TECHNICAL MEMORANDIUM REVISION 2(511109)

TECHNICAL MEMORANDIUM — REVISION 2(511109)

To: Doug Halley, Director of Public Health, Town of Acton

From: Engineering Department, Town of Acton

Date: April 6, 2009

Regarding: Spencer/Tuttle/Flint Low Pressure Sewer

The following technical memorandum details the conceptual layout and preliminary engineeringdesign requirements for the Spencer, Tuttle, and Flint low pressure sewer extension project. Theproject entails connecting 127 houses to the gravity sewer main on Prospect Street. The Woodard& Curran, ‘Feasibility Study and Conceptual Design Technical Memorandum” dated March 26,2008 states that there is currently sufficient capacity at the Acton Wastewater Treatment Plant toreceive flow from this project.

1.0 Low Pressure Sewer

A low pressure sewer system uses mechanical means to transport residential waste verses thetraditional gravitational method. Houses discharge wastewater to a pump that grinds the waste toa fine slurry and pumps it through a small diameter lateral pipe. The lateral pipes are connected toa main line located in the roadway where individual pumps work collectively to transport thewastewater to its ultimate destination.

There are many advantages of a low pressure system. A low pressure sewer system is able to beinstalled along the contours of the road, which can dramatically reduce construction costs in hillyareas. Because the system is pressurized, a low pressure sewer system is not subject toinfiltration from ground water, and, because the system is sealed, there are no open pipes ormanholes for storm water to enter and cause an increase in treatable flows.

2.0 Vendor Selection

Initially, the pump manufacture was researched to determine the most compatible product with thispreliminary design. Many companies offer grinder pumps and most were eliminated throughmarket research. Upon further study, two manufactures were contacted for further information,

GRINDERPUHP IAIUNUNE

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Hydromatic and eOne. After a review of their products and consultation with their localrepresentatives, eOne was selected as the most advantageous for this preliminary design and costestimate.

3M Preliminary Design

The initial step in designing a low pressure sewer system is developing a layout. The EngineeringDepartment drafted a preliminary design using guidance documents and recommendationsprovided by eOne’s local representative, FR Mahony. Some of the points to consider for thisproject were the elevation differences, the number of houses to connect to a pump, and thepossibility of loops1 in the system. The system was designed using one house per external pump,however adjacent residents could combine their discharges if they so choose. A plan view of theproject was developed and a copy can be found in Attachment A.

FR Mahony reviewed the system design and provided consultation for the pump and pipe sizing.The DHO71-93 pump was selected as the most suitable for the project conditions, which is acomplete package that includes the grinder pump, check valve, high density polyethylene (HDPE)tank, and external controls. In addition, zones2 were developed that most efficiently utilize themechanical characteristics of the pumps and mainline pipe sizes, which ranged from 1 4 to 3inches in diameter with 1 ¼ inch diameter laterals. Attachment B contains cut sheets for the pumpand panel

The mainline and lateral pipes were designed using HDPE material because of it’s flexibility, easeof installation, and durability. The flexibility of the pipe will enable it to be easily guided aroundexisting utilities as needed. The pipe is installed using a hot iron to melt or fuse sections together,which creates a seamless weld that encourages error-free assembly. HDPE pipe is a plasticmaterial that is very smooth, which helps to prevent buildup of solids and ensures a long life.

Mainline Pipe

For this preliminary design, the mainline pipe is designated along the centerline of the road at aminimum depth of 4+ feet and will have a bedding and cover of crushed stone. However, in thefinal design this depth and layout may vary to avoid conflicts with other utilities, which is anadvantage of this system type. A gravity system does not have this flexibility due to sloperequirements. General backfill will comprise the majority of the trench, covered with layers ofgravel and processed gravel prior to asphalt patching. All backfill materials will be installed andcompacted in lifts.

Manholes will be installed throughout the project to protect the various valves and components andprovide access for future maintenance. Isolation valves may be included at key points throughoutthe system to provide the ability to isolate sections of the mainline for servicing or repairs. Airrelease valve are designed in high points of the system, which allow trapped air to be released andimprove efficiency. Clean outs are designed throughout the system to provide an ability to

Loops in the system must be avoided as they lead to unpredictable and uneven distribution of flow.2 Assignment of individual zones follows from the relationship between the accumulating total number ofpumps to the predicted number that will periodically operate simultaneously.

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routinely clean sections of the system. Attachment C contains details of a typical manhole thathouses typical piping and valves.

Lateral Connections

The location of the lateral connections were designed based on best assumptions and can bemodified to meet the requirements of the individual lots or homeowners. They will be constructedin a similar manner as the mainline pipe and will run from the mainline to the grinder unit andinclude a saddle tap3, corporation stop4, and curb stop5. The grinder unit will be encased inconcrete to prevent upheaval from ground water and installed on a bed of gravel in an excavatedhole such that the top of the unit is flush with the surface. Attachment C also contains a detail of atypical lateral installation as well as a lateral assembly.

4.0 Construction Estimation

The estimated project costs were split into two components, 1) work within the public right of way,and 2) work on individual lots. The work within the public right of way includes installing themainline pipe and various valves and manholes as well as a section of the lateral piping. Thissection is from the mainline to 2 feet within the property line and includes the saddle tap,corporation stop, curb box, and capping the end. The work on individual lots includesdecommission the existing septic system, connecting to the capped lateral, installing the remainderof the lateral piping and grinder pump, and performing the appropriate electrical work to completethe installation.

Providing an estimate that is as accurate as possible was one of the primary goals of this effort. Toaccomplish this task, the materials and labor to complete the project were quantified using thepreliminary design and construction details. The quantity calculations can be found in AttachmentD.

Ledge excavation and groundwater dewatering have the potential to significantly increasing thecost of construction, To gain a better understanding of these quantities, exploratory excavationswere performed in areas where ledge or groundwater is suspected. Soil borings were dug to adepth of 8 feet or until ledge was encountered and monitoring wells were installed such that thedepth to groundwater can be measured, The soil boring and monitoring well installation logs aswell as a summary table for each can be found in Attachment E.

Using the soil boring logs, an estimated quantity of ledge excavation was calculated for the workwithin the public right of way. The volumes were calculated using the average end method andthese ledge quantity calculations can be found in Attachment F.

Multiple construction sources were then cited to develop an accurate unit cost for each of thequantified items, which were adjusted to best represent this preliminary design. These sourcesincluded the water main replacement project in Indian Village that occurred during the summer of

A saddle tap is a device used to drill into a pipe.A corporation stop is a valve attached to a saddle tap to prevent discharge during drilling.A curb stop is a valve that allows the flow to be shut off.

