HomeMy WebLinkAboutPermit Wastewater Allocation Supplemental InfoFrom:Jeffrey Kershner
To:Dalila Hall
Cc:paul@koenigcedar.com
Subject:EXTERNAL: 463 Lime Kiln Road
Date:Tuesday, February 1, 2022 1:21:59 PM
Attachments:463 Lime Kiln Road WW allocation and connection app package 01-12-22.pdf
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Hi Dalila –
As you requested during our telephone conversation this morning, please find attached a copy of
the Wastewater Allocation Application package and Wastewater Connection Application package for
the proposed connection of the property located at 463 Lime Kiln Road to the municipal wastewater
collection system. We had previously met with Justin Rabidoux on 12/14/2021 to review the plans
for this proposed connection and at that meeting were instructed that we could submit this
application package and fee to the Public Works Department. The attached package and allocation
fee of $783.60 were hand delivered to the Public Works Department on 01/12/2022. During our
conversations with Justin Rabidoux (prior to his retirement), he indicated that allocation fees were
due but no fees were due for the connection as they would be covered by the allocation fee. You
had suggested that this might not be the case during our discussions this morning. I just wanted to
relay what we had been told, as I specifically asked Justin about this topic.
Please let me know if you have any questions or need additional information.
Jeff
________________________________
Jeffrey P. Kershner, P.E.
President
Donald L. Hamlin Consulting Engineers, Inc.
136 Pearl Street
Essex Junction, Vermont 05452
Phone: 802-878-3956 Fax: 802-878-2679
Email: jkershner@dlhce.com
www.dlhce.com
DONALD L. HAMLIN CONSULTING ENGINEERS, INC.
Please reply to: ENGINEERS AND LAND SURVEYORS P.O. Box 9 136 Pearl Street Tel. (802) 878-3956 Essex Junction Essex Junction, Vermont Fax (802) 878-2679 Vermont 05453 www.dlhce.com
WATER SUPPLY & DISTRIBUTION MUNICIPAL ASSISTANCE AGRICULTURAL ENGINEERING
STORMWATER MANAGEMENT SITE DEVELOPMENT & SUBDIVISION PERMITTING ASSISTANCE CONTRACTOR SERVICES RECREATION FACILITIES & SKI AREAS RESIDENT ENGINEERING STREETS & HIGHWAYS WASTEWATER COLLECTION & TREATMENT LAND SURVEYING Engineering – “The link between what we have and what we need”
January 12, 2022
Mr. Justin Rabidoux, P.E., Public Works Director City of South Burlington Public Works Department
104 Landfill Road South Burlington, VT 05403
Re: 463 Lime Kiln Road Dear Mr. Rabidoux: Thank you for taking the time to meet with me on 12/14/2021 regarding the proposed connection of the property located at 463 Lime Kiln Road to the municipal wastewater collection system. As we discussed, the applicant is seeking to abandon the existing on-site disposal system and install a new connection to the municipal wastewater collection system. We are attaching the following applications related to this proposed connection:
1) A completed Application for Wastewater Allocation for the property located at 463 Lime Kiln Road in South Burlington. This application is accompanied by check #5387 in the amount of $783.60 representing the allocation fee for the 60 gallons per day of wastewater allocation being requested to serve the property.
2) A completed Application for Wastewater Connection, which includes a set of plans for the proposed connection to the municipal wastewater collection system. Based on our recent meeting, it is our understanding that no fees are required for this application, as they will be covered by the allocation fees for this property.
Please do not hesitate to contact me with any questions or if you need additional information. Respectfully,
Jeffrey P. Kershner, P.E. President Enc. Cc: Paul Koenig
150'102'143'73
'198'200'
102'128'463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSOUTH BURLINGTON, VTDONALD L. HAMLIN CONSULTING ENGINEERS, INC.136 Pearl Street, Essex Junction, VT 05452LOCATION MAP1" =1000'VICINITY MAP1" = 100'PROJECTAREAJANUARY 12, 2022SHEET INDEXS-1SITE PLANDT-1SEWER PROFILE & DETAILSSP-1TECHNICAL SPECIFICATIONSSP-2TECHNICAL SPECIFICATIONSSP-3TECHNICAL SPECIFICATIONSLIME
K
ILN
ROADEXISTING LAMP WITH CONCRETE BASEEXISTING CURB STOPLEGENDEXISTING PROPERTY LINEEXISTING EASEMENT LINEEXISTING EDGE OF PAVEMENT OR SIDEWALKAPPROXIMATE WATERLINEAPPROXIMATE SEWER LINEAPPROXIMATE STORM DRAINEXISTING OVERHEAD UTILITY LINEEXISTING WOODEN FENCEEXISTING UTILITY POLE WITH GUYAPPROXIMATE BURIED GAS LINEEXISTING CHAIN LINK FENCECATCH BASINEXISTING UNDERGROUND ELECTRICEXISTING TREE LINEEXISTING SIGNEXISTING HYDRANTEXISTING DECIDUOUS TREEEXISTING CONIFEROUS TREESEWER MANHOLEEXISTING SHRUB OR BUSHCONCRETE MONUMENT FOUNDEXISTING UNDERGROUND TELEPHONE LINEEXISTING UNDERGROUND SANITARY FORCEMAINTBM - TOP OF BOLT(EAST SIDE OF POLE)GMP#10 OVER VERIZON #19ELEV.=254.93TBM - TOP PK NAIL(IN SPLIT 8" TREE)ELEV.=259.23LIME KILN ROAD
#463#441#469EXISTINGBUILDINGEXISTINGLILACBUSHEXISTINGTIMBER PLANTERWITH SIGNEXISTING SEPTIC TANK,APPROXIMATE LOCATION AND ORIENTATIONTOP OF TANK ELEVATION = 255.30'TOP OF WATER ELEVATION = 254.90'EXISTINGBUILDING"JAQUES AUTO"EXISTINGBUILDING"KOENIG CEDAR"6" GAS MAIN 8" HIGH PRESSURE GAS MAIN
EXISTINGTREEEXISTINGCONCRETERAMPEXISTING SEWER MANHOLERIM ELEV. = 257.97'8" PVC INVERT IN ELEV (DROP INLET) =252.67'CENTER TROUGH ELEV. = 247.27'8" PVC SEWER6" PVC SEWEREXISTINGBULKHEADEXISTINGBULKHEADWOODENDECKWOODDECKWOODDECKEXISTINGBUILDINGEXISTINGBUILDINGTOP OF EXISTINGCONCRETE STEPELEVATION = 257.22'UTILITY POLE GMP # 9FAIR POINT #77145UTILITY POLE GMP # 9OVER VERIZON #18WITH UGP DROPEXISTING FENCEEXISTINGPLANTINGSFINISH FLOORELEV. =257.81'ELEVATION ATDOOR THRESHOLD =257.86'FINISH FLOORELEV. = 258.30'EXISTINGFENCEEXISTINGGAS METEREXISTINGGAS METEREXISTINGGAS METEREXISTINGELEC.METEREXISTINGELEC.METERLIME KILN ROAD
KOENIG PROPERTYMANAGEMENT, LLCVOL. 545, PG. 164PARCEL 2KOENIG PROPERTYMANAGEMENT, LLCVOL. 545, PG. 164PARCEL 1EXISTINGGRAVELEXISTINGGRAVELEXISTINGGRAVELEXISTINGGRAVELEXISTINGEXISTINGGRAVELEXISTING SEPTIC TANK, SEE CONSTRUCTIONNOTE #2. CONTRACTOR SHALL EXPOSE ALLINLET PIPES AND THE OUTLET PIPE.CORE AND BOOTNEW CONNECTIONTO EXISTING MANHOLENEW 6" INV. IN = 250.00SEE DETAIL ON SHEET DT-1NEW CLEAN OUTSEE DETAIL ON SHEET DT-1INV ELEV = 252.101+00 2+00
2+701+50
2+50NEW SMH #1RIM = 256.88INV IN = 251.00'INV OUT = 250.90'6" x 99.0' SDR 35 PVC PipeS = 0.0091 FT/FT6" x 50.0' SDR 35 PVC PipeS = 0.0220 FT/FTNEW 4" SDR 35 PVCSEWER SERVICE, CONNECT TOEXISTING SEWER SERVICE,SEE DETAIL ANDCONSTRUCTION NOTE #1NEW 4" SDR 35 PVCSEWER SERVICE, CONNECT TOEXISTING SEWER SERVICE, SEE DETAILAND CONSTRUCTION NOTE #1EX. SMH #1RIM = 256.666" INV IN = 250.00'6" INV IN = 245.31'8" INV IN = 243.56'8" INV OUT = 243.46'NEW CLEAN OUTSEE DETAIL ON SHEET DT-1NEW CLEAN OUTSEE DETAIL ON SHEET DT-1REPAIR EXISTINGGRAVEL DRIVEWAY,SEE DETAILMRM/RAWSOL/JPKSOL/JPKRFH01/12/20221" = 10'21-435S-1KOENIG PROPERTY MANAGEMENT, LLC463 LIME KILN ROADSOUTH BURLINGTON, VERMONT 05403463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSITE PLANCONSTRUCTION NOTES:1)PRIOR TO THE INSTALLATION OF ANY NEW SEWER PIPING OR STRUCTURES, THECONTRACTOR SHALL PERFORM TEST EXCAVATIONS TO CONFIRM THE LOCATION ANDELEVATIONS OF EXISTING BUILDING SERVICES TO BE CONNECTED TO MUNICIPAL SEWER.REPORT ANY UNFORESEEN CONDITIONS TO THE DESIGN ENGINEER.2)EXISTING SEPTIC TANK(S) SHALL BE PUMPED CLEAN AND FILLED WITH CRUSHED STONEOR CRUSHED IN PLACE. IF EXISTING SEPTIC TANK IS METAL, THE TANK MUST BEREMOVED AND DISPOSED OF OFF SITE.3)NEW BUILDING SERVICES SHALL BE INSTALLED FROM THE BUILDINGS TO THE NEW 6" SDR35 PVC SERVICE LINE THAT EXTENDS EASTERLY FROM NEW SMH #1. ALL 4" BUILDINGSERVICES SHALL BE INSTALLED WITH A MINIMUM SLOPE OF 0.0208 FT/FT (1/4" PER FOOT).4)SEE COVER SHEET FOR BENCHMARK LOCATIONS.THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT1-888-344-7233 PRIOR TO ANY EXCAVATION ATLOCATIONS WHICH MAY BE IN THE IMMEDIATEVICINITY OF UNDERGROUND UTILITIESWARNING:FATALLY TOXIC GASSES MAY BE PRESENT INUNDERGROUND PIPING SYSTEMS AND WASTESYSTEM STRUCTURESVT_GRID
GENERAL NOTES:1)APPROXIMATE PROPERTY LINE LOCATIONS AND DIMENSIONS SHOWN ON THIS PLAN AREBASED ON DEED INFORMATION AND A PLAT PREPARED BY WARREN A. ROBENSTIEN, L.S.,ENTITLED "ETHAN ALLEN FARM INDUSTRIAL SUBDIVISION LOTS 9-21", DATED AUG. 1985.2)TOPOGRAPHIC INFORMATION SHOWN ON THIS PLAN IS BASED UPON FIELD SURVEYPERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. IN OCTOBER 2021.3)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATIONAND ARE APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALLTIMES. ANY UTILITIES DAMAGED OR DISTURBED BY THE CONTRACTOR DURING THEPERFORMANCE OF THE WORK SHALL BE REPAIRED OR REPLACED IN A TIMELY FASHIONAT THE EXPENSE OF THE CONTRACTOR.4)NO UNATTENDED EXCAVATIONS SHALL BE ALLOWED, NO EXCEPTIONS.5)THE DESIGN ON THESE PLANS SHALL BE INSPECTED BY DONALD L. HAMLIN CONSULTINGENGINEERS, INC. (DLHCE) TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS,AND ISSUED PERMITS. THE PERMITS REQUIRE ENGINEER'S CERTIFICATION AND AREPRESENTATIVE FROM DLHCE MUST BE PRESENT TO WITNESS THE FOLLOWING TESTSAND INSTALLATIONS, AT A MINIMUM: SEWER PIPING AND MANHOLES, MANHOLE VACUUMTESTING, SEWER PIPING LOW PRESSURE AIR TEST, AND SEWER PIPING DEFLECTIONTESTING.6)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENTCONTROL MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION INACCORDANCE WITH THE "LOW RISK SITE HANDBOOK FOR EROSION PREVENTION ANDSEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY THE VERMONT DEPARTMENTOF ENVIRONMENTAL CONSERVATION.ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIALDISTURBANCE. AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZEDAT THE END OF EACH WORK DAY, UNLESS; WORK IS TO CONTINUE IN THE AREA WITHINTHE NEXT 24 HOURS AND THERE IS NO PRECIPITATION FORECAST FOR THE NEXT 24
ElevationElevationStation New Sewer Connection Profile2402422442462482502522542562582602622642662682702402422442462482502522542562582602622642662682701+001+251+501+752+002+252+502+70256.58256.59256.42
256.72
256.93
257.16 6" x 99.0' SDR 35 PVC PipeS = 0.0091 FT/FTNEW SMH #1RIM = 256.88INV IN = 251.00'INV OUT = 250.90'6" x 50.0' SDR 35 PVC PipeS = 0.0220 FT/FTINSTALL NEW CLEAN OUTSEE DETAILEXISTING GROUNDINSTALL NEW 6" x 6" x 4" WYESFOR CONNECTION TOEXISTING BUILDING SERVICESEX. SMH #1RIM = 256.666" INV IN = 250.00'6" INV IN = 245.31'8" INV IN = 243.56'8" INV OUT = 243.46'EXISTING GAS,APPROXIMATE(NEW INSIDE DROP)18" MINIMUMSEPARATION DISTANCECROSSINGSPARALLEL INSTALLATIONSEWER - WATER SEPARATION NOTESSANITARY SEWER 10' MINIMUMSEPARATION DISTANCEWATERSEWERHORIZONTAL SEPARATIONSANITARY SEWERS SHALL BE LAID AT LEAST TEN FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THISDISTANCE CAN BE REDUCED TO FIVE FEET FOR STORM SEWERS. THE DISTANCE SHALL BE MEASURED EDGE OF PIPE TO EDGE OFPIPE. WHERE IMPRACTICAL DUE TO LEDGE, BOULDERS OR OTHER UNUSUAL CONDITIONS, TO MAINTAIN TEN FOOT HORIZONTALSEPARATION BETWEEN SEWER AND WATER LINES, THE WATER LINE MAY BE IN A SEPARATE TRENCH OR ON AN UNDISTURBEDEARTH SHELF IN THE SEWER TRENCH PROVIDED THAT THE BOTTOM OF THE WATER LINE IS A LEAST 18'' ABOVE THE TOP OF THESEWER. WHEREVER IMPOSSIBLE OR IMPRACTICAL TO MAINTAIN 18'' VERTICAL SEPARATION, THE SANITARY SEWER LINE SHALL BECONSTRUCTED TO NORMAL WATERLINE STANDARDS AND PRESSURE TESTED TO 50 PSI FOR 15 MINUTES PRIOR TO BACKFILLING.NO LEAKAGE SHALL BE ALLOWED FOR THIS TEST.CROSSINGSEWER CROSSING WATER MAINS SHALL BE LAID BENEATH THE WATER MAIN WITH AT LEAST 18'' VERTICAL CLEARANCE BETWEENTHE TOP OF THE SEWER AND THE BOTTOM OF THE WATER MAIN. WHEN IT IS IMPOSSIBLE TO MAINTAIN THE 18'' VERTICALSEPARATION OR WHERE THE SEWER MUST BE LAID ABOVE THE WATER MAIN;1) THE CROSSING SHALL BE ARRANGED SO THAT ONE FULL LENGTH OF SEWER IS CENTERED ABOVE OR BELOW THE WATERLINE WITH SEWER JOINTS AS FAR AS POSSIBLE FROM WATER JOINTS;2) THE SANITARY SEWER PIPE MUST BE CONSTRUCTED TO WATER MAIN STANDARDS FOR A MINIMUM DISTANCE OF 20 FEETEITHER SIDE OF THE CROSSING OR A TOTAL OF THREE PIPE LENGTHS, WHICHEVER IS GREATER;3) THE SECTION CONSTRUCTED TO WATER MAIN STANDARDS MUST BE PRESSURE TESTED TO MAINTAIN 50 PSI FOR 15MINUTES WITHOUT LEAKAGE PRIOR TO BACKFILLING BEYOND ONE FOOT ABOVE THE PIPE TO ASSURE WATER TIGHTNESS;4) WHERE WATER MAIN CROSSES UNDER A SEWER, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE SEWERTO PREVENT DAMAGE TO THE WATER MAIN.CENTER ONE LENGTH OFPIPE OVER THE SEWERTYPICAL SEWER / WATER SEPARATION REQUIREMENTSNTSSTORM SEWER5' MINIMUMSEPARATIONDISTANCEDIA6" MIN.VARIESUNDISTURBEDMATERIALCROSS-COUNTRYROADWAY, PARKING, OR DRIVEGRAVEL SUBBASE(MATCH EXISTINGOR 18" MIN. THICKNESS)NOTES:1.ALL TRENCHES SHALL MEET OSHA STANDARDS PRIOR TO ANY PERSONNEL ENTERING A TRENCH.2.INSULATION SHALL BE INSTALLED OVER SANITARY SEWER PIPING WHEREVER 4' MINIMUM COVER CANNOT BE MAINTAINED.SDR35 PVC PIPE3/4" CRUSHED STONE3" x 36" EXTRUDED POLYSTYRENE FOAMINSULATION. USE TWO LAYERS, EACH 1-1/2"THICK, WITH JOINTS STAGGERED. INSTALLWHEREVER CALLED FOR IN THE PLANS ORWHEREVER THERE WILL BE LESS THAN4 FEET OF COVER OVER TOP OF SANITARYSEWER PIPE.SELECT EXCAVATED MATERIALCOMPACT IN 12" LIFTS TO ADENSITY OF 95% OF THEMAXIMUM DRY DENSITY USINGTHE STANDARD PROCTORTEST, ACCORDING TO ASTM D698TYPICAL TRENCH DETAILPVC SANITARY SEWERNTS12"18"6"SELECT EXCAVATED MATERIALWITH STONES NO LARGER THAN3" IN DIAMETER. COMPACT IN6" LIFTS TO A DENSITY OF 95%OF THE MAXIMUM DRY DENSITYUSING THE STANDARD PROCTORTEST, ACCORDING TO ASTM D6984" TOPSOIL, SEED,& MULCHTYPICAL CLEAN OUT DETAILNTS12" MAX.FINISH GRADESDR 35PVC PIPE45° SDR 35PVC ELBOWOR WYE FITTING FORBUILDING CLEANOUT45° SDR 35PVC ELBOWPVC WATERTIGHTREMOVABLE CAP WITHINTERNAL THREADSSDR 35PVC PIPERELINERâ STAINLESSSTEEL STRAPS OR EQUAL. SECURE TOSTRUCTURE WITH2 STAINLESS STEELBOLTS. STRAP AT 4'INTERVALS (MIN. OF 2)RELINERâ A4 INSIDE DROPBOWL SECURED WITH STAINLESS STEELBOLTSTRIM PIPE TO 2" MAX.V NOTCH BOTTOM EDGEGLUED FITTING BELL & SPIGOTSWEEP ELBOW AT INVERT ELEVATIONAT 45° (MAX.) TO