDERDCRy FREE pppp/pyyjyE BDNU fH _ 416EBBfD HAIBJWP]D SOB M-OH p MESS F/BIS 7 ro ; Ihs £ PWY EXERMS To M) WVY. W W PILLAR MONUMENT AND LANDSCAPE PLAN SCALE 1•=a rDIES TIHSIM1Ri60P16NL t CO WiReIETEIrEE ATNMIIMi.NNE O6YO�.'BIIL6. w aD.eHxnFroRs Aw rnl�a aR BMn mvcl� a. rBRTRB3Nmarwse.reawemxcvan PlWnroRAnw FaR6raERDDrTP@s. PVCETIBx woltaFnuHNa HARE tFWIn PUDAartPALWLr E1RMRT1ElN3MSAAAIp THE MEPAPD TOE 4) DECIDUOUS TREE PLANTING 16 NO SCALE ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 RNN 612.758.3099 FAR .y .aliiant-incxom I MMy cwr111Y egclflcaMan, or ei.r euv nlala, old a duly Uc.n PROFESSIONAL El fin bee of Ma MIXMESO. I PARK 6RONECR. rt A Red" .w N QUALIFY AS9IRANCFh/011M l BY SAE DATE ISSUE OUROHfA AM Y 15 sEEr 15 of 17 rtmdolrs rAVERs surpEea ulolGR anal mEmAnr aeon: IaWJII - � lM1alapar E®em raRmm - Iwaana re�nwaa. COIDR IHIFRAM - $Wryp dFalElf - R.p a� .w.vtiv�Lom� n PERVIOUS PAVER DETAIL J we alE g5i@gEIE V➢SIpE IIiSIPE Cd➢' .umEe;viunEas wufinol�caal raEvsTmaaRewrrm EIBIGIF pILW cuvrn saar�am Sff WiESFW iM1E mrmY[.'Im m gimmE sap ORAMIIGS OF ENfR! 110NI1EIIf roe ,wraorK. [5� ENTRY MONUMENT ELEVATION (FRONT) J ac I,z FTEGSi CONLFElE G3ILNE INESTWEGGLdV cuvEo ST. vErun sEvmESEwrvpe MAILBOX BANK ELEVATION (FRONT) to SfJaE T.z LLLIUN➢ SICNE VENEER: SUETIIER EmirLn —tcl Slo—, MILE' Texan Eele�aae �ea_. RHI91: NkMI. C,eek .� Grey rifler eaa: cammnaR ro rRonoE slur aRAxn6s a ralwv Ealnn[xr iOR APPMNIL paVSr WMAEIE W51pdE IE/c'SRIxEOXOR gARlEU 610NEVF)Efll. 4£MRSiW lY1E �) PILLAR MONUMENT ELEVATION (FRONT) \J SGllE 1•=2 Rlw4rmWErEGl3ruE I�.ti ralE CR{A QAlU�61IXE Yb`®( gE NJ1F5 WHn14 WJ ..RBrRR1zoG. F/lllrNr rzox ms 6 is\ ENTRY MONUMENT SECTION (FRONT) !�./ 5G{l=1.4 n! Kg1.61H1 WIIU'1T TPE: I6AFSPoES 2lpt DVMBICIH Vt/MdHi3 (1A111PF➢SIIXE YF`HR. SEE IalE5 WR1vR C•U moatE r.Haea®Tzoc uwrwr 1 vrax whn 10 MAILBOX BANK SECTION (FRONT) t6 SGlE 1'=2 RNb1EO fAUOE canQerE Eros NRE&W B rz Ot F/OI WAY ? LN LP/EM PILLAR MONUMENT SECTION 6 SCALE 1'-2 s LI J • TAIIM.IMFWF � I' I I .y raa ..r�.aR rza<. Faolwa � f� 11¢aams n ENTRY MONUMENT SECTION (SIDE) 16J SG v-z MAILBOX BANK FOOTING DETAIL $GIFT-z 4 PILLAR MONUMENT FOOTING DETAIL 16 BGIE p:2 RSCALi fIMEIERMNO. LLKSILrE GQVI coHtwnoR m rRou sror muWM6s F ow.Ra m mot Aw wlmriwE ARpaIEGT m APRaYH. saavaml moctE rmlw - 4 igiNPRARM B ENTRY MONUMENT FOOTING DETAIL ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3080 RwH 6 2.75 .3099 Fm rvw .alliant-inacom J FQ F to 0 m J w 0 Z N Y- ~ W cc z }0} as N a F V) Q W W c0i a Z I,vAy wrNly Mal Mia plan, .wanaanan, a r.wa . pnp--" ey m -`M-' y alma euwrvblan and Mal I a emy Un.n..d UliW PE ARCHITER ands M. la.. aI 1.. SIM. al .... OTA T. RRM . .IL.. WA M A=RAHCE/C0KTRM aE9oER la! olltllM: .w PIIOIEt! Ile: eta-otM 16 sm 16 of 17 r I..m emx »� fors rm uw. fudur N� wa n.xnrc eEw x/ALEoffewe de IBnFE FpDl,el0.