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2008, the local representative of eOne pumps, and the industry accepted resource AS MeansHeavy Construction Cost Data (2008).

The quantity calculations and referenced materials used to derive the Acton Water District’s IndianVillage Water Main replacement estimate can be found in Attachment G. These materials includethe quantities and unit prices for the work within the right of way as well as the typical costs for thework on individual lots. In addition, the attachment includes the calculations used to determine theunit prices that were derived from the project’s bid tabulation, which can also be found in thisattachment.

Attachment H contains the quantity calculations and referenced materials used to determine theestimate based on FR Mahony’s submittal. These materials include the quantities and unit pricesfor the work within the right of way as well as the work on individual lots. In addition, theattachment includes the calculations used to determine the unit prices that were derived from thesubmittal, which can also be found in this attachment.

The quantity calculations used to derive the RS Means estimate can be found in Attachment I.These materials include the quantities and unit prices for the work within the right of way as well asthe typical costs for the work on the individual lots. For this estimate, the unit prices from the ASMeans Heavy Construction Cost Data 2008 were used.

The supporting material for the Indian Village and AS Means estimates did not include the work onthe individual lots. Therefore, a proposal to furnish and install the individual lot work was used tocompensate these estimates and can be found in Attachment J. The Town of Acton Milling andPaving cost was provided by the Highway Department and can be found in Attachment K. Thiswork will be completed one year after the project’s completion and performed under the Town’sPaving Contract.

The individual estimates were compiled into the Construction Estimate Breakdown table, which canbe found at the end of this memo, and averaged to develop an overall estimate for the preliminarydesign. Each of the estimates included a cost for the engineering work, at 25% of the project cost,and a contingency, at 10% of the project cost. Both of these costs were exclusive of the millingand paving work.

This preliminary design estimate is subject to change due to changes in the calculated quantities orchanges in the unit prices. Factors that may affect the cost estimate for the work within the publicright of way include quantity changes for ledge, utility damages, dewatering, or removal anddisposal of hazardous or contaminated waste. Factors that may affect the cost estimate for thework on individual lots are outlined in the individual lot work proposal found in Attachment J. Thispreliminary design estimate also assumes that the grinder pump will be purchased at the onset ofthe project, during which a discount will be offered. However, pumps may be purchased at a laterdate at a single unit cost.

Additional cost saving measures may also be available through the installation of an indoor pumpor by sharing a pump with adjacent neighbors. Indoor pumps may offer greater installationflexibility and eliminate some of the required excavation work. Information regarding indoor versesoutdoor pumps can be found in Attachment L.

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Pump sharing amongst adjacent neighbors may provide additional savings, however complexitiesarise, Initially, the responsibility of operation, maintenance, and repairs should be pre-determined,which is especially true in the case of a foreign object entering the system and causing damage.Further, the waste streams generated from the houses drain by gravity to the tank. This makespump sharing more difficult because the tank must be sited such that the piping meets the sloperequirements.

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Attachment A

Plan View

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Attachment B

Cut Sheets

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Patent Numberrs 5,752,3155,562,254 5439,180

* Dischargeda includes lossthrough chc valve, which isminimal.

General FeaturesThe model DHO71 orDRO7l grinderpump station is a complete unit thatincludes: the grinder pump, checkvalve, HDPE (high density polyethylene) tank and controls. The DHO71 orDRO7I is packaged into a singlecomplete unit, ready for installation.

The DHO71 is the “hardwired,” or“wired,” model where a cable connectsthe motor controls to the level controlsthrough watertight penetrations.

The DRO7I is the “radio frequencyidentification” (RFID), or “wireless,”model that uses wireless technologyto communicate between the levelcontrols and the motor controls.

All solids are ground into fine particles,allowing them to pass easily throughthe pump, check valve and smalldiameter pipelines. Even objects notnormally found in sewage, such asplastic, rubber, fiber, wood, etc., areground into fine particles.

The 1.25-inch discharge connection isadaptable to any piping materials,thereby allowing us to meet your localcode requirements.

The tank is made of tough corrosion-resistant HDPE. The optimum tankcapacity of 70 gallons is based oncomputer studies of water usagepattems.Asingie DHO71 orDRO7l isideal for one, average single-familyhome

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_____

This model can accommodateflows of 700 GPD.

The internal check valve assembly,located in the grinder pump, is custom-designed for non-clog, trouble-freeoperation.

The grinder pump is automaticallyactivated and runs infrequently for veryshort periods. The annual energyconsumption is typically that of a 40-watt light bulb.

Units are available for indoor andouttloor installations. Outdoor unitsare designed to accommodate a widerange of burial depths.

Operational Information

Motor1 hp, 1,725 rpm, high torque, capacitor start, thermally protected, 120/240V, 60 Hz, 1 phase

Inlet Connections4-inch inlet grommet standard forDWV pipe. Other inlet configurationsavailable from the factory.

Discharge ConnectionsPump discharge terminates in 1.25-inch NPT female thread. Can easily beadapted to 1 .25-inch PVC pipe or anyother material required by local codes.

Discharge *

15 gpm at 0 psig

11 gpm at4O psig

7.8 gpm at 80 psig

Overload CapacityThe maximum pressure that the pumpcan generate is limited by the motorcharacteristics. The motor generates apressure well below the rating of thepiping and appurtenances. The automatic reset feature does not requiremanual operation following overload.

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NAOO5OPO1

i-i,r DISCHARGE(304 S.S.)

CHECK VALVE(NORYL)

ANTI-SIPHON VALVE(NQRYL)

CONCRETE BALLAST MAY BE REQUIREDSEE INSTALLATION INSTRUCTIONS

FOR DETAILS

AD CH 07/12/07 A

DR BY CHK’D DATE ISSUE SCALE

SIEWFEI SY8TES

MODEL DHO71 / DRO71DETAIL SHEET

(HARD WIREDOPTiONS : El DHO71 LEVEL CONTROLS)

(WIRELESSEl D R 07 1 LEVEL CONTROLS)

GASKETED LID, FRP

FIELD JOINT REQUIREDFOR MODELS

DHO71-129 / DRO71-129&

DHO71-160 / 0R071-160

ELECTRICAL QUICK DISCONNECTNEMA 6P (EQD)

QUICK DISCONNECT ASSY.(304 s.s.)

S.S. CAST BALL VALVE

STRAIN RELIEF CORDCONNECTOR

PROTECTIVE CABLE SHROUD(HDPE)

INTERNAL WELL VENT2.O DIA.