SEWER FLOWBUTYL ROPE(TYPICAL)EXISTING SANITARY SEWER MANHOLEWITH NEW INTERNAL DROP DETAILNTS8"6"DROP BOWLMOUNTING INSIDE DROP - PLANSLOPESLOPESLOPEFLOWNOTES: 1. ALL INSIDE DROP CONNECTIONS FOR SERVICES AND COLLECTOR SEWERS SHALL USE THE DROP BOWL AS PRODUCED BY: RELINER-DURAN, INC. 53 MT. ARCHER RD, LYME, CT 06371 (860)434-0277 FAX: (860)434-3195 2. SECURE DROP PIPE TO MANHOLE WALL WITH RELINER-DURAN, INC STAINLESS STEEL ADJUSTABLE CLAMPING BRACKETS.POSITIONNEW PIPE CONNECTIONTO MANHOLE SHALL BE CORED,BOOTED AND WATERTIGHTWELDED WIRE FABRIC4,000 PSI CONCRETEREINFORCED COPOLYMERPOLYPROPYLENE RUNG12" ON CENTER4,000 PSI PRECASTREINFORCED CONCRETESEWER MANHOLEASTM C478-88CAST IN PLACE ORPRECAST CONCRETERISER RINGFINISH GRADELEBARON LC266 MANHOLE FRAME & COVERMARKED "SEWER" OR AN APPROVED EQUAL8"FERNCO FLEXIBLECOUPLING OR EQUAL5'-0"8"4'-0"5"2/3 DIA.ALL PIPE CONNECTIONS TO MANHOLESHALL BE BOOTED AND WATERTIGHTFINISH GRADE3,000 PSI CONCRETEPRECAST INVERTOR HARDENED BRICK,SEE INVERT DETAIL2"/FT. SLOPEWELDED WIRE FABRIC4,000 PSI CONCRETEREINFORCED COPOLYMERPOLYPROPYLENE RUNG12" ON CENTER4,000 PSI PRECASTREINFORCED CONCRETESEWER MANHOLEASTM C478-88CAST IN PLACE ORPRECAST CONCRETERISER RINGBUTYL ROPE(TYPICAL)LEBARON LC266 MANHOLE FRAME & COVERMARKED "SEWER" OR AN APPROVED EQUALNEW SANITARY SEWER MANHOLE DETAILNTSEXISTING INVERT4" PVCDOWN PIPETYPICAL MANHOLE INVERT DETAILNTSFLOW FLOWFLOW8"4'-0"5"2/3 DIA.ALL PIPE CONNECTIONS TO MANHOLESHALL BE BOOTED AND WATERTIGHTCRUSHED STONE3,000 PSI CONCRETE1'' THICK (MIN.)2''/FT. SLOPE2'-0'' RADIUS(MIN.)90° BENDNEW SEWER PIPEHARDENED BRICK ON EDGE ASTM C32GRADE SS MORTARED IN PLACE ORPRECAST CONCRETE24'' REBAR MARKER SETJUST BELOW FINISH GRADETO ALLOW LOCATION WITHMAGNETIC LOCATOREXISTINGBUILDING SERVICEWATERTIGHTCONNECTOR6" SDR 35 PVC PIPETYPICAL EXISTING GRAVEL DRIVEWAYREPAIR DETAILNTSTRENCH EXCAVATIONEXISTINGSUBBASEEXISTINGSUBBASEPLANT MIXED GRAVELTO MATCH EXISTING SUBBASE DEPTH18" MINIMUM)NOTE:PLANT MIXED GRAVEL SHALL BE COMPACTED TO95% OF THE MAXIMUM DRY DENSITY USING THESTANDARD PROCTOR TEST, ACCORDING TO ASTM D698.NOTE: WHERE WYE IS TO BE INSTALLED INTO EXISTINGSEWER, INSTALLATION SHALL BE DONE WITH RIGID,GASKETED PIPE COUPLINGS. SADDLE CONNECTIONS ORFERNCO COUPLINGS, ARE NOT ACCEPTABLE.PLANAASECTION A-ASERVICE PIPEEXISTING 8'' SDR 35 PVCSEWER MAIN45° WYEMIN. GRADIENT1/4'' FT/FTBEDDING MATERIALAS PER TRENCH DETAILSANITARY SEWER SERVICE CONNECTION DETAILNTSFLOW45MRM/RAWSOL/JPKSOL/JPKRFH01/12/20221" = 10'21-435DT-1KOENIG PROPERTY MANAGEMENT, LLC463 LIME KILN ROADSOUTH BURLINGTON, VERMONT 05403463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSEWER PROFILE & DETAILS1" = 5' VERT1" = 10' HORIZ
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-1 136 Pearl Street Essex Junction, Vermont 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lawn areas shall be Green Mountain Special Mix as described in section 02821. Seed mix for ditches and stormwater treatment areas shall be VT Conservation Mix as described in section 02821. Seed mix for slopes steeper than 4:1 (H:V) shall be New Hampshire Slope 44 Mix as described in section 02821. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed mixes, erosion control measures, mortar mix, cement concrete mixes, precast concrete riser rings, precast concrete structures, frames and grates/covers, all pipe and fittings, insulation, construction and erosion fence, inlet protection devices, and geotextile fabrics. The contractor shall also submit gradation curves for crushed stone, sand, plant mixed gravel, and dense graded crushed stone, as well as fill material and topsoil. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. SOILS: The contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test results. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sq. ft. of fill area per lift. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE: The Contractor shall ensure that at the end of each working day, the job site shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and property. All work, which, during its progress or before the final acceptance of the work as established by the Engineer's Certificate of Completion, may have become damaged from any cause, shall be removed and replaced at the Contractor's expense, for both labor and materials. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shall be held responsible for all damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with benchmarks. Such control shall be set one time only. Thereafter, the Contractor shall be responsible for protecting control points and benchmarks from damage and dislocation. Should additional work be required by the Engineer to reestablish control points and benchmarks, he shall be reimbursed by the Contractor. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantities will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade line. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation is backfilled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractor's operations, shall be repaired at the Contractor's expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case it shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstruction of the utilities shall be at the Contractor's expense. In no case shall the Contractor alter any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in accordance with the "Typical Sewer/Water Separation Requirements” detail shown on the plans or as specified herein. Sewers crossing water mains shall be laid beneath the water main with at least eighteen (18) inches vertical clearance between the outside of the sewer and the outside of the water main. When it is impossible to maintain the eighteen (18) inches vertical separation; 1.) the crossing shall be arranged so that one full length of sewer is centered above or below the water line with sewer joints as far as possible from water joints; 2.) sanitary sewer pipe must be constructed to water main standards for a minimum distance of twenty (20) feet either side of the crossing or a total of three pipe lengths, whichever is greater; 3.) the section constructed to water main standards must be pressure tested to maintain 50 psi for 15 minutes without leakage prior to backfilling beyond one foot above the pipe to assure water tightness; 4.) where a water main crosses under a sewer, adequate structure support shall be provided for the sewer to prevent damage to the water main. Where sanitary sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. This distance can be reduced to five feet for storm sewers. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least eighteen (18) inches above the top of the sewer. Wherever impossible or impractical to maintain the eighteen (18) inch vertical separation, the sanitary sewer line shall be constructed to normal water line standards and pressure tested to 50 psi for 15 minutes prior to backfilling. No leakage shall be allowed for this test. WORK OUTSIDE RIGHTS-OF-WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights-of-way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Prior to 7 days before the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractor's responsibility to insure that all federal, state, or local permits necessary for the construction of the project have been issued. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION: At the preconstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, rammers, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconstruction photographs shall be taken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded or sodded, and mulched as per Sections 02820 and 02821 prior to September 15. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION - "DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public right-of-way in which an underground utility may be located, the Contractor shall notify "Digsafe" by calling their toll-free number 1-888-344-7233. Digsafe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. The Contractor shall notify the Town of Essex Public Works Department at least 72 hours prior to the start of excavation work such that sewer and water utilities can be marked in the field. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEWWA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED: Included in this section pertains to the Contractor's responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor will be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shall do all incidental work to keep the excavation entirely clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shall be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the State of Vermont relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractor's responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be properly lighted. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. All work shall be in conformance with OSHA regulations, Title 19, Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will in any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the local government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 02100 CLEARING, GRUBBING, AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shall comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, roadways or sidewalks to be built, where trees must be removed, no live trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shall be done in such a manner that present growth will merge with the construction limits to give a natural appearance. The Contractor shall remove all stumps and roots within permanent rights-of-way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carried across private and public rights-of-way, presently covered with topsoil. After trenching and pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded or sodded as specified in Section 02820 and 02821. Ground surface shall be left in a condition equal to that which existed before construction. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they will be drained at all times. Where traffic is maintained, care shall be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. The extra or waste material will be removed from the project site, unless otherwise directed by the Owner or Engineer. Any material not used in the right-of-way or to flatten slopes shall be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shall be graded to drain, topsoiled, seeded and mulched in accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least twelve inches wider than the outside dimensions of the structure they are to contain; trenches must not be unnecessarily wide so as to materially increase load on the pipe resulting from backfill. Bottoms of trenches and other excavations shall be carried to lines and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted in place of open trench construction unless specifically authorized by the Engineer or required by the Municipality. Excavations adjacent to existing underground structures shall be done by hand so that foundations of structures shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, backfill and fill. Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent slides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. No unattended excavations or trenches shall be allowed, no exceptions. Unless specifically permitted by the Engineer, all trench excavations shall be backfilled prior to work shut-down for each weekend. See also Section 01569. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backfilling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such additional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may direct that a geotextile filter fabric be utilized in lieu of deeper excavation. If filter fabric is utilized, it shall be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractor's expense by refilling with well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, clay, silt, sand, muck, gravel, hardpan, loose shale, loose stone in masses, and boulders measuring less than one cubic yard in volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of line, deformed or damaged shall be re-laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shall extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main or force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invert of the pipe, to 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shall be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materials, Section 02560 as appropriate. PIPE BACKFILL: Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable soil material from the excavation. Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backfills shall not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine materials. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The first zone shall extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones no larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shall be placed carefully so as not to disturb the pipe or cause it to break or misalign. The second zone shall extend from the top of the first zone to within 4" of finished grade or to road subgrade. Material in this zone shall be select excavated material, placed in 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soils, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is met. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820 and 02821of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650. FIELD DENSITY TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verify that the compaction requirements of this section have been met. Material having a gradation with more than 30% retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shall be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In-Place by the Sand Cone Method, ASTM D1556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pertains to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations.