% dour u-1F®a'M�u: w .M ru®rtmew.vYmm r+urernmawuartavn.e usn.se®.aIANIWMTnEE SPaDES�PECAaeEaBlIS doundedue on rn In nedde Ion on a..ws.o=.,�.e. m.e vurvnrvv vcTni: _ m mI1 ENGINEERING DEPARTMENT — 5309 PLANTING DETAILS FOR TYPICAL INDIMDUAL PLANTINGS wee, :ad'k n edcx�mx IN& we �K,K3'fzL—:. vmeu GENNUAL N07S moo. r r ..a..e.. iLa...m r..emvor., � � IS nor r ��w...f`au^i."^S�,e• apJDli Po2 ra. ur re. •`�� . 9 lew,N Y3I3Y ��'• saaiN^ 1NEE seltra vrrur I'� e I a 7 wan CMM DEi.Vl tWrOu i) w.n rnr . rrm drewe or 43T� e� .wwwwwww s*arnW / G1 .G Krell-R `ar ws �® Irma r-tD I nL xwC¢ylle��.Vll I � I rare: Slll I PIAN,NR OETAS I lir�rwwwl onw— ME' —'d. I ,.....r. .Y I ww womr w ou, PmU Rµi xMIV£4 N wualwcm� rs zw[ e aaamYx uauu Dcm�c mnrowuwc aura zae a rs -a ro -m vEvsss (n eEN40: I HU NME: DuQW, RING it V THNG Dnt FOR 3-1• G \ENG\SPECS\v10 DUMIUENT s310 sTFEP sQMSNAss RU) n.wnecs —on � r- —d'o e.N :� 3SS".3a`.Y1e rwwrc vw. w.Noas aaf..r.'—wwn,r.. m.w.e+mortnvr ma aum� iw.wrrew WIN Flol -1D I SIX eMEQ\,a4\SF 13 I I rare =2 I M A=el ROIECIItl1 MF ALLIANT 233 Park Ave S, Ste 300 Minneapolis, MN 55415 612.758.3060 -- 612.758.3099 Fox www.alliant-inc.com here i vleMaM ;an, ^aprn: ,., b, ouder mr, adi.e.p.... una Mal I aYlr Mere. AtIOCME MCxrt[cT under Me laws of the Slale of YINNESOfA flux xaolfel ne. AddA OIW/IY ASSIIRANWOONTROL DE.wauu uc Dune x PR0.1ER 110: ]16-D1W 17 SPICU 17 of 17 WEST PARK SECOND ADDITION IQATV au F losses Be 111ESE Pec. Ts:new 1.Hand. edMrvo¢arlL,aeean.Iaem anew, demad,. ama el NaaAAllleemYee'm, OWm G. Weed Imm. 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Caam,<aeno.,Truaw— 9y CWNTi RECgi .ne ry COUNTY, MINNESOTG I!weey only ma:m¢ym of WEST 1PKSECODnMOn-w fiMRe eryW xO�M_otla�_ azIXKumenr Mum,_ Coumy nw.mw fiY m� \ aSOOV1707"E \ ULM nvssa NWe ewE sold rda'aaY eO 1 T8 fLstz k y'pv s\ �• 6 -- Of m en 2 8 s \ o 4 Z o $ In R3 g �q 1 \es9 de q ay Y 'Sb 8 s H :-si-ffim m o w "4 8 8 o y$e-a°mm \ 8 p i 9Y s� Y E�o s� Y 6 N W S st'e a r R-20d a ce o 314- 1 " 6 e evsvm/r _ J N893338'E 47M xiSr LK rIE pGrERTYC 14 PLAT FILL NO. C.R. DOC. NO. i VICINITY MAP 4LII(11 M T. IM, R. 0 L N 9 ( of �p,i �V {F' XY 1/4 W 1/4 W 1/4 K 1/4 NOT TO SCALE 1 a\ 7 anm OUTLOTB LL_._._._.— m,Mv4rr. un �ulixnr� 1-l�x�®E •'�W4 �Lw/ u6U/rLOie� a� `�xrsIDsre vOf'33'Ev134.B8v o OUTLOT 8 s++�� \i MM'x¢. U2Nr s\9 am VrurY-' EISMLNr oYEx .1u w RCNr \-- — Pr1441 L — — — — — HM4a ^ M 7 \\f by ,'fit: T:: �.:...... ... ......... .... �g m vA Jry p1w pod, Ma \ ry`di N00'01'33M1Y 155.98 4 R ' 3&32 .........:. .:.. .... ..... ... 31.67 L �— T SOX11.49-E 234.30 MEWESTUHEOFTIENORrNWESr OLLeR1Bi OldE 24. T. 114 R YJ, ISAS3UNE0 NHAVE ABEMING OF3W0135E, ALSO CMVER CWN7Y NAO&1 (1BB6). Denotes 1/2 inch irm pipe monument found marked as shown o Dalotea 1/2 mch x 18 inch irm mmument last marked by license no. 18425 unless othmMise shown N4p Denotes MINIM monument found —A— Denotes access contrd to MNOot Z�- Seeds in feet 0 40 SO 120 1 INCH - 40 FEET 46 ALLIANT