DISCHARGE1-1/4 FPT

INLET, GROMMETTO ACCEPT 4.5O O.D.PVC PIPE (STANDARD).DUST COVER SUPPLIED

FOR SHIPMENT (NOTSUITABLE FOR BURIAL)

LINE

41.6 in1057 mm

TO DISCHARGE

HOPE TANKDUAL WALL, CORRUGATED

70 GALLON CAPACITY

29.5 DIA in749 mm

SEMI-POSITIVE DISPLACEMENT TYPE PUMP.EACH DIRECTLY DRIVEN BY A 1 HP MOTOR S

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L/©r®Alarm Panel — Basic Package

DescriptionThe EIOne Sentry panels are custom designed for use with Environment Onegrinder pump stations. They can be configured to meet the needs of yourapplication, from basic alarm indication to advanced warning of pending servicerequirements.

E/One Sentry panels are supplied with audible and visual high level alarms. Theyare easily installed in accordance with relevant national and local codes.Standard panels are approved by UL, CSA, CE and NSF to ensure high qualityand safety.

The panel features a corrosion-proof, NEMA4X-rated, thermoplastic enclosure. Apadlock is provided to prevent unauthorized entry (safety front).

Features

Circuit breakers, 240 or 120 VAC service

Terminal blocks and ground lugs

Audible alarm with manual silence

Manual run feature and run indicator

Redundant “Start” function with high level alarm

Safety front—authorized personnel only when locked

Conformal-coated alarm board (both sides)

Alarm board overload protection

Please consult factory for special applications.

NAOO74POI Rev. —

SIMPLEXSENTRYREDUNDANT RUN (HIGH LEVEL)EXTERNAL VISUAL & AUDIBLE ALARMEXTERNAL LATCHING MANUAL SILENCEMANUAL RUNPUMP RUN INDICATORCONFORMAL COATED CIRCUIT BOARDPADLOCKNEMA 4X ENCLOSURE ASSEMBLY

CORROSION PROOF THERMOPLASTICPOLYESTER APPROVED BY UL FORELECTRICAL CONTROL ENCLOSURE

OPTIONS:

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HOUR METER

GENERATOR RECPT

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OPTIONALALARM DRYCONTACTS2 A MAX

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CONTROL CABLE:TYPE TC: DIRECT BURIAL. 12AWG,SIX CONDUCTOR

CE SIMPLEX SENTRY,WITH GENERATOR

240V 60Hz.RECEPTACLE

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Attachment C

Construction Details

water supp’y and pal.uhop co:niroi eQfl•fli

tel. 781.982.9300fax. 781.982.1056

[email protected]

____

IPS PVC TRUEBALL VALVE

KORAN-SEALLINK SE:AL (TYP,)PIPE PENETRAT IONS

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DIA. HDPFORCE MAIN

Typical Cleanout Detail(Optional AirNacuum Valve shown —right)

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1’-O’ GRAVELBEDDING REF.

CONCRETE PIPE SUPPORTWI PIPE ANCHOR STRAP

TYPICAL ELEV VIE\/

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TEE ‘il/THREAD ADAPTER IPS

Cleanout detail can be modified to match typical installation needs. Inline shut offsmay be added to isolate flow direction. Image shown is flow through cleanout.These structures can be terminal end of line cleanouts, or junction cleanouts as maybe required. Optional air and vacuum relief valves may be added when required.

136A Stickney Hill RoadUnion, CT 06076tel. 860.684.0393fax 860.851.9752

30 DuPaul StreetSouthbridge, MA 01550tel. 508.765.0051fax 508.765.1244

41 Bayberry Hill RoadW.Townsend, MA 01474tel. 978.597.0703fax 978.597.0704

273 Waymouth Strea Rocklc,nd, MA 02370

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MATERIAL POLYPROPYLENE

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PRESSURE RATING: 150 psi

ASSEMBLY TO BE USED WITH 1-1/4” SDR 11 PIPE ONLY

TO ORDER LATERAL ASSEMBLY SHOWN,USE PART NUMBER PC0645G21.

ORDER CURB BOX SEPERATE; SEE ABOVE.

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PLASTIC LATERAL ASSEMBLY1-1/4” SDR 11 HDPE PIPE ARCH PATTERN

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EXTENSION TYPE CURB BOX WITH ARCH PATTERN BASEMATERIAL ABS

AVAILABLE LENGTHS...... 18-30”30-42”36-54”

PART NUMBERPBO930007PB0930008PBO930009PBO93001OPBO930011PB0930G12

42-66”48-78”60-102”

REDUCERCOUPLING

ORDERED SEPARATELY USING PART NUMBER FROM ABOVE

COMPRESSION ADAPTER FITTINGMATERIAL POLYPROPYLENE

COMPRESSION ADAPTER FITTINGMATERIAL: POLYPROPYLENE

1-1/4 MPT

COMPRESSION ADAPTERFITTING

MATERIAL POLYPROPYLENE

CHECK VALVEMATERIAL: GLASS FILLED PVC

TO PUMP

1-1/4” SDR 11POLYETHYLENE PIPE

(SUPPLIED BY OTHERS)

Attachment D

Quantity Calculations

Low Pressure SewerQuantity Calculations

DescriptionMainline Piping

1.5-Inch DiameterMallard RoadFlint RoadDurkee RoadLothrop RoadWayside LaneTuttle DriveTorrington Lane

46034018021080

210180

1,660

2.0 Inch DiameterMallard RoadFlint RoadDurkee RoadLothrop RoadWayside LaneTuttle DriveTorrington Lane

3.0-Inch DiameterSpencer RoadTuttle Drive

Sawcutting= Mainline Piping x 2

Trench Excavation, Haul, Backfill, & Compaction= Mainline Piping

Asphalt Patching (7 Wide)= 11,420 LFx7 LF/9

3- to 2-Inch ReducerFlint RoadDurkee RoadLothrop RoadTuttle Drive

2- to 1 .5-Inch ReducerMallard RoadFlint RoadDurkee RoadLothrop RoadWayside LaneTuttle DriveTorrington Lane