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-2 136 Pearl Street Essex Junction, Vermont GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shall mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows: GRAVEL BORROW: Where reference is made to this material either on the plans or within the specifications, it shall mean a material reasonably free from silt, loam, clay or organic matter containing no more than 8% by weight passing the #200 sieve. It shall be uniformly graded and the largest stone shall not exceed 6" in any dimension. SAND: Sand shall consist of clean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of silt, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 3/4" to 1/4" and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1: The longest dimension of the stone shall vary from 1 inch to 12 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 4 inches. b) Type 2: The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 12 inches. c) Type 3: The longest dimension of the stone shall vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shall furnish and place riprap in reasonably close conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shall be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill area, shall be compacted as per this section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of riprap. Stone for riprap shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shall be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shall have a depth equal to the thickness of the course of riprap. The riprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be filled with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation 1' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02530 DEWATERING WORK INCLUDED: The work in this section includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe lines and structures and their foundations are being built. Newly made masonry shall be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shall at all times, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shall be dewatered where necessary by use of stone drains, Sieve Designation Percentage by Weight Passing Total Sample Square Mesh Sieves Sand Portion 3” 100% - - - 2-1/2” 90% - 100% - - - No. 4 50% - 100% 100% No. 100 - - - 0% - 18% No. 200 - - - 0% - 8% Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 12% pipe underdrains, by-pass pumping, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work. Pipe shall be corrugated metal, HDPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewatering excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewatering. The Contractor shall furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shall move. The Contractor shall construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shall be disposed of in such a manner as will not cause injury to public health nor to public or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the public. No silty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream. Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shall carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Contractor's proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shall be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work. The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical time as outlined in his accepted schedule. If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shall result. Slope drains shall be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion. Erosion control measures shall be continued until the permanent drainage facilities have been constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shall, as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shall perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installation, maintenance and removal of temporary dams and inlet protection. 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains, and all appurtenant construction related thereto including chimneys, service connections, thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE: Types of pipe which shall be used for the various parts of work are as follows: a) Gravity Sewers shall be PVC solid wall pipe meeting ASTM Specifications D3034 or F679, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shall conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35. Wall thickness of all PVC pipe shall meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shall be clearly marked as follows: Manufacturer's Name and Trademark. Nominal Pipe Size Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe" or "PS 41 PVC Sewer Pipe" Designation ASTM D3034 or F679 Joints shall be push-on type using elastomeric gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; field fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be made at 90° to the pipe centerline. The contractor shall bevel the cut end to the same angle as the factory bevel, remove all interior burrs, measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shall be installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe after the final backfill has been in place for at least 30 days. The deflection test shall be run using a rigid ball or mandrel having a diameter equal to 95% of the inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection tests. All pipe not meeting the deflection test shall be re-excavated and replaced at the Contractor's expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will submit certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be included in the project work. All pipe shall be installed in strict accordance with manufacturer's installation instructions. PVC pipe shall not be installed when the temperature drops below 32°F or goes above 100°F. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handling PVC pipe during cold weather. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. All pipe shall be carefully cleaned just before laying. Each pipe shall be laid true to line and grade so laid as to form a tight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Y-branches with 6 inch spurs shall be installed in the sewer main. Flexible pipe gaskets are required as per this section. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until pipes are backfilled as specified to a depth of 12 inches. During construction all openings to pipe lines shall be protected from entrance of earth or other material. Open ends of branches and pipes when completed shall be sealed with stoppers or by equally effective methods. Where new pipes are to join existing ones, the Contractor shall do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewers with less than 4 feet of cover over the crown or where indicated on the plans shall be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shall be placed 6" above the crown of the sewer after compaction of the 6" lift immediately above the crown has been made. Care shall be exercised by the Contractor during backfill and compaction over the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shall be as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The low pressure air test will be used to simulate infiltration or exfiltration rates into or out of all gravity sewers. Acceptance of the sewer shall depend upon the satisfactory performance of the sewer under test conditions. The test shall be performed on pipe between adjacent manholes after backfilling has been completed and compacted. All wyes, tees, laterals, or end of side sewer stubs shall be plugged with flexible-joint caps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shall be readily removable, and their removal shall provide a joint suitable for making a flexible-jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shall be the responsibility of the Contractor to have the pipe clean. Immediately following the pipe cleaning, the pipe installation shall be tested with low-pressure air. Air shall be slowly supplied to the plugged pipe section until the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipe line shall be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe, if: (1) the total rate of air loss from any section tested in its entirety between manhole and cleanout structures does not exceed 2.0 cubic feet per minute; or (2) the section under test does not lose air at a rate greater than 0.0030 cubic feet per minute per square foot of internal pipe surface. The requirements of this specification shall be considered satisfied if the time required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed according to ASTM C828. If the pipe installation fails to meet these requirements, the Contractor shall determine at his own expense, the source or sources of leakage, and shall repair (if the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately. The exfiltration leakage allowance out of manholes shall be no greater than 1 gallon per day per vertical foot to depth. The manhole shall be filled with water to a point 1 foot above the highest joint between manhole sections. In areas of high ground water, there shall be no visible leakage due to infiltration. Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shall be flexible. A 60 inch/lb. torque wrench shall be used to tighten the external clamps. All lift holes shall be plugged with a non-shrink mortar, as approved by the Engineer. The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfilled prior to testing. Manholes which have been backfilled shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shall be tested for leakage by means of a hydrostatic test. Interior piping and plugs shall be adequately braced to prevent movement. A vacuum of 10" of Hg shall be drawn within the manhole. The manhole shall pass the test if the vacuum remains between 10" Hg and 9" Hg for at least two minutes. Where applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. At such time existing sewers and sewer services shall be connected to the new sewers. Nominal Pipe Size Time min./100 ft Nominal Pipe Size Time min./100 ft 3” 0.2 21” 3.0 4” 0.3 24” 3.6 6” 0.7 27” 4.2 8” 1.2 30” 4.8 10” 1.5 33” 5.4 12” 1.8 36” 6.0 15” 2.1 39” 6.6 18” 2.4 42” 7.3 Minimum Test Time for Various Pipe Sizes CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shall be removed from pipe lines and their appurtenant construction. No materials shall be left in the pipe lines to impede normal flow through them. SEWER SERVICE CONNECTIONS: Where required on the plans, sewer service connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this section. The pipe shall be laid and its joints made as required for sewer construction in this specifications. Open ends of pipe shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a capped 1-1/2" PVC pipe, from the sewer service invert up to and protruding no more than 1" above finished grade and seated securely into the ground, for ease in relocating the end of sewer service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase is to be greater than 12", it shall be placed and compacted in two or more lifts of approximately equal thickness. In the placement of lifts all joints shall be staggered at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in close conformity to the lines, grades and cross-sections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one half of the width shall be constructed at a time. The half under construction shall have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractor's responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shall meet the following requirements: Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Plant Mixed Gravel for subbase shall meet the following requirements: Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 8% Sieve Designation Percentage by Weight Passing Total Sample 3-1/2” 100% 3” 90% - 100% 2” 75% - 100% 1” 50% - 80% 1/2” 30% - 60% No. 4 15% - 40% No. 200 0% - 6% Sieve Designation Percentage by Weight Passing Total Sample 2” 100% 1-1/2” 90% - 100% No. 4 30% - 60% No. 100 0% - 12% No. 200 0% - 6% Gravel for Fine Grading* of subbase shall meet the following requirements: * #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL: All road work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02820 FINAL GRADING, TOPSOILING, AND SURFACE PREPARATION WORK INCLUDED: The Contractor shall be responsible for final grading, topsoiling, and surface preparation within the contract limits or as directed by the Engineer prior to seeding or turfgrass sod application. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. SUBSOIL PREPARATION: Areas to be topsoiled shall be cleared of large stones, roots or other debris that might interfere with the placement of topsoil or subsequent maintenance of the area and shall be brought reasonably close to grade, as indicated on the plans or ordered by the Engineer, making allowance for thickness of the topsoil and turfgrass sod, as applicable. All breaks in grade shall be well rounded. SOIL TESTING: The Contractor shall be responsible for the performance of soil testing of the subsoil by an accredited soils laboratory, at the Contractor’s cost. When the soil testing shows that the subsoil is highly acid or composed of heavy clays, ground limestone shall be spread at the rate recommended by the testing service to correct the soil pH to a range of 6.0 to 7.0. Liming material shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide) and 50% of material must pass through a 100-mesh sieve with 98% passing through a 20-mesh sieve. Lime shall be distributed uniformly over designated areas and worked into the soil in conjunction with tilling of the soil. After the area(s) to be topsoiled have been brought to grade, and immediately prior to dumping and spreading the topsoil, the subgrade shall be loosened by disking or rototilling to a depth of at least 3 to 4 inches to permit bonding of the topsoil to the subsoil. Soil amendments, such as fertilizer and lime, shall be uniformly incorporated into the topsoil by disking, harrowing, or other approved methods. GRADING AND TOPSOILING: After areas have been brought to proper subgrade and approved by the Engineer, topsoil shall be spread to a depth of 4", due allowance being made for settlement. Topsoil shall not be hauled over, tramped over or packed in, in any way, and shall be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stones. Topsoil shall be a loamy sand, sandy loam, loam, or other soil approved by the Engineer. It shall not have a mixture of subsoil and shall contain no slag, cinders, stones, lumps of soil, sticks, roots, trash or other extraneous materials larger than 1.5 inches in diameter. Topsoil must be free of viable plants or plant parts of common bermudagrass, quackgrass johnsongrass, nutsedge, poison ivy, Canada thistle, or others as may be specified. If needed, pH correction material shall be applied at a rate sufficient to correct the pH to a range of 6.0 to 7.0. Soluble salts shall not be higher than 500 parts per million. Organic matter content shall range from 1.5% to 4%. All fertilizers (either granular or liquid) shall be uniform in composition, free-flowing, and suitable for application with approved equipment. Fertilizers shall be delivered to the site fully labeled, according to applicable fertilizer laws, and shall bear the name, trade name or trademark, and warranty of the producer or manufacturer. Fertilizer applications shall be determined by soil tests and shall be distributed uniformly over the entire area(s) where seed or turfgrass sod is to be installed. Sieve Designation Percentage by Weight Passing Total Sample 3/4” 100% 1/2” 95% - 100% 3/8” 80% - 95% No. 4 50% - 70% No. 8 30% - 50% No. 16 20% - 40% No. 30 15% - 35% No. 50 10% - 30% No. 100 5% - 20% No. 200 2% - 10%
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-3 136 Pearl Street Essex Junction, Vermont Lime material shall be ground limestone and shall comply with existing State and Federal regulations. Limestone shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide). Ground limestone shall be ground to such fineness that at least 50% of material must pass through a 100-mesh sieve with 98% to 100% passing through a 20-mesh sieve. Application rates for liming materials shall be determined by soil tests. Lime shall be distributed uniformly over the entire area(s) to be seeded or sodded. Topsoil shall be uniformly distributed on the designated area(s) and it shall be a minimum of 4 inches deep after firming. Spreading shall be performed in such a manner that seed or sod installation can proceed with a minimum of additional soil preparation and tillage. Any irregularities in the surface resulting from topsoiling or other operations shall be corrected in order to prevent the formation of depressions or water pockets. Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or in a condition that may otherwise be detrimental to proper grading or proposed for seed or sod installation. After the topsoil has been spread and the final grade approved, it shall be cleared of all grade stakes, surface trash, or other objects that would hinder installation and/or maintenance of seed, sod, or other plantings. Paved areas over which hauling operations are conducted shall be kept clean and any soil which may be brought upon the surface shall be promptly removed. The wheels of all vehicles shall be kept clean to avoid tracking soil on the surface of roads, walks, or other paved areas. Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch or turfgrass sod as specified. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. 02821 SEEDING WORK INCLUDED: The Contractor shall be responsible for application of soil amendments, seeding operations, and placement of mulch or matting related to establishing a healthy grass within the contract limits or as directed by the Engineer. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. APPLICATION OF SEED: Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. Any undulations or irregularities in the topsoil surface, resulting from fertilizing, liming, tilling, or other causes, shall be smoothed prior to seed installation. Flooded, washed out area, damaged or otherwise, shall be reconstructed and all grades re-established by the Contractor in accordance with the drawings and/or other application specifications. Except for equipment used for the installation of the seed, care should be taken to keep equipment off prepared areas. Particular care should be taken to avoid compaction during the grading process. Prior to seed installation, the surface shall be free of stones, cleared of all trash, debris, roots, brush, wire, grade stakes, and other objects that would interfere with planting or maintenance operations. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these specifications. All mixes for this project are available from L.D. Oliver Seed Co., through local distributors. All seed shall not exceed 1% in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a light-weight roller to the satisfaction of the Engineer. MULCHING: Immediately after the application of fertilizer, lime and seed, the surface shall be mulched with hay mulch at a rate of 2 tons per acre. Mulch shall consist of mowed hay properly free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coating of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. Where specified in the contract documents, the Contractor shall utilize stitched straw matting for protection of the seeded surface. At their discretion, the Contractor may elect to utilize stitched straw matting for protection of the seeded surface in lieu of mulch. MAINTENANCE: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shall be re-seeded as before. Green Mountain Special Mix Application Rate (pure live seed lbs. per acre) = 175 % by weight Name 40 Creeping Red Fescue 40 Perennial Ryegrass 20 Kentucky Bluegrass 100 VT Conservation Mix Application Rate (pure live seed lbs. per acre) = 220 % by weight Name 35 Red Fescue 25 Tall Fescue 15 Annual Ryegrass 12 Perennial Ryegrass 3 White Clover 100 10 Kentucky Bluegrass New Hampshire Slope 44 Mix Application Rate (pure live seed lbs. per acre) = 60 % by weight Name 43 Creeping Red Fescue 33 Perennial Ryegrass 8 Redtop 8 Alsike Clover 8 Birdsfoot Trefoil 100 The first mowing shall be the responsibility of the contractor and shall not be attempted until turfgrass sod is firmly rooted and securely in place. Not more than 30 percent of the grass leaf shall be removed by the initial or subsequent mowings. Care shall be taken to assure cutting blades are maintained in a sharp condition. Bluegrass and other cool season grasses shall be maintained between 1.5 and 2.5 inches, unless otherwise specified. The duration of the Contractor’s maintenance responsibilities shall be for 30 days from the final seeding unless otherwise specified. The grass cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way shall be topsoiled and re-seeded as before. 03300 CAST-IN-PLACE CONCRETE WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. *Cement: Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shall be composed of clean, hard, durable, uncoated, natural grains, free from silt, loam and clay. Coarse Aggregate: Coarse aggregate shall be clean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for walls, structural slabs, slabs-on-grade, beams and columns shall be 3/4"; maximum size aggregate for other sections 6" thick and thinner shall be 1/2". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS & DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shall be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22. Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job at all times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete," ASTM designated C143 or AASHTO T119. Slump tests shall be made on each batch tested. Air content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shall be submitted promptly to the Engineer with another copy going directly to the Contractor. The Contractor, in conjunction with the Engineer, shall notify the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shall be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents will have to be replaced at the Contractor's expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes. Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be so proportioned as to produce a well-graded mixture of high density and maximum workability with as specified 28-day compressive strength of 4,000 psi. Minimum cement content shall be 564 lbs. per cubic yard with a maximum water-cement ratio of 0.48. Air content shall be 6% (±1 percent). Class B concrete shall be structural concrete with a minimum 28-day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into corners and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, but not until concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into position around all waterstops so that waterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shall have curing and sealing compound applied. Holding forms in place will constitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shall be immediately cured for balance of period as directed. It shall be the Contractor's responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shall not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shall record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, conforming to ACI 305. 03401 PRECAST CONCRETE MANHOLES The Contractor shall construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications C478 or AASHTO M199. The footings shall be integral pre-cast and shall conform to the dimensions indicated on the plans. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plans and details and shall be constructed of hard burned brick and mortar or cast-in-place. Inverts shall have the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual and even. All construction of sewer manholes must be carried out to ensure watertight work. Any leaks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shall be removed and rebuilt. All manholes shall be provided with cast-iron manholes frames and covers as specified under Section 05550. All manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement. These steps will have a minimum pull-out strength of 1,500 lbs. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shall have a cast-in-place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shall be soft Butyl joint sealer (rope form). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shall be constructed to grade with precast concrete riser rings. All manhole lift holes shall be grouted inside and out with expandable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 1/2 part to 1/4 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type II, and to be of a color approved by the Engineer. Lime: Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification C207-SS, Type S. Lime putty shall be a stiff mixture of lime and water. 04211 BRICK MASONARY FOR MANHOLES, CATCH BASINS & SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Brick shall not be used for frame adjustment. Each brick shall be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint. Brickwork shall be well bonded and joints shall be as close as practicable. No brick masonry shall be laid in water nor shall any water be allowed to rise on or around any brick masonry until it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shall be added for each bag of cement. The cement shall be as specified in Section 03300. Water for mortar shall be clean and only an amount sufficient to produce a workable mortar shall be used. Mortar shall be used within one hour from the time the cement was added to the mix. The sand for mortar for brick masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shall install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast iron. Casting shall be true pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All iron castings shall be thoroughly cleaned and then coated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shall be marked "Sewer" or "Storm-Sewer" or "Water" as required. The Contractor shall provide water-proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shall be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS: Cleanout frames and covers shall be of tough, gray, cast iron. Casting shall be true to pattern and free from flaws. The bearing surface of cleanout frames and covers against each other shall be machined to give continuous contact throughout their circumference. All iron castings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION: Rigid panels of extruded polystyrene insulation shall be furnished and installed, in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. Rigid panels of extruded polystyrene shall have a minimum compressive strength of 25 psi and be Foamular 250 XPS as manufactured by Owens Corning, or an engineer approved equal. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour routes, directing the traffic control around the closed portions of the highway so that the temporary detour route or routes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a semi-permanent basis and shall be reflectorized, installed, and arranged as approved by the Engineer.