760 LF1,890 LF860 LF

2,100 LF340 LF

1,280 LF360 LF

7,590 LF

1,200 LF970 LF

2,170 LF

22,840 LF

11,420 LF

8,882 SY

2 EA1 EA1 EA1 EA5 EA

2 EA2 EA1 EA1 EA1 EA1 EA1 EA9 EA

Quantity Unit

LFLFLFLFLFLFLFLF

Page 1 of 3


Description Quantity Unit

2-Inch TeeFlint Road 2 EATuttle Drive 2 EA

4 EA

3-Inch TeeSpencer Road 3 EA

Terminal Cleanouts (Located At Pipe Ends)Manhole 9 EA1 .5-Inch Gate Valve 9 EA

Intersection Cleanouts (Located At Pipe Intersections)Manhole 7 EA2-Inch Tee 7 EA2- to 1 .5-Inch Reducer 7 EA1 .5-Inch Pipe (4’ Each) 28 LF1 .5-Inch Gate Valve 7 EA

In-Line Cleanouts (Located Midway of Lothrop Road)Manhole 1 EA2-Inch Tee 1 EA2- to 1.5-Inch Reducer 1 EA1.5-Inch Pipe (4 Each) 4 LF1 .5-Inch Gate Valve 1 EA

AirNacuum Release Valve (Located Within Cleanout Manholes)2-Inch Tee 2 EA2- to 1 .5-Inch Reducer 2 EA1.5-Inch Pipe (4’ Each) 8 LFAirNacuum Release Valve 2 EA

Lateral Piping (Assumed 50 ROW)1 .25-Inch Diameter (From Mainline To Property Line)

=127EAx25LF 3,175 LF

Sawcutting (From Mainline To Edge Of Pavement)=127EAx12.5LFx2 3,175 LF

Trench Excavation, Haul, Backfill, & Compaction=Lateral Piping 3,175 LF

Asphalt Patching (7’ Wide)=127EAx 12.5 LFx7LF/9 1,235 SY

Corporation StopsAt Each Connection 127 EA

Gate ValvesAt Each Connection 127 EA

Page2of3


Description Quantity Unit

Gate BoxesAt Each Connection 127 EA

Topsoil (7 Wide)127EAx12.5LFx7LF/9 1,235 SY

Seed= Topsoil 1,235 SY

OtherBoulder Excavation 100 CYGravel Borrow 250 CYGravel Subbase 1,000 CYOrdinary Borrow 200 CYExcavation of Unsuitable Material 100 CYExploratory Excavation 25 CYCalcium Chloride 25 50-lb BGHay Bales and Silt Fence 360 LFPolice Details 1,200 HR

Page3of3

Attachment E

Soil Boring and Monitoring Well Installation Logs

Soil Boring Summary

Number Street Depth Description

B 1 Tuttle Drive 8’ Full Depth




B 5 Tuttle Drive 7’ Refusal

B 6 Tuttle Drive 36” Refusal


B 8 Tuttle Drive 4’ Refusal

B 9 Torrington Lane 4’ Refusal



B 12 Lothrop Road 8’ Full Depth

B 14 Lothrop Road 8’ Full Depth

B 15 Durkee Road 8’ Full Depth

B 16 Flint Road 6’ Refusal

B 17 Flint Road 8’ Full Depth

B 18 Mallard Road 8’ Full Depth

B 19 Lothrop Road 7’ Refusal

B 20 Tuttle Road 3’6” Rufusal

TEST BORING LOG SHEET 1Soil Exploration Corp.

Town of ActonGeotechnical Drilling BORING B—i

Groundwater Monitor Well Site: Proposed Sewer Lines148 Pioneer Drive

Acton, MA PROJECT NO. 09-0427Leoniinster, MA 01453

978 840-0391 DATE: May 1, 2009

Ground Elevation: GROU1’lDWATER OBSERVATIONSDate Started: April 30, 2009 EDEPTHCASGSTABILITION

Date Finished: April 30, 2009

Driller: MC

Soil Eer/GeoIogist:Depth Casing Sample Visual Identification

Ft. butt No. PenlRec Depth Blows/6” Strata of Soil and I or Rock Sample6” Asphalt

1 0-16” 12-100/6”Dry, very dense, fine to medium sand and fine to coarse gravel,

1 some inorganic silt, trace cobbles and boulders.

30”

____________________________________________________

5 2 5’0”-7’0” 9-6-1 2-17 Dry, medium dense, fine to coarse sand and fine to coarse gravel,some inorganic silt, cobbles and boulders.

8’O”

____________________________________________________

10 Endofboringat8’O”.No water encountered upon completion.1st attempt refusal with hollow stem auger at 2’O”.Moved boring forward.2” attempt end of boring at 8’O”.

15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-1/4” with automatic hammer

Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SS

Cohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”


Town of ActonGeotechnical Drilling BORING B—2

Groundwater Monitor Well Site: Proposed Sewer Lines148 Ptoneer Drive

Acton, MA PROJECT NO. 09-0427Leorninster, MA 01453

978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONSDate Started: April 30, 2009 I DATE I DEPTH CASING I STABILIZATION

Date Finished: April 30, 2009 I I IDriller: MC I I f I

Soil EpperIGeologist: I I IDepth Casing Sample Visual Identification

Ft. bl/ft No. PeslRec Depth Blows/6” Strata of Soil and / or Rock Sample

6” Asphalt1 6”-2’6” 23-12-16-15

Dry, medium dense, fine to medium sand and fine to coarse1 gravel, some inorganic silt, trace cobbles and boulders (fill).

3’6”

____________________________________________________

5 2 50-70” 17-15-19-19 Dry, dense, fine to medium sand, some inorganic silt, trace fineto coarse gravel, cobbles and boulders.

80”

____________________________________________________

10 End of boring at 8’O”.No water encountered upon completion.

15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-1/4”with automatic hammer

Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8 -15 Stiff, 15 -30 V. Stiff 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”

TEST BORING LOG SHEET 3Soil Exploration Corp. Town of Acton

Gcotechnical Drilling BORING B—3Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer Drive

Leorninster, MA 01453 Acton, MA PROJECT NO. 09-0427

978 840-0391 DATE: May 1, 2009

Ground Elevation: I GROUNDWATER OBSERVATIONS

Date Started: April 30, 2009 I DATE I DEPTH I CAS1NG I STABILIZATION

Date Finished: April 30, 2009 I IDriller: MC I I I

Soil Eer/Geologist: I I IDepth Casing Sample Visual IdentifIcation

Ft. bl/ft No. PenilS.ec Depth Blows/6” Strata of Soil and I or Rock Sample6”

1 6”-2’6” 15-9-9-8Dry, medium dense, fine to medium sand and fine to coarse

1 gravel, some inorganic silt, cobbles, boulders (fill).

30”

_________________________________________________

5 2 5’0”-7’0” 31-26-44-47 Dry, very dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles and boulders.

8’O”

_________________________________________________


15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-l/4”with automatic hammer

Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE

10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SS

Cohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.

8-15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”


Geoteehnical Drilling BORING B-4Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer Drive


978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONS

Date Started: April 30, 2009 EDEPTiipASNGSTILIZATENDate Finished: April 30, 2009

Driller: MC

Soil Eer/Geologist:Depth Casing Sample Visual Identification

Ft. hI/ft No. Pen/Rev Depth Blows/6” Strata of Soil and / or Rock Sample6” Asohalt

1 6-26” 11-19-11-16Dry, medium dense, fine to medium sand and fine to coarsegravel, trace inorganic silt (fill) cobbles.

3’O”

5 2 50-65” 27-39-100/5” Dry, very dense, fine to medium sand and fine to coarse gravel,some inorganic silt, cobbles.

80”

____________________________________________________


15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-114”with automatic hammer





TEST BORING LOG SHEET 5

Soil Exploration Corp.Town of Acton

Geotechnical Drilling BORING B—5Groundwater Monitor Well Site: Proposed Sewer Lines

14$ Pioneer DriveActon, MA PROJECT NO. 09-0427

Leorninster, MA 01453

978 840-0391 DATE: May 1, 2009Ground Elevation: I GROUNDWATER OBSERVATIONS

Date Started: April 30, 2009 I DATE I DEPTH CASING I STABiLIZATIONDate Finished: April 30, 2009 I I I

Driller: MC I I ISoil Eer/Geologist: I I I

Depth Casing Sample Visual IdentificationFt. butt No. PenJRec Depth Blows/6” Strata of Soil and / or Rock Sample

6” Asohalt1 6-26” 10-14-17-17

Dry, dense, fine to medium sand and fine to medium gravel, trace1 inorganic silt, cobbles.

3’O”

____________________________________________________

5 2 5’0”-7’0” 19-27-43-89 Dry, very dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles.

70”

____________________________________________________

Refusal with hollow stem auger at 7’O”.10 No water encountered upon completion.

15

20

25

30

35

39


Cohesionless: 0 -4 V. Loose, 4- 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE

10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”

Visual Identificationof Soil and / or Rock Sample

Dry, medium dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles and boulders.

Refusal with hollow stem auger at 3’6”.No water encountered upon completion.


Geotechnical Drilling BORING B6Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer DriveActon, MA PROJECT NO. 09-0427Leorninster, MA 01453

978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONSDate Started: April 29, 2009 DATE DEPTH CASNG STABILIZATION


Driller: MC

1

I I

5

10

15

20

25

30

35

39



10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.

8-15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30




Leominster, MA 01453 Acton, MA PROJECT NO. 09-0427

978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONSDate Started: April 29, 2009


Driller: MC


Ft. bl/ft No. Pen/Rec Depth Blows/6” Strata of Soil and / or Rock Sample

39

Notes: Hollow Stem Auger Size - 4-1/4”with automatic hammer

Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8-15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”

2

Asnhalt6”-2’6”

5’0”-7’0”

13-13-18-22

19-25-24-22

6”

40”

80”

Dry, medium dense, fine to coarse sand and fine to coarse gravel,some inorganic silt, trace cobbles and boulders.

Dry, dense, fine to coarse sand and fine to coarse gravel, traceinorganic silt, cobbles.

I

5

10

15

20

25

30

35

End of boring at 8’O”.No water encountered upon completion.


Geotechnical Drilling BORING B-8Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer DriveActon, MA PROJECT NO. 09-0427

Leominster, MA 01453

978 840-0391 DATE: May 1, 2009

Ground Elevation: I GROUNDWATER OBSERVATIONSDate Started: April 29, 2009 DATE I DEPTH CASING I STABILIZATION


Soil Engineer/Geologist: I I IDepth Casing Sample Visual Identification

Ft. hi/ft No. P&Rec Depth Blows/6” Strata of Soil and / or Rock Sample6” Asohalt

1 6-26” 8-14-27-23

1 Dry, dense, fine to coarse sand and fine to coarse gravel, traceinorganic silt, trace cobbles and boulders.

40”

_______________________________________________

5Refusal with hollow stem auger at 4’O”.No water encountered upon completion.

10

15

20

25

30

35

39





8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30’


Town of ActonGeolechnical Drilling BORING B-9


Acton, MA PROJECT NO. 09-0427Leoniinster, MA 01453

978 840-0391 DATE: May 1, 2009

GROUNDWATER OBSERVATIONSGround Elevation:Date Started: April 30, 2009 ASSTILIZAON


Driller: MCSoil Eer/Geologist:

Depth Casing Sample Visual IdentificationFt. hI/ft No. Pen/Rec Depth Blows/6” Sfrata of Soil and / or Rock Sample

4” Asphalt1 6-26” 10-12-24-22

Dry, dense, fine to coarse sand and fine to coarse gravel, traceI inorganic silt, cobbles and boulders.

4’O”5 Refusal with hollow stem auger at 4’O”.

No water encountered upon completion.

10

15

20

25

30

35

39





8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”


Town of ActonGeotechnical Drilling BORING B10



978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONDate Started: April 30, 2009 EDEPTHCASNGSTILATIoN


Driller: MC


Ft. bl/ft No. Pen/Rec Depth Blows/6” Strata of Soil and / or Rock Sample4” Asphalt

1 6”-2’6” 12-19-40-35Dry, dense, fine to coarse sand and fine to coarse gravel, trace

1 inorganic silt, cobbles and boulders.

3’O”

____________________________________________________

5 Refusal with hollow stem auger at 3’O”.No water encountered upon completion.

10

15

20

25

30

35

39



10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (iN) 30”

TEST BORING LOG SHEET iiSoil Exploration Corp.

Town of ActonGeotechnical Drilling BORING B4 1


Acton, MA PROJECT NO. 09-0427Leominster, MA 01453

978 840-0391 DATE: May 1, 2009

GROUNDWATER OBSERVATIONSGround Elevation:Date Started: April 30, 2009

Date Finished: April 30, 2009Driller: MC

Soil Ejer/Geologist:Depth Casing Sample Visual Identification

Ft. blift No. Pen/Rec Depth Blows/6” Strata of Soil and/or Rock Sample4” Asphalt

1 6-26” 15-21-44-53

1 Dry, very dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles and boulders.

40”

_________________________________________________

5Refusal with hollow stem auger at 4’O”.No water encountered upon completion.