150'102'143'73
'198'200'
102'128'463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSOUTH BURLINGTON, VTDONALD L. HAMLIN CONSULTING ENGINEERS, INC.136 Pearl Street, Essex Junction, VT 05452LOCATION MAP1" =1000'VICINITY MAP1" = 100'PROJECTAREAJANUARY 12, 2022SHEET INDEXS-1SITE PLANDT-1SEWER PROFILE & DETAILSSP-1TECHNICAL SPECIFICATIONSSP-2TECHNICAL SPECIFICATIONSSP-3TECHNICAL SPECIFICATIONSLIME
K
ILN
ROADEXISTING LAMP WITH CONCRETE BASEEXISTING CURB STOPLEGENDEXISTING PROPERTY LINEEXISTING EASEMENT LINEEXISTING EDGE OF PAVEMENT OR SIDEWALKAPPROXIMATE WATERLINEAPPROXIMATE SEWER LINEAPPROXIMATE STORM DRAINEXISTING OVERHEAD UTILITY LINEEXISTING WOODEN FENCEEXISTING UTILITY POLE WITH GUYAPPROXIMATE BURIED GAS LINEEXISTING CHAIN LINK FENCECATCH BASINEXISTING UNDERGROUND ELECTRICEXISTING TREE LINEEXISTING SIGNEXISTING HYDRANTEXISTING DECIDUOUS TREEEXISTING CONIFEROUS TREESEWER MANHOLEEXISTING SHRUB OR BUSHCONCRETE MONUMENT FOUNDEXISTING UNDERGROUND TELEPHONE LINEEXISTING UNDERGROUND SANITARY FORCEMAINTBM - TOP OF BOLT(EAST SIDE OF POLE)GMP#10 OVER VERIZON #19ELEV.=254.93TBM - TOP PK NAIL(IN SPLIT 8" TREE)ELEV.=259.23LIME KILN ROAD
#463#441#469EXISTINGBUILDINGEXISTINGLILACBUSHEXISTINGTIMBER PLANTERWITH SIGNEXISTING SEPTIC TANK,APPROXIMATE LOCATION AND ORIENTATIONTOP OF TANK ELEVATION = 255.30'TOP OF WATER ELEVATION = 254.90'EXISTINGBUILDING"JAQUES AUTO"EXISTINGBUILDING"KOENIG CEDAR"6" GAS MAIN 8" HIGH PRESSURE GAS MAIN
EXISTINGTREEEXISTINGCONCRETERAMPEXISTING SEWER MANHOLERIM ELEV. = 257.97'8" PVC INVERT IN ELEV (DROP INLET) =252.67'CENTER TROUGH ELEV. = 247.27'8" PVC SEWER6" PVC SEWEREXISTINGBULKHEADEXISTINGBULKHEADWOODENDECKWOODDECKWOODDECKEXISTINGBUILDINGEXISTINGBUILDINGTOP OF EXISTINGCONCRETE STEPELEVATION = 257.22'UTILITY POLE GMP # 9FAIR POINT #77145UTILITY POLE GMP # 9OVER VERIZON #18WITH UGP DROPEXISTING FENCEEXISTINGPLANTINGSFINISH FLOORELEV. =257.81'ELEVATION ATDOOR THRESHOLD =257.86'FINISH FLOORELEV. = 258.30'EXISTINGFENCEEXISTINGGAS METEREXISTINGGAS METEREXISTINGGAS METEREXISTINGELEC.METEREXISTINGELEC.METERLIME KILN ROAD
KOENIG PROPERTYMANAGEMENT, LLCVOL. 545, PG. 164PARCEL 2KOENIG PROPERTYMANAGEMENT, LLCVOL. 545, PG. 164PARCEL 1EXISTINGGRAVELEXISTINGGRAVELEXISTINGGRAVELEXISTINGGRAVELEXISTINGEXISTINGGRAVELEXISTING SEPTIC TANK, SEE CONSTRUCTIONNOTE #2. CONTRACTOR SHALL EXPOSE ALLINLET PIPES AND THE OUTLET PIPE.CORE AND BOOTNEW CONNECTIONTO EXISTING MANHOLENEW 6" INV. IN = 250.00SEE DETAIL ON SHEET DT-1NEW CLEAN OUTSEE DETAIL ON SHEET DT-1INV ELEV = 252.101+00 2+00
2+701+50
2+50NEW SMH #1RIM = 256.88INV IN = 251.00'INV OUT = 250.90'6" x 99.0' SDR 35 PVC PipeS = 0.0091 FT/FT6" x 50.0' SDR 35 PVC PipeS = 0.0220 FT/FTNEW 4" SDR 35 PVCSEWER SERVICE, CONNECT TOEXISTING SEWER SERVICE,SEE DETAIL ANDCONSTRUCTION NOTE #1NEW 4" SDR 35 PVCSEWER SERVICE, CONNECT TOEXISTING SEWER SERVICE, SEE DETAILAND CONSTRUCTION NOTE #1EX. SMH #1RIM = 256.666" INV IN = 250.00'6" INV IN = 245.31'8" INV IN = 243.56'8" INV OUT = 243.46'NEW CLEAN OUTSEE DETAIL ON SHEET DT-1NEW CLEAN OUTSEE DETAIL ON SHEET DT-1REPAIR EXISTINGGRAVEL DRIVEWAY,SEE DETAILMRM/RAWSOL/JPKSOL/JPKRFH01/12/20221" = 10'21-435S-1KOENIG PROPERTY MANAGEMENT, LLC463 LIME KILN ROADSOUTH BURLINGTON, VERMONT 05403463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSITE PLANCONSTRUCTION NOTES:1)PRIOR TO THE INSTALLATION OF ANY NEW SEWER PIPING OR STRUCTURES, THECONTRACTOR SHALL PERFORM TEST EXCAVATIONS TO CONFIRM THE LOCATION ANDELEVATIONS OF EXISTING BUILDING SERVICES TO BE CONNECTED TO MUNICIPAL SEWER.REPORT ANY UNFORESEEN CONDITIONS TO THE DESIGN ENGINEER.2)EXISTING SEPTIC TANK(S) SHALL BE PUMPED CLEAN AND FILLED WITH CRUSHED STONEOR CRUSHED IN PLACE. IF EXISTING SEPTIC TANK IS METAL, THE TANK MUST BEREMOVED AND DISPOSED OF OFF SITE.3)NEW BUILDING SERVICES SHALL BE INSTALLED FROM THE BUILDINGS TO THE NEW 6" SDR35 PVC SERVICE LINE THAT EXTENDS EASTERLY FROM NEW SMH #1. ALL 4" BUILDINGSERVICES SHALL BE INSTALLED WITH A MINIMUM SLOPE OF 0.0208 FT/FT (1/4" PER FOOT).4)SEE COVER SHEET FOR BENCHMARK LOCATIONS.THE CONTRACTOR SHALL NOTIFY "DIGSAFE" AT1-888-344-7233 PRIOR TO ANY EXCAVATION ATLOCATIONS WHICH MAY BE IN THE IMMEDIATEVICINITY OF UNDERGROUND UTILITIESWARNING:FATALLY TOXIC GASSES MAY BE PRESENT INUNDERGROUND PIPING SYSTEMS AND WASTESYSTEM STRUCTURESVT_GRID
GENERAL NOTES:1)APPROXIMATE PROPERTY LINE LOCATIONS AND DIMENSIONS SHOWN ON THIS PLAN AREBASED ON DEED INFORMATION AND A PLAT PREPARED BY WARREN A. ROBENSTIEN, L.S.,ENTITLED "ETHAN ALLEN FARM INDUSTRIAL SUBDIVISION LOTS 9-21", DATED AUG. 1985.2)TOPOGRAPHIC INFORMATION SHOWN ON THIS PLAN IS BASED UPON FIELD SURVEYPERFORMED BY DONALD L. HAMLIN CONSULTING ENGINEERS, INC. IN OCTOBER 2021.3)ALL UTILITIES SHOWN ON THIS PLAN ARE BASED ON THE BEST AVAILABLE INFORMATIONAND ARE APPROXIMATE. THE CONTRACTOR SHALL EXCAVATE WITH CAUTION AT ALLTIMES. ANY UTILITIES DAMAGED OR DISTURBED BY THE CONTRACTOR DURING THEPERFORMANCE OF THE WORK SHALL BE REPAIRED OR REPLACED IN A TIMELY FASHIONAT THE EXPENSE OF THE CONTRACTOR.4)NO UNATTENDED EXCAVATIONS SHALL BE ALLOWED, NO EXCEPTIONS.5)THE DESIGN ON THESE PLANS SHALL BE INSPECTED BY DONALD L. HAMLIN CONSULTINGENGINEERS, INC. (DLHCE) TO ENSURE COMPLIANCE WITH THE PLANS, SPECIFICATIONS,AND ISSUED PERMITS. THE PERMITS REQUIRE ENGINEER'S CERTIFICATION AND AREPRESENTATIVE FROM DLHCE MUST BE PRESENT TO WITNESS THE FOLLOWING TESTSAND INSTALLATIONS, AT A MINIMUM: SEWER PIPING AND MANHOLES, MANHOLE VACUUMTESTING, SEWER PIPING LOW PRESSURE AIR TEST, AND SEWER PIPING DEFLECTIONTESTING.6)THE CONTRACTOR SHALL INSTALL AND MAINTAIN EROSION PREVENTION AND SEDIMENTCONTROL MEASURES THROUGHOUT THE DURATION OF THE CONSTRUCTION INACCORDANCE WITH THE "LOW RISK SITE HANDBOOK FOR EROSION PREVENTION ANDSEDIMENT CONTROL", LATEST EDITION, AS PUBLISHED BY THE VERMONT DEPARTMENTOF ENVIRONMENTAL CONSERVATION.ALL AREAS OF DISTURBANCE SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS OF INITIALDISTURBANCE. AFTER THIS TIME, ANY DISTURBANCE IN THE AREA MUST BE STABILIZEDAT THE END OF EACH WORK DAY, UNLESS; WORK IS TO CONTINUE IN THE AREA WITHINTHE NEXT 24 HOURS AND THERE IS NO PRECIPITATION FORECAST FOR THE NEXT 24
ElevationElevationStation New Sewer Connection Profile2402422442462482502522542562582602622642662682702402422442462482502522542562582602622642662682701+001+251+501+752+002+252+502+70256.58256.59256.42
256.72
256.93
257.16 6" x 99.0' SDR 35 PVC PipeS = 0.0091 FT/FTNEW SMH #1RIM = 256.88INV IN = 251.00'INV OUT = 250.90'6" x 50.0' SDR 35 PVC PipeS = 0.0220 FT/FTINSTALL NEW CLEAN OUTSEE DETAILEXISTING GROUNDINSTALL NEW 6" x 6" x 4" WYESFOR CONNECTION TOEXISTING BUILDING SERVICESEX. SMH #1RIM = 256.666" INV IN = 250.00'6" INV IN = 245.31'8" INV IN = 243.56'8" INV OUT = 243.46'EXISTING GAS,APPROXIMATE(NEW INSIDE DROP)18" MINIMUMSEPARATION DISTANCECROSSINGSPARALLEL INSTALLATIONSEWER - WATER SEPARATION NOTESSANITARY SEWER 10' MINIMUMSEPARATION DISTANCEWATERSEWERHORIZONTAL SEPARATIONSANITARY SEWERS SHALL BE LAID AT LEAST TEN FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THISDISTANCE CAN BE REDUCED TO FIVE FEET FOR STORM SEWERS. THE DISTANCE SHALL BE MEASURED EDGE OF PIPE TO EDGE OFPIPE. WHERE IMPRACTICAL DUE TO LEDGE, BOULDERS OR OTHER UNUSUAL CONDITIONS, TO MAINTAIN TEN FOOT HORIZONTALSEPARATION BETWEEN SEWER AND WATER LINES, THE WATER LINE MAY BE IN A SEPARATE TRENCH OR ON AN UNDISTURBEDEARTH SHELF IN THE SEWER TRENCH PROVIDED THAT THE BOTTOM OF THE WATER LINE IS A LEAST 18'' ABOVE THE TOP OF THESEWER. WHEREVER IMPOSSIBLE OR IMPRACTICAL TO MAINTAIN 18'' VERTICAL SEPARATION, THE SANITARY SEWER LINE SHALL BECONSTRUCTED TO NORMAL WATERLINE STANDARDS AND PRESSURE TESTED TO 50 PSI FOR 15 MINUTES PRIOR TO BACKFILLING.NO LEAKAGE SHALL BE ALLOWED FOR THIS TEST.CROSSINGSEWER CROSSING WATER MAINS SHALL BE LAID BENEATH THE WATER MAIN WITH AT LEAST 18'' VERTICAL CLEARANCE BETWEENTHE TOP OF THE SEWER AND THE BOTTOM OF THE WATER MAIN. WHEN IT IS IMPOSSIBLE TO MAINTAIN THE 18'' VERTICALSEPARATION OR WHERE THE SEWER MUST BE LAID ABOVE THE WATER MAIN;1) THE CROSSING SHALL BE ARRANGED SO THAT ONE FULL LENGTH OF SEWER IS CENTERED ABOVE OR BELOW THE WATERLINE WITH SEWER JOINTS AS FAR AS POSSIBLE FROM WATER JOINTS;2) THE SANITARY SEWER PIPE MUST BE CONSTRUCTED TO WATER MAIN STANDARDS FOR A MINIMUM DISTANCE OF 20 FEETEITHER SIDE OF THE CROSSING OR A TOTAL OF THREE PIPE LENGTHS, WHICHEVER IS GREATER;3) THE SECTION CONSTRUCTED TO WATER MAIN STANDARDS MUST BE PRESSURE TESTED TO MAINTAIN 50 PSI FOR 15MINUTES WITHOUT LEAKAGE PRIOR TO BACKFILLING BEYOND ONE FOOT ABOVE THE PIPE TO ASSURE WATER TIGHTNESS;4) WHERE WATER MAIN CROSSES UNDER A SEWER, ADEQUATE STRUCTURAL SUPPORT SHALL BE PROVIDED FOR THE SEWERTO PREVENT DAMAGE TO THE WATER MAIN.CENTER ONE LENGTH OFPIPE OVER THE SEWERTYPICAL SEWER / WATER SEPARATION REQUIREMENTSNTSSTORM SEWER5' MINIMUMSEPARATIONDISTANCEDIA6" MIN.VARIESUNDISTURBEDMATERIALCROSS-COUNTRYROADWAY, PARKING, OR DRIVEGRAVEL SUBBASE(MATCH EXISTINGOR 18" MIN. THICKNESS)NOTES:1.ALL TRENCHES SHALL MEET OSHA STANDARDS PRIOR TO ANY PERSONNEL ENTERING A TRENCH.2.INSULATION SHALL BE INSTALLED OVER SANITARY SEWER PIPING WHEREVER 4' MINIMUM COVER CANNOT BE MAINTAINED.SDR35 PVC PIPE3/4" CRUSHED STONE3" x 36" EXTRUDED POLYSTYRENE FOAMINSULATION. USE TWO LAYERS, EACH 1-1/2"THICK, WITH JOINTS STAGGERED. INSTALLWHEREVER CALLED FOR IN THE PLANS ORWHEREVER THERE WILL BE LESS THAN4 FEET OF COVER OVER TOP OF SANITARYSEWER PIPE.SELECT EXCAVATED MATERIALCOMPACT IN 12" LIFTS TO ADENSITY OF 95% OF THEMAXIMUM DRY DENSITY USINGTHE STANDARD PROCTORTEST, ACCORDING TO ASTM D698TYPICAL TRENCH DETAILPVC SANITARY SEWERNTS12"18"6"SELECT EXCAVATED MATERIALWITH STONES NO LARGER THAN3" IN DIAMETER. COMPACT IN6" LIFTS TO A DENSITY OF 95%OF THE MAXIMUM DRY DENSITYUSING THE STANDARD PROCTORTEST, ACCORDING TO ASTM D6984" TOPSOIL, SEED,& MULCHTYPICAL CLEAN OUT DETAILNTS12" MAX.FINISH GRADESDR 35PVC PIPE45° SDR 35PVC ELBOWOR WYE FITTING FORBUILDING CLEANOUT45° SDR 35PVC ELBOWPVC WATERTIGHTREMOVABLE CAP WITHINTERNAL THREADSSDR 35PVC PIPERELINERâ STAINLESSSTEEL STRAPS OR EQUAL. SECURE TOSTRUCTURE WITH2 STAINLESS STEELBOLTS. STRAP AT 4'INTERVALS (MIN. OF 2)RELINERâ A4 INSIDE DROPBOWL SECURED WITH STAINLESS STEELBOLTSTRIM PIPE TO 2" MAX.V NOTCH BOTTOM EDGEGLUED FITTING BELL & SPIGOTSWEEP ELBOW AT INVERT ELEVATIONAT 45° (MAX.) TO SEWER FLOWBUTYL ROPE(TYPICAL)EXISTING SANITARY SEWER MANHOLEWITH NEW INTERNAL DROP DETAILNTS8"6"DROP BOWLMOUNTING INSIDE DROP - PLANSLOPESLOPESLOPEFLOWNOTES: 1. ALL INSIDE DROP CONNECTIONS FOR SERVICES AND COLLECTOR SEWERS SHALL USE THE DROP BOWL AS PRODUCED BY: RELINER-DURAN, INC. 53 MT. ARCHER RD, LYME, CT 06371 (860)434-0277 FAX: (860)434-3195 2. SECURE DROP PIPE TO MANHOLE WALL WITH RELINER-DURAN, INC STAINLESS STEEL ADJUSTABLE CLAMPING BRACKETS.POSITIONNEW PIPE CONNECTIONTO MANHOLE SHALL BE CORED,BOOTED AND WATERTIGHTWELDED WIRE FABRIC4,000 PSI CONCRETEREINFORCED COPOLYMERPOLYPROPYLENE RUNG12" ON CENTER4,000 PSI PRECASTREINFORCED CONCRETESEWER MANHOLEASTM C478-88CAST IN PLACE ORPRECAST CONCRETERISER RINGFINISH GRADELEBARON LC266 MANHOLE FRAME & COVERMARKED "SEWER" OR AN APPROVED EQUAL8"FERNCO FLEXIBLECOUPLING OR EQUAL5'-0"8"4'-0"5"2/3 DIA.ALL PIPE CONNECTIONS TO MANHOLESHALL BE BOOTED AND WATERTIGHTFINISH GRADE3,000 PSI CONCRETEPRECAST INVERTOR HARDENED BRICK,SEE INVERT DETAIL2"/FT. SLOPEWELDED WIRE FABRIC4,000 PSI CONCRETEREINFORCED COPOLYMERPOLYPROPYLENE RUNG12" ON CENTER4,000 PSI PRECASTREINFORCED CONCRETESEWER MANHOLEASTM C478-88CAST IN PLACE ORPRECAST CONCRETERISER RINGBUTYL ROPE(TYPICAL)LEBARON LC266 MANHOLE FRAME & COVERMARKED "SEWER" OR AN APPROVED EQUALNEW SANITARY SEWER MANHOLE DETAILNTSEXISTING INVERT4" PVCDOWN PIPETYPICAL MANHOLE INVERT DETAILNTSFLOW FLOWFLOW8"4'-0"5"2/3 DIA.ALL PIPE CONNECTIONS TO MANHOLESHALL BE BOOTED AND WATERTIGHTCRUSHED STONE3,000 PSI CONCRETE1'' THICK (MIN.)2''/FT. SLOPE2'-0'' RADIUS(MIN.)90° BENDNEW SEWER PIPEHARDENED BRICK ON EDGE ASTM C32GRADE SS MORTARED IN PLACE ORPRECAST CONCRETE24'' REBAR MARKER SETJUST BELOW FINISH GRADETO ALLOW LOCATION WITHMAGNETIC LOCATOREXISTINGBUILDING SERVICEWATERTIGHTCONNECTOR6" SDR 35 PVC PIPETYPICAL EXISTING GRAVEL DRIVEWAYREPAIR DETAILNTSTRENCH EXCAVATIONEXISTINGSUBBASEEXISTINGSUBBASEPLANT MIXED GRAVELTO MATCH EXISTING SUBBASE DEPTH18" MINIMUM)NOTE:PLANT MIXED GRAVEL SHALL BE COMPACTED TO95% OF THE MAXIMUM DRY DENSITY USING THESTANDARD PROCTOR TEST, ACCORDING TO ASTM D698.NOTE: WHERE WYE IS TO BE INSTALLED INTO EXISTINGSEWER, INSTALLATION SHALL BE DONE WITH RIGID,GASKETED PIPE COUPLINGS. SADDLE CONNECTIONS ORFERNCO COUPLINGS, ARE NOT ACCEPTABLE.PLANAASECTION A-ASERVICE PIPEEXISTING 8'' SDR 35 PVCSEWER MAIN45° WYEMIN. GRADIENT1/4'' FT/FTBEDDING MATERIALAS PER TRENCH DETAILSANITARY SEWER SERVICE CONNECTION DETAILNTSFLOW45MRM/RAWSOL/JPKSOL/JPKRFH01/12/20221" = 10'21-435DT-1KOENIG PROPERTY MANAGEMENT, LLC463 LIME KILN ROADSOUTH BURLINGTON, VERMONT 05403463 LIME KILN ROADMUNICIPAL SEWER CONNECTIONSEWER PROFILE & DETAILS1" = 5' VERT1" = 10' HORIZ
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-1 136 Pearl Street Essex Junction, Vermont 01010 SUMMARY OF WORK AND SPECIAL CONSTRUCTION NOTES Seed mix for lawn areas shall be Green Mountain Special Mix as described in section 02821. Seed mix for ditches and stormwater treatment areas shall be VT Conservation Mix as described in section 02821. Seed mix for slopes steeper than 4:1 (H:V) shall be New Hampshire Slope 44 Mix as described in section 02821. SHOP DRAWINGS: The contractor shall submit shop drawing's to the Engineer for approval for the following items: Seed mixes, erosion control measures, mortar mix, cement concrete mixes, precast concrete riser rings, precast concrete structures, frames and grates/covers, all pipe and fittings, insulation, construction and erosion fence, inlet protection devices, and geotextile fabrics. The contractor shall also submit gradation curves for crushed stone, sand, plant mixed gravel, and dense graded crushed stone, as well as fill material and topsoil. PERMITS: The contractor shall insure that all permits and licenses have been obtained and all required fees have been paid prior to the commencement of work. SOILS: The contractor shall submit proctor test results for native materials and subbase materials to be used. The contractor shall be responsible for providing compaction test results. Compaction tests shall be performed at a rate of 1 per 50' of pipe in trench per lift, and 1 per 2,500 sq. ft. of fill area per lift. 01011 GENERAL PROJECT MANAGEMENT WORK INCLUDED: This section pertains to the general contract requirements which must be met by the Contractor and the project management and control standards which must be utilized by the Contractor. MANAGEMENT OF PROJECT SITE: The Contractor shall ensure that at the end of each working day, the job site shall be left in a condition satisfactory to the Engineer. All excess and unnecessary construction equipment and debris shall be removed from the job site as work progresses. The Contractor shall be responsible for protecting all existing structures and work completed under this Project at his own expense. The Contractor shall take all precautions and institute such procedures as are necessary to protect both life and property. All work, which, during its progress or before the final acceptance of the work as established by the Engineer's Certificate of Completion, may have become damaged from any cause, shall be removed and replaced at the Contractor's expense, for both labor and materials. Care shall be exercised on the part of the Contractor to ensure that property damage does not occur on private property and that as little damage as possible is done within construction easements. Protection will be afforded cultivated trees and shrubbery, fences and walls, and similar features where adjacent to the construction. The Contractor is responsible for ensuring that the condition of private property or easement lands is restored to the condition which existed prior to the construction. The Contractor shall be held responsible for all damages resulting from a failure to comply with the provisions of this section. SURVEY CONTROL PROVIDED: The Engineer shall provide the Contractor with benchmarks. Such control shall be set one time only. Thereafter, the Contractor shall be responsible for protecting control points and benchmarks from damage and dislocation. Should additional work be required by the Engineer to reestablish control points and benchmarks, he shall be reimbursed by the Contractor. MEASUREMENT OF QUANTITIES OF WORK: Unless otherwise provided for in the payment clauses of the Specifications, the method of measurement of the work shall be that determined by the Engineer or Construction Manager. In the case of earth excavation and rock excavation, unless otherwise provided for, the method of measurement of quantities will consist of cross sections measured in the field at intervals determined by the Engineer and computations of volume by the method of average end areas. In the case of quantities paid for on an area basis, unless otherwise provided for, the area to be paid for shall be within established pay limits, calculated using field measurements along final grade line. PROTECTION AND REPAIR OF EXISTING UTILITIES: Wherever culverts, sewers, drains, manholes, catch basin connections, water mains, valve chambers, electrical conduits, telephone conduits, utility poles, overhead lines, or other facilities are encountered, they shall be protected and supported by the Contractor, at his own expense, by methods approved by the Engineer until the excavation is backfilled and the existing facilities are made secure. Injury to any such facilities caused by or resulting from the Contractor's operations, shall be repaired at the Contractor's expense within a time period that will not place an unreasonable burden on the users. The Owner, Engineer and the Authority having charge shall be notified promptly of any damage to utilities. Whenever the Engineer may require, pipes or other underground structures encountered in excavating or trenching shall be permanently supported with wooden supports across excavation or trench, or by other methods acceptable to the Engineer. RECONSTRUCTION OF EXISTING UTILITIES: In case it shall become necessary, in the opinion of the Engineer, to move or reconstruct any water main, electrical conduit, telephone conduit, any connections thereto or any appurtenant structures, work will be done by the Contractor. The Contractor shall be responsible for providing notice to users before interrupting service. Unless specifically provided for in this contract, reconstruction of the utilities shall be at the Contractor's expense. In no case shall the Contractor alter any water main, electric conduit, telephone conduit or any underground cables, conduits or structures, without written permission of the Engineer or until the Engineer is satisfied that adequate warning to the users has been provided. PROTECTION OF WATER SUPPLIES: Wherever sewers and water mains cross, construction shall be done in accordance with the "Typical Sewer/Water Separation Requirements” detail shown on the plans or as specified herein. Sewers crossing water mains shall be laid beneath the water main with at least eighteen (18) inches vertical clearance between the outside of the sewer and the outside of the water main. When it is impossible to maintain the eighteen (18) inches vertical separation; 1.) the crossing shall be arranged so that one full length of sewer is centered above or below the water line with sewer joints as far as possible from water joints; 2.) sanitary sewer pipe must be constructed to water main standards for a minimum distance of twenty (20) feet either side of the crossing or a total of three pipe lengths, whichever is greater; 3.) the section constructed to water main standards must be pressure tested to maintain 50 psi for 15 minutes without leakage prior to backfilling beyond one foot above the pipe to assure water tightness; 4.) where a water main crosses under a sewer, adequate structure support shall be provided for the sewer to prevent damage to the water main. Where sanitary sewers and water mains will be parallel to each other, there shall