10

15

20

25

30

35

39


Cohesionless; 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE

10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (iN) SS



TEST BORING LOG SHEET 12

Soil Exploration Corp.Town of Acton

Geotechnical Drilling BORING B12Groundwater Monitor Well Site: Proposed Sewer Lines

14$ Pioneer DriveActon, MA PROJECT NO. 09-0427


978 840-0391 DATE: May 1, 2009


Date Finished: April 29, 2009 I I IDriller: MC I I I

Soil Eer/Geologist: I I IDepth Casing Sample Visual Identification

Ft. bI/ft No. PealRec Depth Blows!6” Strata of Soil and! or Rock Sample6” Asphalt

1 6”-2’6’ 7-7-9-12

I Dry, medium dense, fine to medium sand, some fine to coarsegravel, trace organic silt, cobbles.

4’O”

_______________________________________________

5 2 50-70” 6-6-10-12Dry, medium stiff inorganic silt, trace fine sand, trace fine tomedium gravel, trace clay.

80”

____________________________________________________


15

20

25

30

35

39




8-15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30’


Geotechnical Drilling BORING B—i 4Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer Drive


978 840-0391 DATE: May 1, 2009

Ground Elevation: I GROUNDWATER OBSERVATIONSDate Started: April 29, 2009 I DATE I DEPTH CASING I STABILIZATION


Soil Engineer/Geologist: IDepth Casing Sample Visual Identification

Ft. bl/ft No. PenlRec Depth Blows/6” Strata of Soil and / or Rock Sample6” Asphalt

1 6”-2’6” 7-1 1-9-9

I Dry, medium dense, fine to coarse sand, some fine to mediumgravel, trace organic silt, cobbles.

40”

_________________________________________________

5 2 5’0”-7’0” 7-9-9-11Dry, medium stiff, inorganic silt, trace fine sand, trace fine tomedium gravel, trace clay.

80”

____________________________________________________


15

20

25

30

35

39







Geotechnical Drilling BORII”TG B—i 5Groundwater Monitor Well Site: Proposed Sewer Lines

14$ Pioneer Drive


978 840-0391 DATE: May 1, 2009



Soil Eer/Geologist: I I IDepth Casing Sample Visual Identification

Ft. bl/ft No. Pen/Rec Depth Blows/6” Strata of Soil and / or Rock Sample6” Asphalt

1 6-26” 10-11-11-13

1 Dry, medium dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles (fill).

3’O”

_________________________________________________

5 2 5’0”-6’4” 26-42-100/4” Dry, very dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles and boulders.

80”

_________________________________________________


15

20

25

30

35

39


Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASiNG SAMPLE CORE TYPE




TEST BORING LOG SHEET isSoil Exploration Corp. Town of Acton

Geolechnieal Drilling BORING B—i 6Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer DriveActon, MA PROJECT NO. 09-0427


978 840-0391 DATE: May 1, 2009Ground Elevation: I GROUNDWATER OBSERVATIONS

Date Started: April 29, 2009 DATE I DEPTH CASING I STABILIZATIONDate Finished: April 29, 2009 I I I

Driller: MC I I ISoil Eer/Geologist: I I I

Depth Casing Sample Visual IdentifIcationFt. bl/t’c No. Pen/Rec Depth Blows/6” Strata of Soil and / or Rock Sample

6” Asphalt1 6-26” 11-14-23-31

Dry, dense, fine to coarse sand and fine to coarse gravel, trace1 inorganic silt, cobbles (fill).

36”

____________________________________________________

Dry, very dense, fine to coarse sand and fine to coarse gravel,5 2 50-58” 8-100/2” trace inorganic silt, cobbles and boulders.

60”

_________________________________________________

Refusal with hollow stem auger at 6’O”.No water encountered upon completion.

10

15

20

25

30

35

39







Geotcchnical Drilling BORING B—i 7Groundwater Monitor Well Site: Proposed Sewer Lines

148 Pioneer Drive


978 840-0391 DATE: May 1, 2009

GROUNDWATER OBSERVATIONSGround Elevation:

Date Started: April 29, 2009 EPTHCASNGSTABILIZAONDate Finished: April 29, 2009

Driller: MC


Ft. blJft No. Pen/Rec Depth Blows/6” Strata of Soil and / or Rock Sample6” Asphalt

1 6-26” 12-21-19-24Dry, dense, fine to medium sand, some fine to coarse gravel,trace inorganic silt, trace coarse sand, cobbles.

30”

5 2 5’0”-7’0” 6-6-5-6Dry, medium dense, very fine sand, some inorganic silt.

8’O”


15

20

25

30

35

39







Town of ActonGeoteehnical Drilling BORING B—i 8


Leon,inster, MA 01453 Acton, MA PROJECT NO. 09-0427

978 840-0391 DATE: May 1, 2009

Ground Elevation: GROU1’DWATER OBSERVATIONSDate Started: April 29, 2009 EDEPTHCASNGSTILATION


Driller: MC

Soil Eer/GeoIogist:Depth Casing Sample Visual Identification

Ft. bl/ft No. Pen/Rec Depth Blows/6” Strata of Soil and! or Rock Sample6” Asphalt

1 6-26” 11-15-12-15Dry, medium dense, fine to medium sand, some inorganic silt,trace fine to coarse gravel, cobbles (fill).

3’O”

____________________________________________________

5 2 50-70” 10-12-1 1-14 Wet, medium dense, fine to coarse sand and fine to coarse gravel,trace inorganic silt, cobbles.

8’O”

____________________________________________________


15

20

25

30

35

39










978 840-0391 DATE: May 1, 2009

Ground Elevation: I GROUNDWATER OBSERVATIONS

Date Started: April 29, 2009 I DATE I DEPTH CASING I STABILIZATION


Soil Eer/Geologist: I IDepth Casing Sample Visual Identification

Ft. bl!ft No. Pen/Rc Depth Blows/6” Strata of Soil and! or Rock Sample2” Asphalt

1 6-26” 6-9-12-10Dry, medium dense, fine to coarse sand, some fine to coarse

1 gravel, trace inorganic silt, cobbles.

36”

_________________________________________________

5 2 50-62” 13-16-100/2” Dry, very dense, fine sand and inorganic silt, trace fine tomedium gravel, cobbles.

70”

____________________________________________________

Refusal with hollow stem auger at 7’O”.10 No water encountered upon completion.

15

20

25

30

35

39







Town of ActonGeotechnical Drilling BORING B20

Groundwater Monitor Well Site: Proposed Sewer Lines148 Pioneer Dri e


978 840-0391 DATE: May 1, 2009

GROUNDWATER OBSERVATIONSGround Elevation:

Date Started: April 30, 2009


Driller: MC

Soil Eer!GeoIogist:Depth Casing Sample Visual Identification

Ft. bIJft No. Pea/Rec Depth Blows!6” Strata of Soil and! or Rock Sample6” Asphalt

1 6”-2’6” 21-25-34-50Dry, very dense, fine to medium sand and fine to coarse gravel,

1 some inorganic silt, cobbles and boulders.