be a minimum separation distance of ten (10) feet, measured edge to edge of pipe. This distance can be reduced to five feet for storm sewers. If such distance cannot be maintained, as determined by the Engineer, the distance can be reduced, providing the water main is in a separate trench or on an undisturbed earth shelf located on one side of the sewer and at an elevation so the bottom of the water main is at least eighteen (18) inches above the top of the sewer. Wherever impossible or impractical to maintain the eighteen (18) inch vertical separation, the sanitary sewer line shall be constructed to normal water line standards and pressure tested to 50 psi for 15 minutes prior to backfilling. No leakage shall be allowed for this test. WORK OUTSIDE RIGHTS-OF-WAY AND EASEMENTS: The Contractor shall not, without written consent from the owner, enter or occupy with men, tools, materials or equipment, any land outside the rights-of-way or easement limits. A copy of the written consent shall be provided to the Engineer. PROJECT PROGRESS SCHEDULES: Before starting the work and from time to time during its progress, as the Engineer may request, the Contractor shall submit to the Engineer a written description of the methods he plans to use in doing the work and the various steps he intends to take. Prior to 7 days before the date of starting work, the Contractor shall prepare and submit to the Engineer; (a) a written schedule fixing the dates at which additional drawings, if any, will be required and; (b) a written schedule fixing the respective dates for the start and completion of various parts of the work. Each such schedule shall be subject to review and change from time to time during the progress of the work. WORK TO CONFORM: During its progress and on its completion, all work shall conform truly to the lines, levels and grades indicated on the drawings or given by the Engineer and shall be built in a thoroughly substantial and workmanlike manner, in accordance with the drawings and specifications and the directions, given from time to time by the Engineer. In no case shall any work in excess of the requirements of the drawings and specifications be paid for unless ordered in writing by the Engineer. PERMITS: It shall be the Contractor's responsibility to insure that all federal, state, or local permits necessary for the construction of the project have been issued. The Contractor is also responsible for maintaining these permits in force during the length of the contract and for taking all required actions to comply with the content of these permits and permits previously obtained for the project. SUBSURFACE INFORMATION PROVIDED: Subsurface information provided is to assist the Contractor in making a bid. Subsurface information provided as part of the Contract Documents is not guaranteed to be representative and bidders are encouraged to take additional borings prior to bidding. COMPACTION: At the preconstruction conference, the Contractor shall be required to submit, in writing, to the Engineer, for approval, the method(s) to be utilized to meet the compaction requirements contained in these Specifications. The Contractor will be required to have specialized compaction equipment on the job site as may be needed to properly compact material specifically for this project. Pieces of equipment such as vibrating plate compactors, tampers, rammers, vibratory rollers, sheepsfoot rollers, wobbly wheeled rollers, rubber tired rollers, steel wheeled rollers and the like shall be considered suitable equipment for compaction. Such pieces of equipment as backhoe buckets, bulldozers and the like shall not be considered for use as compaction equipment unless specifically approved by the Engineer for special cases. SUPERVISORS ON THE JOB SITE: The Contractor shall be responsible for ensuring that there is a Supervisor under his direct employ on the job site at all times that construction is underway, whether or not the construction is being accomplished by the Prime Contractor or Subcontractors hired by the Prime Contractor. SITE RESTORATION: Preconstruction photographs shall be taken by the owner or his representative of all areas to be affected by this contract. These photographs will be utilized upon completion of construction to establish satisfactory compliance with restoration of site to preconstruction condition. All previously vegetated areas which have been disturbed as a result of this construction shall be graded, topsoiled, seeded or sodded, and mulched as per Sections 02820 and 02821 prior to September 15. 01030 UNDERGROUND UTILITY DAMAGE PREVENTION - "DIGSAFE" Before the Contractor removes soil or rock to create an open space in the earth greater than one foot in depth by means of any powered or mechanized equipment within an underground utility easement or in the area of a public right-of-way in which an underground utility may be located, the Contractor shall notify "Digsafe" by calling their toll-free number 1-888-344-7233. Digsafe will then notify all utility companies having underground utilities in that area so that they can mark the location of these facilities. The utility companies should mark their lines within forty eight hours from the time Digsafe was notified (excluding Saturdays, Sundays, and legal holidays). Sewer and water facilities shall not be classified as a "utility" under this Specification. Emergency excavations are exempt from this requirement. The Contractor shall notify the Town of Essex Public Works Department at least 72 hours prior to the start of excavation work such that sewer and water utilities can be marked in the field. Effective January 1, 1988, the mandatory notification of Digsafe in the above mentioned situations became Vermont State Law. A fine of $1,000 may be levied for failure to telephone Digsafe before an excavation is made. 01080 APPLICABLE CODES MATERIAL SPECIFICATIONS: All materials, unless specified otherwise, utilized on this contract shall be subject to the approval of the Engineer and shall meet the applicable requirements of the latest published specifications and standards of the following institutions, associations or departments. American Concrete Institute American Society of Testing and Materials American Institute of Steel Construction American Water Works Association Vermont Agency of Transportation - "Standard Specifications for Highway and Bridge Construction" American Welding Society National Electrical Code National Plumbing Code All Applicable State and Local Codes and Permits ABBREVIATIONS AND REFERENCES: Where reference is made to a specification of one of the below mentioned or other associations or societies, it is understood that the serial designation of specification in effect at the date of receipt of bids shall take precedence over those listed below. ASTM American Society for Testing and Materials ASA American Standards Association AWWA American Water Works Association AASHO American Association of State Highway Officials AASHTO American Association of State Highway and Transportation Officials ACI American Concrete Institute AGMA American Gear Manufacturers Association ANSI American National Standards Institute AISC American Institute of Steel Construction ASCE American Society of Civil Engineers ASME American Society of Mechanical Engineers ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers AIA American Institute of Architects ASSE American Society of Sanitary Engineers AGC American General Contractors of America CEC Consulting Engineers Council EPA Environmental Protection Agency IEEE Institute of Electrical and Electronics Engineers NBFU National Board of Fire Underwriters NBS National Bureau of Standards NSPE National Society of Professional Engineers NEWWA New England Water Works Association NEC National Electric Code NEMA National Electrical Manufacturers Association PCA Portland Cement Association UL Underwriters' Laboratories WPCF Water Pollution Control Federation 01500 TEMPORARY FACILITIES WORK INCLUDED: Included in this section pertains to the Contractor's responsibility of providing temporary facilities The Contractor shall be responsible for and shall bear at his own expense all temporary facilities necessary for the proper fulfillment of the Contract, including but not limited to all temporary electricity, lighting, heating and ventilation, telephone service, water, sanitary facilities, safety and first aid facilities. The Contractor shall make all arrangements for temporary facilities well in advance of need so as to not delay construction. All temporary facilities shall be adequate to perform the function for which they are intended without risk of personal or property damage to any individual. 01560 SPECIAL CONTROLS WORK INCLUDED: Work included in this section pertains to the special controls which the Contractor must institute and maintain during the length of the Contract. DUST CONTROL: The Contractor shall be responsible at his own expense for ensuring that the dust created as a result of construction activities does not create a nuisance or a safety hazard. Where and when deemed necessary the Contractor will be required to wet sections of the construction area with water or apply calcium chloride or sweep the roadway with a power broom as dust control measures. Dust control measures shall be provided at all times, including evenings and weekends. WATER CONTROL: The Contractor shall take all necessary measures to handle all water in excavations, shall furnish all materials and equipment and shall do all incidental work to keep the excavation entirely clear of water while pipelines, ponds, structures and their foundations are being built. The Contractor shall be responsible for choosing the method for control of water and shall assume all responsibility for the adequacy of the methods chosen. No construction shall be undertaken if, in the opinion of the Engineer, adequate control of water is not assured. WATERTIGHTNESS: It is the responsibility of the Contractor to ensure that all new structures, pipes and equipment built under this contract for the purpose of containing water or other fluids or for conveying such liquids are watertight under all operating conditions for which they are intended. Any pipe or structures, where leakage is determined to be excessive by the Engineer, shall be subject to correction or replacement by the Contractor at his own expense. POLLUTION CONTROL: During the construction period, the Contractor shall exercise every reasonable precaution to prevent pollution of the waters of the State. Pollutants such as chemicals, paints, fuels, lubricants, bitumens, raw sewage, sediment, and other harmful waste shall not be discharged into or alongside these waters or into natural or man-made channels leading thereto. Applicable statues and regulations of the State of Vermont relating to the prevention and abatement of pollution shall be complied with. 01569 PROTECTION OF THE PUBLIC WORK INCLUDED: Work included in this section pertains to the Contractor's responsibility to protect the public and workmen. The public shall be protected by the Contractor from any and all hazards connected with the work. Open trenches, materials or other equipment within the working limits are to be guarded by the use of adequate barricades, snow fence or flagmen. All barricades left in position overnight are to be properly lighted. The Contractor shall be held responsible for the safety of all workmen and the general public and all damages to property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to protect persons or property from hazard of open trenches, materials or equipment at any time of the day or night within the working area. All work shall be in conformance with OSHA regulations, Title 19, Parts 1926.651 and applicable VOSHA regulations. 01570 MAINTENANCE AND PROTECTION OF TRAFFIC WORK INCLUDED: This section includes the methods the Contractor shall employ to maintain and protect traffic. The Contractor shall provide uniformed traffic police or flagmen as deemed necessary by the Engineer and/or governmental agencies. The Contractor shall, as conditions warrant, employ flagmen at any location on the project where his equipment or construction operations are such that they will in any manner interfere with the movement or safety of the traveling public. The Contractor shall erect warning signs in advance of any place on the project where operations may interfere with the use of the road by traffic and at all intermediate points where the project crosses or coincides with an existing road. Such warning signs shall be constructed and erected in accordance with the latest edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration. The cost of traffic police services occasioned by the Contract shall be paid for by the Contractor. The cost of uniformed traffic police will not be paid separately but shall be included in the prices stated in the several items of work in the Schedule of Prices in the Proposal. Two-way traffic shall be maintained unless otherwise authorized by the Engineer. The Contractor shall notify the Engineer, local police and fire departments as well as municipal officials at least 72 hours in advance of any intent to close streets. The Contractor shall work with the local government to establish a suitable alternate route, and shall at his own expense, provide and maintain suitably marked and well lighted detour signs. The employment or presence of traffic flagmen or uniformed police does not relieve the Contractor of any responsibility or liability under this contract. 02100 CLEARING, GRUBBING, AND STRIPPING OF TOPSOIL WORK INCLUDED: The Contractor shall do all clearing, grubbing and stripping necessary to permit construction of the work within the limits of the property or easements indicated in the drawings. CLEARING AND GRUBBING: The Contractor shall do all necessary work of clearing and shall dispose of all material, including trees and brush as may be approved by the Engineer. Disposal shall comply with local ordinances. All areas cleared shall be left clean and presentable. Except within actual lines of trenches, manholes, roadways or sidewalks to be built, where trees must be removed, no live trees with trunks over four (4) inches in diameter shall be removed unless otherwise required or approved by the Engineer. Clearing shall be done in such a manner that present growth will merge with the construction limits to give a natural appearance. The Contractor shall remove all stumps and roots within permanent rights-of-way. STRIPPING TOPSOIL: In general, where construction is not in roadways, it is carried across private and public rights-of-way, presently covered with topsoil. After trenching and pipe laying operation or construction of structures is completed, excess material shall be removed and area graded, provided with topsoil and seeded or sodded as specified in Section 02820 and 02821. Ground surface shall be left in a condition equal to that which existed before construction. 02213 EXCAVATIONS FOR ROADWAYS AND PARKING WORK INCLUDED: The following section describes the work to be done by the Contractor in making parking or road excavations. GENERAL: Prior to the beginning of excavation, grading and embankment operations in any area, all necessary clearing and grubbing in that area shall have been completed. SLOPES: All slopes in cut and embankment sections, ditches and waterways, whether old or newly constructed, shall be satisfactorily cleaned and cleared of obstructions and left in a neat and trim condition. Excavation shall be made in reasonably close conformity with the lines, grades and requirements indicated in the Contract or ordered by the Engineer. CONSTRUCTION: During the construction, the roadways and parking shall be maintained so that they will be drained at all times. Where traffic is maintained, care shall be exercised to keep the portion open to traffic in a satisfactory condition. REMOVAL OF MATERIAL: All suitable material removed from excavation shall be used in the formation of embankments as indicated on the plans or as directed by the Engineer. The extra or waste material excavated during construction of the roadways and parking will be used to the extent possible to uniformly flatten slopes, or be deposited in such places within the right-of-way as may be indicated on the plans or as directed by the Owner or Engineer. The extra or waste material will be removed from the project site, unless otherwise directed by the Owner or Engineer. Any material not used in the right-of-way or to flatten slopes shall be used to fill gullies or other low areas within the project lands as directed by the Owner or Engineer. All of the areas that are filled with this extra or waste material shall be graded to drain, topsoiled, seeded and mulched in accordance with the landscaping specifications. The Contractor shall be responsible for the stability of all constructed embankments and shall replace at his own expense any portions which have become displaced and which are not attributable to the unavoidable movement of the natural ground upon which the embankment is made or to an Act of God. BORROW MATERIAL: Unless authorized by the Engineer, borrow material shall not be placed until all suitable material has been excavated and placed in the embankments, except when Sand Borrow or Granular Borrow is called for on the plans or when Granular Borrow is required by the Engineer for use under embankments or used with material from roadway excavations in making embankments. 02221 PIPELINE TRENCHES AND EXCAVATIONS FOR STRUCTURES WORK INCLUDED: The Contractor shall excavate to normal depth in earth for structures and trenches, backfill such excavations and grade and topsoil as necessary, as shown on the Contract Drawings or as directed by the Engineer. GENERAL: The trenches and other excavations shall be of sufficient width and depth at all points to allow all pipes to be laid, joints to be formed and structures and appurtenant construction to be built in the most thorough and workmanlike manner and to allow for sheeting and shoring, pumping and draining and for removing and replacing unsuitable material. Trenches and excavations shall be at least twelve inches wider than the outside dimensions of the structure they are to contain; trenches must not be unnecessarily wide so as to materially increase load on the pipe resulting from backfill. Bottoms of trenches and other excavations shall be carried to lines and shapes satisfactory to the Engineer. Bottoms of trenches for pipe shall be carried to a depth six inches greater than grade of pipeline, refilled to grade and bedded in the specified bedding method as detailed on the Contract Drawings. No tunneling will be permitted in place of open trench construction unless specifically authorized by the Engineer or required by the Municipality. Excavations adjacent to existing underground structures shall be done by hand so that foundations of structures shall not be disturbed. Wherever boulders or ledge rock are encountered in excavations for pipelines or structures, such boulders or ledge rock shall be removed to a depth of six inches below grade and space occupied by them shall be refilled to grade with the specified bedding material. Trenches shall be opened at such times and to such extent only as may be permitted by the Engineer. All driveways, crosswalks, sod, shrubs, trees and any other surface material affected by the work shall be carefully taken up and kept separate from the other excavated material. If suitable, excavated material shall be used for embankments, backfill and fill. Side slopes of excavations shall be less than the angle of repose of material excavated and shall be flat enough to prevent slides or cave-ins. Any excavation required as a result of slides or cave-ins shall be done by the Contractor at his own expense. Placement of bedding material shall not be done until the ground has been thoroughly dewatered and the Contractor is ready to install pipe or to construct foundations of various structures. LENGTH OF TRENCH ALLOWED TO BE OPEN: Length of trench allowed to be open shall be determined by the Engineer. The total running length of all work in each section shall be kept as short as is practical. No unattended excavations or trenches shall be allowed, no exceptions. Unless specifically permitted by the Engineer, all trench excavations shall be backfilled prior to work shut-down for each weekend. See also Section 01569. MISCELLANEOUS EARTH EXCAVATION: Wherever required by the Engineer, the Contractor shall do earth excavation and backfilling in addition to the excavation and backfilling needed to construct the work required by the Contract Documents. Miscellaneous earth excavation and backfilling may be required by the Engineer for test pits or for other unforeseen purposes. It may be necessary to do some of this work by hand. Excavation for deepening or widening of permanent drainage ditches shall be included in this item. Temporary or permanent relocation of streams shall not be considered under miscellaneous earth excavation. EARTH EXCAVATION BELOW GRADE: Wherever, in the opinion of the Engineer, material at or below grade line of pipe or structure plus depth of bedding material is unsuitable for foundations, it shall either be excavated to such additional depths as directed by the Engineer and then refilled with crushed stone, well compacted, or the Engineer may direct that a geotextile filter fabric be utilized in lieu of deeper excavation. If filter fabric is utilized, it shall be installed and the excavation then brought to grade line for pipe trenches as shown on the Contract Drawings. UNAUTHORIZED EXCAVATION: If the bottom of any excavation has been removed below grade shown on the Contract Drawings, or that prescribed by the Engineer, it shall be brought to grade at the Contractor's expense by refilling with well compacted bedding material. EARTH EXCAVATION: Earth excavation includes all materials not classified as rock excavation and includes, but is not limited to curbs, sidewalks, pavement, peat, clay, silt, sand, muck, gravel, hardpan, loose shale, loose stone in masses, and boulders measuring less than one cubic yard in volume. 02265 BEDDING FOR PIPE AND BACKFILL WORK INCLUDED: Work of this section pertains to the backfill requirements and definitions of materials utilized in backfill operations which the Contractor must comply with. GENERAL: Each structure or portion of pipeline shall be inspected and approved for bedding and backfill before it is covered. Approval for bedding and backfill will not constitute final acceptance of the structure or pipeline. Any pipeline found to be out of line, deformed or damaged shall be re-laid or replaced without additional compensation. No backfilling will be allowed around manholes or other masonry structures until concrete or masonry has set sufficiently, as determined by the Engineer. All excess fill shall be removed from the construction site by the Contractor, unless directed otherwise by the Engineer, and disposed of in an acceptable manner. The Contractor is responsible for the location of a disposal site and obtaining any necessary permits associated with transportation to or disposal at the site. No excess fill may be stockpiled at the construction site. PIPE BEDDING: Pipe bedding shall be that material in the trench directly adjacent to the pipe. For all plastic piping used for gravity sewer, storm drain, water main or force main, it shall extend from the bottom of the trench, 6" below the invert of the pipe, to a point 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. For ductile iron gravity sewer, water main or force main and for reinforced concrete or asphalt coated corrugated metal storm drain, the bedding shall extend from the bottom of the trench, 6" below the invert of the pipe, to 6" above the crown of the pipe and shall consist of crushed stone, sand or granular pipe bedding as detailed in the Contract Drawings. The pipe bedding shall be compacted to the minimum density specified on the plans in order to provide uniform support around the pipe. Specific information relative to the pipe bedding to be utilized on this project shall be found on the Contract Drawings and under the sections covering specific types of pipe materials, Section 02560 as appropriate. PIPE BACKFILL: Pipe backfill for this Project shall include all material placed above the pipe bedding to within 4" of finished grade or to road subgrade as shown on the Contract Drawings for pipes under roads and shall be selected compactable soil material from the excavation. Materials used for backfill shall be subject to the inspection and approval of the Engineer. If in the opinion of the Engineer the excavated material is unsuitable for backfill, the Contractor shall dispose of the material and substitute approved sand, gravel or other material in the amounts and proportions specified by the Engineer. Frozen material shall not be placed in backfills and backfills shall not be placed on frozen material. No stones in excess of 3" diameter shall be placed within 2 feet of the pipe. Larger stones may be used in the backfill provided care is taken that stones do not become nested and that all voids between stones are completely filled with fine materials. The size and quantities of stone used in backfill will be subject to approval by the Engineer. No backfill shall be dropped from a height of more than 3 feet from the top of the pipe. The backfill shall consist of two separate zones. The first zone shall extend from the top of the bedding material to a height of 24" above the crown of the pipe. Select excavated material with stones no larger than 3" diameter shall be placed in 6" lifts and compacted to a density of 95% of the maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). The materials shall be placed carefully so as not to disturb the pipe or cause it to break or misalign. The second zone shall extend from the top of the first zone to within 4" of finished grade or to road subgrade. Material in this zone shall be select excavated material, placed in 6" lifts and compacted to a density of 95% of maximum dry density using the Standard Proctor Test, according to ASTM D698 or AASHTO T99 (latest version). Suitable cohesive soil can be backfilled in this zone and compacted using impact type equipment, pneumatic tampers, engine or self-propelled, sheepsfoot rollers on wide trenches or other suitable equipment, providing the 95% compaction requirement is met. In cohesionless soils, vibratory plates in confined areas and vibratory rollers in unconfined areas can be utilized, providing the specified degree of compaction is met. Granular cohesionless material may, in some cases and upon approval of the Engineer, be compacted using water jetting or immersion type vibrators with flooding and pooling. The entire trench width shall be uniformly compacted and brought to grade. The remaining 4" of trench between the top of the backfill and the final surface, on areas to be seeded or sodded, shall be backfilled with topsoil, compacted and finished in accordance with Section 02820 and 02821of these Specifications. If the area is to be paved, the upper zone must be constructed in accordance with Sections 02649 and 02650. FIELD DENSITY TESTING: Unless specified elsewhere, the Contractor shall provide field density tests to verify that the compaction requirements of this section have been met. Material having a gradation with more than 30% retained on the 3/4" sieve will generally be considered too coarse for satisfactory density testing and therefore shall be replaced with finer material and recompacted before retesting. Additional field tests necessary, because of failure of the first test to comply with stated density requirements, shall be provided by the Contractor at no additional cost to the Owner. The field density determination will be made in accordance with Standard Method of Testing for Density of Soil In-Place by the Sand Cone Method, ASTM D1556 (AASHTO T191) or using Nuclear Methods in accordance with ASTM D2922 or AASHTO T238. MATERIAL SPECIFICATIONS: This section pertains to the specifications which the Contractor must comply with regarding the quality and type of material to be utilized for fill, backfill and embankment operations.
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-2 136 Pearl Street Essex Junction, Vermont GRANULAR PIPE BEDDING AND BACKFILL: Where reference is made to this material either on the plans or within these specifications, it shall mean a well graded material free from debris, stumps, branches, vegetation, pavement and similar objectionable material. It shall meet the gradation requirements for granular backfill defined as follows: GRAVEL BORROW: Where reference is made to this material either on the plans or within the specifications, it shall mean a material reasonably free from silt, loam, clay or organic matter containing no more than 8% by weight passing the #200 sieve. It shall be uniformly graded and the largest stone shall not exceed 6" in any dimension. SAND: Sand shall consist of clean, hard durable grains, uniformly graded from dense to fine and shall be free from injurious amounts of silt, loam, clay, organic matter or other harmful substances. It shall meet the gradation requirements for sand defined as follows: CRUSHED STONE: Crushed stone or screened gravel, uniformly graded from 3/4" to 1/4" and of satisfactory quality shall be furnished to replace unsuitable material excavated below grade, to bed pipe, to replaced unauthorized excavation, and to be used elsewhere as shown on the Contract Drawings or as required by the Engineer. It shall be clean, hard, durable and free from dust, loam, clay or organic matter and shall be well compacted in place. STONE FILL: The Contractor shall line specified drainage ditches following excavation with stone fill in reasonably close conformity with the dimensions shown on the plan or as ordered by the Engineer. Stone fill may also be used in the stabilization of embankment, and shall be placed in one course thickness as shown on the Plans in a manner that will result in a reasonably well graded surface. Care shall be taken in the placing to avoid displacing the underlying material. The stones shall be so placed and distributed that there will be no accumulations of either the larger or smaller sizes of stone. Rearrangement of the stone fill by hand labor or mechanical equipment may be required to obtain the specified results. When stone fill and filter blanket are to be placed as part of an embankment, the protective materials shall be placed concurrently with the construction of the embankment unless otherwise authorized by the Engineer. Where stone fill and filter blanket is to be placed under water, methods shall be used that will minimize segregation and insure that the required thickness of protective material will be obtained. Stone for stone fill shall be approved hard blasted rock. The stone shall be angular in shape and shall not have a smallest dimension less than 1/3 of its longest dimension. The stone fill shall be reasonably well graded from the smallest to the maximum size stone specified so as to form a compact mass when in place. a) Type 1: The longest dimension of the stone shall vary from 1 inch to 12 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 4 inches. b) Type 2: The longest dimension of the stone shall vary from 2 inches to 36 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 12 inches. c) Type 3: The longest dimension of the stone shall vary from 3 inches to 48 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 16 inches. d) Type 4: The longest dimension of the stone shall vary from 3 inches to 60 inches and at least 50 percent of the volume of the stone in place shall have a least dimension of 20 inches. RIPRAP: The Contractor shall furnish and place riprap in reasonably close conformity to the dimensions, elevations and at the locations indicated on the plans in accordance with these specifications or as ordered by the Engineer. The slopes to be protected shall be graded and shaped to the lines indicated on the plans or as directed by the Engineer and if in a fill area, shall be compacted as per this section. All slopes shall be maintained and protected to the neat lines indicated on the plans prior to the placing of riprap. Stone for riprap shall be approved, rough, unhewn quarry stone, as nearly rectangular in section as practical. The stones shall be hard, sound, resistant to the action of water and weathering and suitable in every respect for the purpose intended. The individual stones shall have a depth equal to the thickness of the course of riprap. The riprap, complete in place, shall consist of stones that have a minimum volume of 8 cubic feet, unless otherwise noted. The voids between the stones shall be filled with smaller stones to produce a relatively smooth and uniform surface. Rip rap shall generally be placed from an elevation 1' below the river bottom elevation to the elevation or height specified on the Contract Drawings. 02530 DEWATERING WORK INCLUDED: The work in this section includes all work necessary to provide a stable work area for installation of piping and structures and protecting the work from damage caused by water. The Contractor shall at his expense remove by pumping, draining, bailing or otherwise, any water which may accumulate or be found in trenches and other excavations made under this contract, and shall form all pump wells, sumps, dams, flumes, or other works necessary to keep trenches and other excavations entirely clear of water while pipe lines and structures and their foundations are being built. Newly made masonry shall be protected from damage resulting from dewatering work, by use of canvas, tar paper, or by such other sufficient methods as may be approved by the Engineer. The Contractor shall at all times, have sufficient pumping machinery so that structures will be built in the dry. Excavation and trenches shall be dewatered where necessary by use of stone drains, Sieve Designation Percentage by Weight Passing Total Sample Square Mesh Sieves Sand Portion 3” 100% - - - 2-1/2” 90% - 100% - - - No. 4 50% - 100% 100% No. 100 - - - 0% - 18% No. 200 - - - 0% - 8% Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 12% pipe underdrains, by-pass pumping, or by use of well points. Pipe used for underdrains shall be of ample size to dewater trench for proper drainage during construction work. Pipe shall be corrugated metal, HDPE, or PVC, as hereinafter specified. Areas to be excavated and trenches shall be excavated to such additional depth as required to lay underdrain in a bed of clean gravel or broken stone. If a well point system is used for dewatering excavation, well points shall be spaced and driven to a depth to thoroughly dewater the construction area. All dewatering, regardless of method, shall be accomplished so that adequate bearing capacity of the soil is reached to allow stable support of pipe lines, structures, and foundations. Removal of visual running water in the trench without provision of stable trench bottom support for piping or structures does not constitute adequate dewatering. The Contractor shall furnish, install and maintain, all drainage systems and pumping equipment necessary to keep ground water level at an elevation low enough so that no structures to be built under this Contract shall move. The Contractor shall construct noise abatement structures around all pumps or machinery that must run after working hours. These structures must provide adequate sound absorption to prevent disturbance of the public. Water from trenches and excavations shall be disposed of in such a manner as will not cause injury to public health nor to public or private property, nor to work completed or in progress, nor to surface of highways, nor cause any interference with use of same by the public. No silty, brackish or turbid water from trenches and excavations shall be allowed to discharge directly to a stream or natural drainage course leading to a stream. The turbid water can be discharged onto the ground providing the subsequent runoff does not create a turbid situation in the stream. Where ground application creates or is likely to create turbid stream conditions, the Contractor will be required to detain the trench excavation water in a temporary sedimentation pond or a similar method acceptable to the Engineer. Upon completion of construction, all temporary sedimentation ponds will be filled with native material and the site restored to its original condition. 02540 EROSION CONTROL WORK INCLUDED: The Contractor shall carry out his operations in such a manner to give adequate protection to water courses and minimize surface erosion. Within 7 calendar days after Notice to Proceed on the Project, the Contractor shall submit to the Engineer for acceptance, the Contractor's proposed methods of erosion control and stream protection. No work shall be started on areas which are highly susceptible to erosion, as indicated by the Engineer, or within existing drainage channels until the methods of erosion control, to be employed on the project, have been approved by the Engineer. The Engineer has the authority to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations and to direct the Contractor to provide immediate erosion control measures to prevent contamination of adjacent streams or other water courses and areas of water impoundment. These measures shall include but not be limited to, stone check dams, hay bales for mulch and matting. As the excavation proceeds, cut slopes shall be seeded and mulched to the extent considered desirable and practical by the Engineer. The exposure of uncompleted cut slopes and embankments to the elements shall be as short as practical. Seeding, mulching, installation of erosion control shrubbery or other designed treatment should be initiated promptly and concurrently with the other work. The Contractor will be required to incorporate all permanent erosion control features into the Project at the earliest practical time as outlined in his accepted schedule. If and when conditions develop that will suspend construction operations for any appreciable length of time, the excavation and embankment areas shall be shaped in such a manner that the runoff of water may be intercepted and diverted to points where least erosion shall result. Slope drains shall be installed as soon as possible to assist in carrying this runoff. If these preventative measures should fail and an appreciable amount of material begins to erode into a river, stream or impoundment, the Contractor shall act immediately to correct and prevent further erosion. Erosion control measures shall be continued until the permanent drainage facilities have been constructed and until grass on seeded slopes or specially installed shrubbery is established sufficiently to be an effective deterrent against erosion. Unless otherwise approved in writing, mechanized equipment shall not be operated in live streams except as may be required to construct changes in channel and permanent or temporary structures. Rivers, streams and impoundments shall, as soon as construction will allow, be cleared of all false work, piling and debris caused by the construction operations. The Contractor shall perform all of the storm water and erosion control specifications and details shown on the Contract Drawings including installation, maintenance and removal of temporary dams and inlet protection. 