36”

_________________________________________________

5 Refusal with hollow stem auger at 3’6”.No water encountered upon completion.

10

15

20

25

30

35

39


Cohesionless: 0 -4 V. Loose, 4- 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little 10 to 20% ID SIZE (iN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -s M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8-15 Stiff, 15 -30 V. Stiff, 30 + F-lard. And 35% to 50% HAMMER FALL (IN) 30”

Monitoring Well Summary

Number Street Depth Description

MW 1 Flint Road 12’ Water at 5’

MW 2 Spencer Road 12’ Water at 7’

MW 3 Tuttle Road 9’ Water at 7’6”

MW 4 Lothrop Road 8’ Water at 2’


Town of ActonGeotechnical Drilling BORING IVIW 1

Groundwater Monitor well Site: Proposed Sewer Lines148 Pioneer Drive


978 840-0391 DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONSDate Started: April 29, 2009 DEPTHCG STABILIZATION


Driller: MC


Ft. bI/ft No PenlRec Depth Blows/6” Strata of Soil and / or Rock Sample

Dry, very loose, fine sand, some inorganic silt, trace root matter.1 1 1-1-2-3

3’O”

____________________________________________________

5 2 5’0”-7’0” 1-1-1-1Wet, very soft black peat, some organics.

80”

____________________________________________________

10 3 1 0’O”-l 20” 2-2-3-3 Wet, soft inorganic silt, trace very fine sand, trace root matter.

120”

_______________________________________________

End of boring at 12’O”.15 Set well point at 10’O”.

Water encountered at 5’0”.

20

25

30

35

39







Town of ActonGeotechnical Drilling BORiNG MW’2


Acton, MA PROJECT NO. 09-0427Leominster. MA 01453

978 840039l DATE: May 1, 2009

Ground Elevation: GROUNDWATER OBSERVATIONSDate Started: April 30, 2009 TEDTHSNGSTABILIZATJ


Driller: MC

SoilE1er/Geologist:Depth Casing Sample Visual Identification

Ft. hI/ft No. l’en/Rec Depth Blows/6” Strata of Soil and / or Rock Sample

Dry, very soft organic to inorganic silt, trace fine sand.1 1 0-20 1-1-2-2

20”

_________________________________________________

5 2 5’0”-7’0” 6-8-9-9

Wet, medium dense, very fine to fine sand, some inorganic silt.

10 3 10’0”-12’0” 4-6-6-7

120”

_______________________________________________

End of boring at I2’O”.15 Set well point at l0’O”.

Water encountered at 7’O”.

20

25

30

35

39


Cohesionless: 0 -4 V. Loose, 4 - 10 Loose, Trace 0 to 10% CASING SAMPLE CORE TYPE10 -30 M Dense, 30 -50 Dense, 50+ V Dense. Little tO to 20% ID SIZE (IN) SSCohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WGT (LB) 140 lb.8-15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAMMER FALL (IN) 30”


Town of ActonGeotechnical Drilling BORING MW—3



978 840-0391 DATE: May 1, 2009


Date Finished: April 30, 2009 I I IDriller: MC I I


Ft. bl/ft No. Pen/Sec Depth Blows!6” Strata of Soil and! or Rock Sample

Dry, very loose, fine to medium sand, some inorganic silt, trace1 0-20’ 1-2-1-1 root matter, trace organic silt, cobbles.

30’

____________________________________________________

5 2 5’0”-7’0” 31-35-35-43Dry, very dense, fine to medium sand, some inorganic silt, tracefine to coarse gravel, cobbles.

9’O’

____________________________________________________

10Reftisal with hollow stem auger at 9’O.Set well point at 9’O”.Water encountered at 7’6”.

15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-1/4” with automatic hammer.


Cohesive: 0 -2 V Soft, 2 -4 Soft, 4 -8 M Stiff Some 20 to 35% HAMMER WOT (LB) 140 lb.



Town of ActonGeotechnical Drilling BORING MW.4


Acton, i& PROJECT NO. 09-0427Leorninster, MA 01453

978 840-0391 DATE: May 1, 2009




Ft. bi/fi No. PlRec Depth BlowsI6” Strata of Soil and! or Rock Sample

Dry, loose, topsoil, root matter, forest material.I I 0-20” 3-3-3-2

2’O”

____________________________________________________

5 2 5’0”-7’0” 8-1-1-1 Wet, very soft black organics, root matter, roots.

80”

____________________________________________________

End of boring at 8’O.10 Set well point at 8’O”.

Water encountered at 2’O”.

15

20

25

30

35

39

Notes: Hollow Stem Auger Size - 4-1/4” with automatic hammer.




8 -15 Stiff, 15 -30 V. Stiff, 30 + Hard. And 35% to 50% HAIvIMER FALL (IN) 30”

Attachment F

Ledge Quantity Calculations

LOW PRESSURE SEWERLEDGE QUANTITIES

LOCATION DEPTH1 WIDTH AREA LENGTH2 VOLUME3[FT] {FT] [SF] [FT] [CY]

MAINLINE

FLINT ROAD

B17 0 2.5 0

119 5.5B16 1 2.5 2.5

100 9.3B16÷100 1 2.5 2.5

__________

SUM= 14.8

TUTTLE DRIVE

B8+100 3 2.5 7.5

100 27.8B8 3 2.5 7.5

105 14.6B7 0 2.5 0

96 15.6B 6 3.5 2.5 8.75

104 16.9B5 0 2.5 0

__________

SUM 74.9

Bi 0 2.5 0

101 16.4B 20 3.5 2.5 8.75

100 32.4B 20 ÷ 100 3.5 2.5 8.75

____________

SUM = 48.8

TORRINGTON LANE

TUTTLE DRIVE 3.5 2.5 8.75

164 49.4B9 3 2.5 7.5

24 7.8BlO 4 2.5 10

189 61.3Bil 3 2.5 7.5

155 43.1END 3 2.5 7.5

____________

SUM= 161.6

MAINLINE SUBTOTAL (14.8 + 74.9 ÷ 48.8 + 161.6) = 300.1

LATERALS

1) Depth = 7 - Depth of Refusal2) Length = Length between locations3) Volume = (Average of Area) x Length / 27