02560 SEWER PIPE LINES AND RELATED CONSTRUCTION WORK INCLUDED: The Contractor shall furnish and install all pipes, fittings and other materials necessary for the installation of gravity sewers, force mains, and all appurtenant construction related thereto including chimneys, service connections, thrust blocks and other related items as indicated on the Contract Drawings and as specified herein. The work shall also include testing and placing the system into satisfactory operation. TYPES OF PIPE: Types of pipe which shall be used for the various parts of work are as follows: a) Gravity Sewers shall be PVC solid wall pipe meeting ASTM Specifications D3034 or F679, or an approved equal. PVC SEWER PIPE: PVC sewer pipe shall conform in all respects to the latest revision of ASTM Specification D3034, or F679, Type PSM Polyvinyl Chloride (PVC) Sewer Pipe and Fittings, SDR 35. Wall thickness of all PVC pipe shall meet ASTM Specifications for SDR 35 pipe. All pipe and fittings shall be clearly marked as follows: Manufacturer's Name and Trademark. Nominal Pipe Size Material Designation 12454C PVC Legend "Type PSM SDR 35 PVC Sewer Pipe" or "PS 41 PVC Sewer Pipe" Designation ASTM D3034 or F679 Joints shall be push-on type using elastomeric gaskets, and shall conform to ASTM D3212. The gaskets shall be factory installed. The pipe shall be furnished in nominal 13 foot lengths. Sufficient numbers of short lengths and fully machined fittings shall be provided for use at manholes, chimneys, and connections. All connections will require the use of manufactured fittings; field fabricated, saddle type connections will not be considered acceptable. Any pipe or fitting having a crack, or other defect, or which has received a severe blow shall be marked rejected and removed at once from the work site. All field cuts are to be made at 90° to the pipe centerline. The contractor shall bevel the cut end to the same angle as the factory bevel, remove all interior burrs, measure and place a homing mark on the pipe before assembling. The pipe installed under this specification shall be installed so that the initial deflection, measured as described below, shall be less than 5%. Deflection tests shall be performed on all flexible pipe after the final backfill has been in place for at least 30 days. The deflection test shall be run using a rigid ball or mandrel having a diameter equal to 95% of the inside diameter of the pipe. No mechanical pulling devices shall be used during the deflection tests. All pipe not meeting the deflection test shall be re-excavated and replaced at the Contractor's expense. The manhole water stop gasket and stainless steel clamp assembly must be approved by the Engineer prior to the installation of any pipe. The Contractor will submit certification that the materials of construction have been sampled, tested, inspected and meet all the requirements including wall thickness in accordance with ASTM D3034 or ASTM F679 or AWWA C900, as applicable, for all pipe and fittings to be included in the project work. All pipe shall be installed in strict accordance with manufacturer's installation instructions. PVC pipe shall not be installed when the temperature drops below 32°F or goes above 100°F. During cold weather, the flexibility and impact resistance of PVC pipe is reduced. Extra care is required when handling PVC pipe during cold weather. LAYING PIPE: Pipe shall be laid upon a trench bottom and bed prepared as indicated on the Contract Drawings as specified in this section. All pipe shall be carefully cleaned just before laying. Each pipe shall be laid true to line and grade so laid as to form a tight joint with next adjoining pipe and to bring inverts continuous. Where the plans require service connections, Y-branches with 6 inch spurs shall be installed in the sewer main. Flexible pipe gaskets are required as per this section. No walking on or working over pipes after they are laid except as may be necessary in making joints, in placing cradles and in tamping backfill material will be permitted until pipes are backfilled as specified to a depth of 12 inches. During construction all openings to pipe lines shall be protected from entrance of earth or other material. Open ends of branches and pipes when completed shall be sealed with stoppers or by equally effective methods. Where new pipes are to join existing ones, the Contractor shall do such work as is necessary to make connections. FROST PROTECTION FOR SHALLOW SEWERS: Sewers with less than 4 feet of cover over the crown or where indicated on the plans shall be protected against freezing by installation of 2" thick Styrofoam SM insulating sheets with a width of 3 feet or twice the pipe diameter, which ever is greater. The sheets shall be placed 6" above the crown of the sewer after compaction of the 6" lift immediately above the crown has been made. Care shall be exercised by the Contractor during backfill and compaction over the styrofoam sheets to prevent damage to the sheets. Styrofoam SM sheets shall meet the compressive strength requirements of ASTM D1621 and shall be as manufactured by Dow Chemical Company, Midland Michigan. LEAKAGE TESTS AND ALLOWANCES FOR GRAVITY SEWERS: The low pressure air test will be used to simulate infiltration or exfiltration rates into or out of all gravity sewers. Acceptance of the sewer shall depend upon the satisfactory performance of the sewer under test conditions. The test shall be performed on pipe between adjacent manholes after backfilling has been completed and compacted. All wyes, tees, laterals, or end of side sewer stubs shall be plugged with flexible-joint caps, or acceptable alternate, securely fastened to withstand the internal test pressure. Such plugs or caps shall be readily removable, and their removal shall provide a joint suitable for making a flexible-jointed lateral connection or extension. Prior to testing for acceptance, the pipe should be cleaned by passing through the pipe, a full gauge squeegee. It shall be the responsibility of the Contractor to have the pipe clean. Immediately following the pipe cleaning, the pipe installation shall be tested with low-pressure air. Air shall be slowly supplied to the plugged pipe section until the internal air pressure reaches 4.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe. At least two minutes shall be allowed for temperature stabilization before proceeding further. The pipe line shall be considered acceptable, when tested at an average pressure of 3.0 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe, if: (1) the total rate of air loss from any section tested in its entirety between manhole and cleanout structures does not exceed 2.0 cubic feet per minute; or (2) the section under test does not lose air at a rate greater than 0.0030 cubic feet per minute per square foot of internal pipe surface. The requirements of this specification shall be considered satisfied if the time required in seconds for the pressure to decrease from 3.5 to 2.5 pounds per square inch greater than the average back pressure of any ground water that may submerge the pipe is not less than that computed according to ASTM C828. If the pipe installation fails to meet these requirements, the Contractor shall determine at his own expense, the source or sources of leakage, and shall repair (if the extent and type of repairs proposed by the Contractor appear reasonable to the Engineer) or replace all defective materials or workmanship. The completed pipe installation shall meet the requirements of this test before being considered acceptable. Since this test does not determine the tightness of manholes, they shall be tested separately. The exfiltration leakage allowance out of manholes shall be no greater than 1 gallon per day per vertical foot to depth. The manhole shall be filled with water to a point 1 foot above the highest joint between manhole sections. In areas of high ground water, there shall be no visible leakage due to infiltration. Vacuum testing of manholes shall also be considered acceptable using the following guidelines: The test shall be done after assembly of the manhole. The manhole to pipe connection shall be flexible. A 60 inch/lb. torque wrench shall be used to tighten the external clamps. All lift holes shall be plugged with a non-shrink mortar, as approved by the Engineer. The seal between manhole sections shall be approved, preformed flexible mastic per ASTM C923. The completed manhole shall not be backfilled prior to testing. Manholes which have been backfilled shall be excavated to expose the entire exterior prior to vacuum testing or the manhole shall be tested for leakage by means of a hydrostatic test. Interior piping and plugs shall be adequately braced to prevent movement. A vacuum of 10" of Hg shall be drawn within the manhole. The manhole shall pass the test if the vacuum remains between 10" Hg and 9" Hg for at least two minutes. Where applicable, all existing sanitary sewers shall be kept operational until new work has been tested and approved by this Engineer. At such time existing sewers and sewer services shall be connected to the new sewers. Nominal Pipe Size Time min./100 ft Nominal Pipe Size Time min./100 ft 3” 0.2 21” 3.0 4” 0.3 24” 3.6 6” 0.7 27” 4.2 8” 1.2 30” 4.8 10” 1.5 33” 5.4 12” 1.8 36” 6.0 15” 2.1 39” 6.6 18” 2.4 42” 7.3 Minimum Test Time for Various Pipe Sizes CLEANING OF PIPELINES AND APPURTENANCES: Upon completion of construction, all dirt and other foreign material shall be removed from pipe lines and their appurtenant construction. No materials shall be left in the pipe lines to impede normal flow through them. SEWER SERVICE CONNECTIONS: Where required on the plans, sewer service connections shall be constructed of 6 inch pipe unless otherwise noted on the plans, of the type material specified under this section. The pipe shall be laid and its joints made as required for sewer construction in this specifications. Open ends of pipe shall be properly sealed to prevent damage and intrusion of foreign matter where hookup to the building sewer is not coincident with sewer main construction. Additionally, the Contractor will provide a stable temporary marker approved by the Engineer, such as a capped 1-1/2" PVC pipe, from the sewer service invert up to and protruding no more than 1" above finished grade and seated securely into the ground, for ease in relocating the end of sewer service connection for hooking up the building sewer. In the case of reconnection of existing services, such reconnections will be made only after the new sewer main has been completed, tested and accepted. 02649 PREPARATION OF SUBBASE WORK INCLUDED: This work shall consist of furnishing and placing one or more courses of approved gravel, crushed gravel, or dense graded crushed stone, or otherwise proportioned material on a prepared surface, or at other locations, in accordance with these specifications as shown on the plans or as ordered by the Engineer. CONSTRUCTION: The subbase material shall be placed on a prepared surface with an approved spreader box or by use of other approved mechanical spreading equipment. Dumping directly on the subgrade will not be permitted. A bulldozer may be used in lieu of a spreader box, providing the subbase material is first placed on the previously laid subbase and then completely removed from the area where it was first deposited. Should segregation occur during the placing of the subbase, the Contractor shall be required to remove and replace the material or manipulate it until uniform grading is obtained. If material below subgrade becomes intermixed with the subbase, resulting in an unacceptable product, the mixture shall be removed and replaced with new subbase material. The maximum lift thickness for all subbase materials is 12". Where the finished depth of the subbase is to be greater than 12", it shall be placed and compacted in two or more lifts of approximately equal thickness. In the placement of lifts all joints shall be staggered at least 6 inches. After each lift of subbase material is placed it shall be thoroughly compacted by rolling with an approved power roller weighing not less than 10 tons or by other methods approved by the Engineer. A power grader shall be used to obtain a true and even surface during compaction. All holes or depressions found during the compacting shall be filled with additional subbase material, reworked, and compacted in close conformity to the lines, grades and cross-sections shown on the Contract Drawings. If required, water shall be uniformly applied over the subbase materials during compaction in the amount necessary for proper consolidation. When it is necessary to maintain traffic over the subbase, one half of the width shall be constructed at a time. The half under construction shall have the subbase material placed and compacted before opening to traffic. Subsequent traffic damage to the material shall be entirely the Contractor's responsibility. If the subbase loses its shape, the Contractor shall loosen, regrade and compact as necessary. The end of each section of a different depth of subbase shall be tapered for a distance of approximately 25 feet. In the event the project shoulders are to remain unpaved, subbase or other designated material shall be placed in the shoulder area after final roadway paving is placed. Gradation Requirements: Sand for subbase shall meet the following requirements: Dense Graded Crushed Stone subbase shall meet the following gradation requirements: Plant Mixed Gravel for subbase shall meet the following requirements: Sieve Designation Percentage by Weight Passing Total Sample 1/2” 100% No. 4 90% - 100% No. 10 60% - 90% No. 40 20% - 40% No. 200 0% - 8% Sieve Designation Percentage by Weight Passing Total Sample 3-1/2” 100% 3” 90% - 100% 2” 75% - 100% 1” 50% - 80% 1/2” 30% - 60% No. 4 15% - 40% No. 200 0% - 6% Sieve Designation Percentage by Weight Passing Total Sample 2” 100% 1-1/2” 90% - 100% No. 4 30% - 60% No. 100 0% - 12% No. 200 0% - 6% Gravel for Fine Grading* of subbase shall meet the following requirements: * #2 Peastone, as supplied by Frank W. Whitcomb Construction Corp. or "Shur Pak" Aggregate for plant mixed gravel and dense graded crushed stone shall consist of clean, hard, crushed stone or crushed gravel. The blending of crushed stone and crushed gravel may be permitted if, in the opinion of the Engineer, the materials to be blended are equal in quality and are compatible. The several aggregate fractions shall be sized, uniformly graded, and combined in such proportions that the resulting gradation is as shown above. The aggregate shall be reasonably free from dirt, deleterious material and pieces which are structurally weak and shall meet the following requirements: 02650 BITUMINOUS CONCRETE PAVEMENT GENERAL: All road work and paving shall conform to the latest edition of the Vermont Agency of Transportation's Standard Specifications for construction. 02820 FINAL GRADING, TOPSOILING, AND SURFACE PREPARATION WORK INCLUDED: The Contractor shall be responsible for final grading, topsoiling, and surface preparation within the contract limits or as directed by the Engineer prior to seeding or turfgrass sod application. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. SUBSOIL PREPARATION: Areas to be topsoiled shall be cleared of large stones, roots or other debris that might interfere with the placement of topsoil or subsequent maintenance of the area and shall be brought reasonably close to grade, as indicated on the plans or ordered by the Engineer, making allowance for thickness of the topsoil and turfgrass sod, as applicable. All breaks in grade shall be well rounded. SOIL TESTING: The Contractor shall be responsible for the performance of soil testing of the subsoil by an accredited soils laboratory, at the Contractor’s cost. When the soil testing shows that the subsoil is highly acid or composed of heavy clays, ground limestone shall be spread at the rate recommended by the testing service to correct the soil pH to a range of 6.0 to 7.0. Liming material shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide) and 50% of material must pass through a 100-mesh sieve with 98% passing through a 20-mesh sieve. Lime shall be distributed uniformly over designated areas and worked into the soil in conjunction with tilling of the soil. After the area(s) to be topsoiled have been brought to grade, and immediately prior to dumping and spreading the topsoil, the subgrade shall be loosened by disking or rototilling to a depth of at least 3 to 4 inches to permit bonding of the topsoil to the subsoil. Soil amendments, such as fertilizer and lime, shall be uniformly incorporated into the topsoil by disking, harrowing, or other approved methods. GRADING AND TOPSOILING: After areas have been brought to proper subgrade and approved by the Engineer, topsoil shall be spread to a depth of 4", due allowance being made for settlement. Topsoil shall not be hauled over, tramped over or packed in, in any way, and shall be left in a loose and friable condition. All topsoil shall be free from subsoil, gravel, roots and stones. Topsoil shall be a loamy sand, sandy loam, loam, or other soil approved by the Engineer. It shall not have a mixture of subsoil and shall contain no slag, cinders, stones, lumps of soil, sticks, roots, trash or other extraneous materials larger than 1.5 inches in diameter. Topsoil must be free of viable plants or plant parts of common bermudagrass, quackgrass johnsongrass, nutsedge, poison ivy, Canada thistle, or others as may be specified. If needed, pH correction material shall be applied at a rate sufficient to correct the pH to a range of 6.0 to 7.0. Soluble salts shall not be higher than 500 parts per million. Organic matter content shall range from 1.5% to 4%. All fertilizers (either granular or liquid) shall be uniform in composition, free-flowing, and suitable for application with approved equipment. Fertilizers shall be delivered to the site fully labeled, according to applicable fertilizer laws, and shall bear the name, trade name or trademark, and warranty of the producer or manufacturer. Fertilizer applications shall be determined by soil tests and shall be distributed uniformly over the entire area(s) where seed or turfgrass sod is to be installed. Sieve Designation Percentage by Weight Passing Total Sample 3/4” 100% 1/2” 95% - 100% 3/8” 80% - 95% No. 4 50% - 70% No. 8 30% - 50% No. 16 20% - 40% No. 30 15% - 35% No. 50 10% - 30% No. 100 5% - 20% No. 200 2% - 10%
463 LIME KILN ROAD MUNICIPAL SEWER CONNECTION KOENIG PROPERTY MANAGEMENT, LLC 463 LIME KILN ROAD SOUTH BURLINGTON, VERMONT 05403 TECHNICAL SPECIFICATIONS MRM/RAW SOL/JPK JPK RFH 01/12/2022 NTS 21-435 SP-3 136 Pearl Street Essex Junction, Vermont Lime material shall be ground limestone and shall comply with existing State and Federal regulations. Limestone shall contain at least 50% total oxides (Calcium oxide plus magnesium oxide). Ground limestone shall be ground to such fineness that at least 50% of material must pass through a 100-mesh sieve with 98% to 100% passing through a 20-mesh sieve. Application rates for liming materials shall be determined by soil tests. Lime shall be distributed uniformly over the entire area(s) to be seeded or sodded. Topsoil shall be uniformly distributed on the designated area(s) and it shall be a minimum of 4 inches deep after firming. Spreading shall be performed in such a manner that seed or sod installation can proceed with a minimum of additional soil preparation and tillage. Any irregularities in the surface resulting from topsoiling or other operations shall be corrected in order to prevent the formation of depressions or water pockets. Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or in a condition that may otherwise be detrimental to proper grading or proposed for seed or sod installation. After the topsoil has been spread and the final grade approved, it shall be cleared of all grade stakes, surface trash, or other objects that would hinder installation and/or maintenance of seed, sod, or other plantings. Paved areas over which hauling operations are conducted shall be kept clean and any soil which may be brought upon the surface shall be promptly removed. The wheels of all vehicles shall be kept clean to avoid tracking soil on the surface of roads, walks, or other paved areas. Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch or turfgrass sod as specified. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. 02821 SEEDING WORK INCLUDED: The Contractor shall be responsible for application of soil amendments, seeding operations, and placement of mulch or matting related to establishing a healthy grass within the contract limits or as directed by the Engineer. Restoration shall occur within 7 days of the time the work is ready to receive topsoil. APPLICATION OF SEED: Topsoil shall receive a uniform application of fertilizer, lime, grass seed, and mulch. Any mechanical operation may be used which will place the limestone, fertilizer, seed and mulch, or any combination of these in direct contact with the soil and which meets the approval of the Engineer. Any undulations or irregularities in the topsoil surface, resulting from fertilizing, liming, tilling, or other causes, shall be smoothed prior to seed installation. Flooded, washed out area, damaged or otherwise, shall be reconstructed and all grades re-established by the Contractor in accordance with the drawings and/or other application specifications. Except for equipment used for the installation of the seed, care should be taken to keep equipment off prepared areas. Particular care should be taken to avoid compaction during the grading process. Prior to seed installation, the surface shall be free of stones, cleared of all trash, debris, roots, brush, wire, grade stakes, and other objects that would interfere with planting or maintenance operations. SEED MIXES: The specific seed mixes to be utilized on this project are indicated in Section 01010 of these specifications. All mixes for this project are available from L.D. Oliver Seed Co., through local distributors. All seed shall not exceed 1% in weed content. A guaranteed statement of composition from the dealer must be submitted to the Engineer for approval and be approved prior to commencing with seeding operations. After the seed has been applied, lawn areas shall be lightly raked to mix seed with the soil and rolled with a light-weight roller to the satisfaction of the Engineer. MULCHING: Immediately after the application of fertilizer, lime and seed, the surface shall be mulched with hay mulch at a rate of 2 tons per acre. Mulch shall consist of mowed hay properly free from swamp grass, weeds, twigs, debris or other deleterious material. It shall be free from rot or mold and shall be acceptable to the Engineer. Spreading by mechanical spreading devices may be used if approved by the Engineer. The application of mulch shall be made in such a manner that lumps and thick spots are avoided. When deemed necessary, mulch shall be anchored by a light coating of brush or tree branches, use of stakes, twine, netting or other methods approved by the Engineer. Where specified in the contract documents, the Contractor shall utilize stitched straw matting for protection of the seeded surface. At their discretion, the Contractor may elect to utilize stitched straw matting for protection of the seeded surface in lieu of mulch. MAINTENANCE: All seeded areas shall be watered and maintained to the satisfaction of the Engineer. Within two weeks after the grass has come up, any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way, shall be re-seeded as before. Green Mountain Special Mix Application Rate (pure live seed lbs. per acre) = 175 % by weight Name 40 Creeping Red Fescue 40 Perennial Ryegrass 20 Kentucky Bluegrass 100 VT Conservation Mix Application Rate (pure live seed lbs. per acre) = 220 % by weight Name 35 Red Fescue 25 Tall Fescue 15 Annual Ryegrass 12 Perennial Ryegrass 3 White Clover 100 10 Kentucky Bluegrass New Hampshire Slope 44 Mix Application Rate (pure live seed lbs. per acre) = 60 % by weight Name 43 Creeping Red Fescue 33 Perennial Ryegrass 8 Redtop 8 Alsike Clover 8 Birdsfoot Trefoil 100 The first mowing shall be the responsibility of the contractor and shall not be attempted until turfgrass sod is firmly rooted and securely in place. Not more than 30 percent of the grass leaf shall be removed by the initial or subsequent mowings. Care shall be taken to assure cutting blades are maintained in a sharp condition. Bluegrass and other cool season grasses shall be maintained between 1.5 and 2.5 inches, unless otherwise specified. The duration of the Contractor’s maintenance responsibilities shall be for 30 days from the final seeding unless otherwise specified. The grass cover shall be inspected again by the Engineer and Contractor during the month of May following completion of the work. Any areas where grass seed has not germinated properly or where the surface has been washed or damaged in any way shall be topsoiled and re-seeded as before. 03300 CAST-IN-PLACE CONCRETE WORK INCLUDED: Work of this section includes the furnishing and placing of plain or reinforced concrete and reinforcing steel for all work indicated on the Contract Drawings, required by these Specifications or hereinafter specified by the Engineer. MATERIALS: The Contractor will submit within 10 days of signing of the Contract, a list of all materials that he is planning to use along with names of manufacturers and the name of the concrete supplier. Where an asterisk precedes the listed material in these specifications, the Contractor will be required to furnish necessary samples, shop drawings, lists or reports to the Engineer. *Cement: Portland cement Type II shall conform to ASTM Specification C150 or AASHTO M85. Where utilized on exposed structures, approved cement shall be obtained from only one source and shall be used exclusively for all concrete to assure a uniform color. Fine Aggregate: Sand for concrete work shall conform to ASTM Specification C33 and shall be composed of clean, hard, durable, uncoated, natural grains, free from silt, loam and clay. Coarse Aggregate: Coarse aggregate shall be clean gravel or crushed stone conforming to ASTM Specification C33. Maximum size aggregate for walls, structural slabs, slabs-on-grade, beams and columns shall be 3/4"; maximum size aggregate for other sections 6" thick and thinner shall be 1/2". Largest permissible aggregate, according to the above, shall be used except as directed by the Engineer. CONCRETE TESTS & DESIGN OF MIXES: Testing of Concrete: The Contractor shall furnish to the Engineer at his own expense, any samples of concrete and/or of the ingredients in the concrete, upon request or as specified below. All tests made at the direction of the Engineer shall be performed at the Contractors expense. Three (3) weeks or more, in advance of the time when the placing of the concrete is expected to begin, the Contractor shall inform the Engineer as to the source of the concrete ingredients. If directed by the Engineer, the Contractor shall deliver samples to such laboratory as the Engineer may designate to permit the making of necessary tests. During the progress of work, field test cylinders shall be made and cured by the Contractor in accordance with ASTM Standard C31 or AASHTO T23 and in the number of four from every pour or part thereof. The four (4) cylinders shall be taken at least at two (2) different times during the pour. The Contractor shall deliver the cylinders promptly to such testing laboratory as the Engineer may so designate. Testing of cylinders in the laboratory shall be done in accordance with ASTM Standard C39 or AASHTO T22. Slump tests shall be made by the Contractor as directed by the Engineer in accordance with ASTM Standard C143 or AASHTO T119. Slump shall be between a one (1) inch minimum and four (4) inches maximum. The Contractor will be required to furnish a standard slump cone and rod to be kept on the job at all times. Slumps shall be taken by the Contractor and witnessed by the Engineer in accordance with "Standard Method of Slump Test for Consistency of Portland Cement Concrete," ASTM designated C143 or AASHTO T119. Slump tests shall be made on each batch tested. Air content of air entrained concrete shall also be determined when specimens are taken in accordance with ASTM Specification C231 or AASHTO T 52. Duplicate reports on all tests shall be submitted promptly to the Engineer with another copy going directly to the Contractor. The Contractor, in conjunction with the Engineer, shall notify the independent testing laboratory at least 24 hours in advance, as to approximate times (within 2 or 3 hours) of concrete placement for each area where a test is directed. The Contractor shall submit weekly reports to the Engineer and independent laboratory on total amount of concrete placed during preceding week, also indicating locations. When there is any question as to the quality of the concrete in the structure, the Engineer may require the Contractor, at his expense, to have tests made by an approved independent testing and inspection laboratory. Such testing shall be in accordance with the "Standard Methods of Securing, Preparing the Testing Specimens of Hardened Concrete for Compressive and Flexural Strengths" (ASTM Designation C42 or AASHTO T24) or Chapter 20 of the current ACI Building Code for Reinforced Concrete ACI 318, as may be required. The criteria for acceptability of the concrete under the latter shall be that given therein, and final acceptance shall be required from the Engineer. Concrete failing to meet requirements of the Contract documents will have to be replaced at the Contractor's expense. Design mixes will be prepared for each type of concrete and an independent testing facility acceptable to the Engineer will be utilized to prepare and report proposed design mixes. Mixes will be proportioned by either laboratory trial batch or field experience methods, using materials to be employed on the project for each class of concrete required. The Contractor will ensure that the requirements of ACI 211.1 are complied with and reports of mix designs will be submitted to the Engineer for approval. Class A concrete shall be designed as a watertight concrete mix in conformance with normally accepted standards. All materials used shall be so proportioned as to produce a well-graded mixture of high density and maximum workability with as specified 28-day compressive strength of 4,000 psi. Minimum cement content shall be 564 lbs. per cubic yard with a maximum water-cement ratio of 0.48. Air content shall be 6% (±1 percent). Class B concrete shall be structural concrete with a minimum 28-day compressive strength at 3,500 psi. MIXING, PLACING, CURING AND PROTECTION: Mixing, placing, curing and protection shall conform to requirements of standards as listed under "General", this Specification, and to stipulations of this section. Before placing concrete, all debris, water, snow, ice, are to be removed from the space to be occupied by concrete. Do not place concrete on frozen ground. Concrete shall be thoroughly compacted during placing operation and shall be thoroughly worked into corners and angles of forms and around reinforcement by use of spades. Vibrators shall be used to compact all concrete, but not until concrete is in final place. Extreme care shall be exercised to ensure that concrete will be carefully and thoroughly worked into position around all waterstops so that waterstop will end up being perpendicular to joint surface through which it extends. Vibrators shall not be used to move concrete. Concrete shall be cured as follows: Horizontal surfaces shall have curing and sealing compound applied. Holding forms in place will constitute curing. If permitted by the Engineer to strip forms sooner than as specified, concrete shall be immediately cured for balance of period as directed. It shall be the Contractor's responsibility to protect fresh concrete from freezing. Details of covering, insulation and housing newly placed concrete in cold weather shall be reviewed with the Engineer and shall be subject to his approval. Use of admixtures, addition of extra cement, heating of materials, subgrade preparation, protective covering, heated enclosures, curing and form removal for winter concreting shall be as outlined in Recommended Practice for Cold Weather Concreting ACI 306. If minimum temperatures as specified in Table 1.4.1 of this reference are not maintained, formwork and shoring for structural concrete shall not be stripped until the Contractor can satisfy the Engineer that concrete has attained 65% of the required 28 day strength. The Contractor shall record temperature daily as outlined in Proposed Recommended Practice for Cold Weather Concreting ACI 306. In hot weather, temperature of freshly placed concrete shall not be allowed to exceed 85°F, conforming to ACI 305. 03401 PRECAST CONCRETE MANHOLES The Contractor shall construct reinforced concrete manholes and drop manholes to the dimensions and at the locations shown on the Contract Drawings. All precast reinforced concrete manhole sections shall conform to the latest version of the ASTM Specifications C478 or AASHTO M199. The footings shall be integral pre-cast and shall conform to the dimensions indicated on the plans. Shelves shall be constructed with Class B concrete, as defined in Section 03300 of these Specifications. Inverts for sewer manholes shall be as shown on the plans and details and shall be constructed of hard burned brick and mortar or cast-in-place. Inverts shall have the exact shape of the sewer to which they are connected and any change in size or direction shall be gradual and even. All construction of sewer manholes must be carried out to ensure watertight work. Any leaks in manholes shall be completely repaired to the satisfaction of the Engineer or the entire structure shall be removed and rebuilt. All manholes shall be provided with cast-iron manholes frames and covers as specified under Section 05550. All manholes are to be provided with copolymer polypropylene steps with grade 60 steel reinforcement. These steps will have a minimum pull-out strength of 1,500 lbs. Precast risers and base for manholes shall conform to ASTM Specification C478 or AASHTO M199. The pipe opening in the precast manhole riser shall have a cast-in-place flexible gasket or an equivalent system for pipe installation, as approved by the Engineer. Joints between manhole risers shall be soft Butyl joint sealer (rope form). The manhole cover frames shall be set to final grade only after the base course paving has been completed. Manholes shall be constructed to grade with precast concrete riser rings. All manhole lift holes shall be grouted inside and out with expandable grout. All invert brickwork for precast concrete manholes shall meet the requirements of Section 04211. 04110 CEMENT AND LIME MORTAR WORK INCLUDED: This section pertains to the material and method requirements for use of mortar on block or brick masonry units under this contract. All masonry units shall be laid in mortar as described in this section, unless specified otherwise. MATERIALS: Mortar used in masonry construction shall be highly plastic with high water retentivity and shall consist of, by volume, 1 part Portland Cement, 1/2 part to 1/4 part hydrated lime putty and 2-1/4 to 3 times the sum of the volumes of cement and lime putty for sand. Mixture may be adjusted slightly for workability. Cement: Shall be a Portland Cement of American manufacturer, conforming to the latest revision of the ASTM Specification C150 or AASHTO M85, Type II, and to be of a color approved by the Engineer. Lime: Shall be a double hydrated, high calcium lime, conforming to the latest revision of the ASTM Specification C207-SS, Type S. Lime putty shall be a stiff mixture of lime and water. 04211 BRICK MASONARY FOR MANHOLES, CATCH BASINS & SIMILAR UNDERGROUND STRUCTURES WORK INCLUDED: The Contractor shall provide and install brick masonry where indicated on the plans or directed by the Engineer for construction for filling of manhole inverts and for similar uses. Brick shall not be used for frame adjustment. Each brick shall be wetted and completely bedded in mortar at its bottom, sides and ends in one operation, care being taken to fill every joint. Brickwork shall be well bonded and joints shall be as close as practicable. No brick masonry shall be laid in water nor shall any water be allowed to rise on or around any brick masonry until it has set at least 24 hours. No masonry shall be laid in freezing weather. The brick used to construct manhole inverts shall be good, sound, hard and uniformly burned, regular and uniform in shape and size. Brick used for this purpose shall conform to ASTM Specification C32 or AASHTO M191 latest version and shall be Grade SS. Brick masonry shall be laid in Portland cement mortar composed of one part Portland cement and two parts of sand, measured by volume, to which not more than 10 pounds of lime shall be added for each bag of cement. The cement shall be as specified in Section 03300. Water for mortar shall be clean and only an amount sufficient to produce a workable mortar shall be used. Mortar shall be used within one hour from the time the cement was added to the mix. The sand for mortar for brick masonry shall be uniformly graded, clean, sharp and contain no grains larger than will pass a 1/8 inch mesh screen. 05550 MISCELLANEOUS METALS FOR MANHOLES AND CATCH BASINS WORK INCLUDED: The Contractor shall install manhole frames and covers as outlined and at locations indicated on the plans or as directed by the Engineer. MANHOLE FRAMES AND COVERS: Manhole frames and covers shall conform to standards as designated on the Contract Drawings. Frames and covers shall be of tough, gray, cast iron. Casting shall be true pattern and free from flaws. Bearing surfaces of manhole frames and covers against each other shall be machined to give continuous contact throughout their entire circumference. All iron castings shall be thoroughly cleaned and then coated with hot tar before being delivered. Frames and covers shall be Neenah, LeBaron, or an approved equal with model numbers as designated on the Contract Drawings. Manhole cover shall be marked "Sewer" or "Storm-Sewer" or "Water" as required. The Contractor shall provide water-proof type manhole covers as noted on the plans or as required by the Engineer. CATCH BASIN GRATES: Catch basin grates shall be as designated on the Contract Drawings. CLEANOUT FRAMES AND COVERS: Cleanout frames and covers shall be of tough, gray, cast iron. Casting shall be true to pattern and free from flaws. The bearing surface of cleanout frames and covers against each other shall be machined to give continuous contact throughout their circumference. All iron castings shall be thoroughly cleaned and then coated with hot coal tar before being delivered. 07200 INSULATION WORK INCLUDED: The Contractor shall be responsible for furnishing and installing all insulation of the types, thickness and in the locations as shown on the Contract Drawings or as required by the Engineer. RIGID INSULATION: Rigid panels of extruded polystyrene insulation shall be furnished and installed, in the thickness and in the locations as shown on the Contract Drawings. Care should be taken during all phases of handling to ensure that panels are isolated from sources of fire or high heat since polystyrene is a highly flammable material. Rigid panels of extruded polystyrene shall have a minimum compressive strength of 25 psi and be Foamular 250 XPS as manufactured by Owens Corning, or an engineer approved equal. 10441 SIGNS FOR TRAFFIC CONTROL The Contractor shall provide and maintain, throughout the project, acceptable warning, direction, and detour signs at all closures, intersections, and along the construction and detour routes, directing the traffic control around the closed portions of the highway so that the temporary detour route or routes shall be indicated clearly throughout its or their entire length. All barricades, warning signs, lights, temporary signals and other protective devices must conform with the Manual on Uniform Traffic Control Devices for Streets and Highways published by the U.S. Government Printing Office. In the event that the Contractor neglects to satisfactorily install and maintain barricades, lights, signs, and signals as ordered by the Engineer, the Engineer may proceed to have such installations made and the cost thereof shall be deducted from the monies due the Contractor. When construction is suspended for any reason, the standard barricades and signs shall be established on a semi-permanent basis and shall be reflectorized, installed, and arranged as approved by the Engineer.