LOW PRESSURE SEWERLEDGE QUANTITIES

LOCATION DEPTH1 WIDTH AREA LENGTH2 VOLUME3[FT] [FT] [SF] [FT] [CY]

FLINT ROAD

HOUSE #49 1 2.5 2.5 25 2.3HOUSE #48 1 2.5 2.5 25 2.3HOUSE #47 0.5 2.5 1.25 25 1.2HOUSE #50 0.5 2.5 1.25 25 1.2HOUSE #51 0.5 2.5 1.25 25 1.2

SUM= 8.2

TUTTLE ROAD

HOUSE #17 1.75 2.5 4.375 25 4.1HOUSE #21 1.75 2.5 4.375 25 4.1HOUSE #34 3 2.5 7.5 25 6.9HOUSE #29 1.75 2.5 4.375 25 4.1

SUM= 19.2

TORRINGTON LANE

HOUSE #7 4 2.5 10 25 9.3HOUSE #3 3 2.5 7.5 25 6.9HOUSE #5 3 2.5 7.5 25 6.9HOUSE #6 3 2.5 7.5 25 6.9HOUSE #4 3 2.5 7.5 25 6.9HOUSE #2 3 2.5 7.5 25 6.9

SUM = 43.8

LATERAL SUBTOTAL ( 8.2 + 19.2 ÷ 43.8) = 71.2

GRAND TOTAL(300.1 ÷71.2)= 371.3

1) Depth = 7 - Depth of Refusal2) Length = Length between locations3) Volume = (Average of Area) x Length /27

Attachment G

Indian Village Estimate

LOW PRESSURE SEWERESTIMATE BASED ONAWD INDIAN VILLAGE

Indian VillageDescription Quantity Unit Average Unit Price

Unit Price Total AmountWORK WITHIN THE RIGHT OF WAY

2 Inch PVC Pipe’ 11,420 LF $36.20 $413,404.00

2 Inch Gate Valve’ 16 EA $332.43 $5,318.88Manholes 16 EA $3,175.00 $50,800.00

Boulder Excavation2 100 CY $61.36 $6,136.00

Ledge Rock Excavation2 371 CY $120.00 $44,520.00

Gravel Borrow2 250 CY $16.67 $4,167.50

Gravel Subbase2 1,000 CY $16.94 $16,940.00

Ordinary Borrow2 200 CV $14.00 $2,800.00

Excavation of Unsuitable Material2 100 CV $16.60 $1,660.00

Exploratory Excavation2 25 CV $47.86 $1,196.50

Calcium Chloride2 25 50lb-Bag $45.70 $1,142.50Hay Bales and Silt Fence 360 LF $7.59 $2,732.40Trench Binder Pavement 13,008 LF $10.99 $142,957.92

Restoration of Growth2 1,000 SY $9.58 $9,580.0011/2 inch Corporation Stops 127 EA $711.78 $90,396.0611/2 Inch Service Pipe (25’ EA) 3,175 LF $33.20 $105,410.001 1/2 Inch Curb Stops and Boxes 127 EA $494.47 $62,797.69Police Details 1,200 HR $45.00 $54,000.00

SUM $1,015,959.45

ENGINEERING ($1,015,959.45 x 25%) $253,989.86

CONTINGENCY($1 015,959.45 x 10%) $101,595.95

SUBTOTAL ( $1,015,959.45 + $253,989.86 + $101,595.95) $1,371,545.26

TOWN OF ACTON MILLING AND PAVING $556,997.07

TOTAL ($1,371,545.26 + $556,997.07) $1,928,542.33

COST PER LOT ( $1,928,542.33 / 127) $15,185.37

WORK ON INDIVIDUAL LOTSFurnish and Install 1 EA $7,990.00 $7,990.00

COST PER LOT $7,990.00

TOTAL COST PER LOT ( $15,185.37 ÷ $7,990.00) $23,175.37

1 Adjusted the average and low unit prices by reducing the material cost from 6” ductile iron to 2’ PVC.2 Adjusted the average and low unit prices by excluding the unrealistically low bids

Low Pressure SewerAWD Unit Prices

Description2” PVC Pipe

11,420 LFPrice adjusted from ductile iron to pvc

PS Means 8’ Dl (331113.153040) $15.40RS Means 2’ PVC (33 1113.25 2120) $0.87

Difference $14.53

Unit Price = $50.73 - $14.53 = $36.20

2” Gate Valves and Boxes45 EA

Price adjusted from ductile iron to pvcRS Means 6’ Dl (33 12 16.10 3814) $650.00RS Means 2” PVC (22 05 23.60 3290) $103.00

Difference $547.00

Unit Price = $889.43 - $547 $342.43

Manholes16 EA

RS Means used for unit priceRS Means (G3030 210 1940) $3,475.00

Unit Price = $3,475.00

Boulder Excavation100 CY

Price adjusted to exclude low bids(90 + 50 + 50 + 50 + 50 + 50+ 50 + 100 + 60 + 50 + 75 ) /11

Unit Price = $61.36

Ledge Rock Excavation50 CY

The most conservative price (highest) was selected

Unit Price = $120.00

Gravel Borrow250 CY

Price adjusted to exclude low bids(10 + 15 + 15 + 22 + 14 + 14 + 10)/6

Unit Price = $16.67

Page 1 of 3


DescriptionGravel Subbase

1,000 CYPrice adjusted to exclude low bids

(15+8+15+20+15+12+l0+11+l0+15+15+15+25+20+20+20+41+18)/is

Unit Price $16.94

Ordinary Borrow200 CY

Price adjusted to exclude low bids(10+10+10+20+20+ 14)16

Unit Price = $14.00

Excavation of Unsuitable Materials100 CY

Price adjusted to exclude low bids(15 + 20 + 15 + 23 + 10 )/5

Unit Price $16.60

Exploratory Excavation25 CY

Price adjusted to exclude low bids(75 + 20 + 50 + 25 + 25 + 20 + 100 + 25 + 10 + 120 + 100 + 15+ 10 + 75 ) / 14

Unit Price = $47.86

Calcium Chloride25 50-lb BG

Price adjusted to exclude low bids(20 + 50 + 50 + 75 + 25 + 25 + 20 + 50 + 100 + 35 + 45 + 50+i00+50+50+24+20+30+50+75+50+17+40)/23

Unit Price = $45.70

Trench Binder Pavement13,008 LF

Unit Price = $10.99

Restoration of Growth1,000 SY

Price adjusted to exclude low bids(10+5+5+6+11.70+8+6.50+15+ 19)/9

Unit Price = $9.58

Page 2 of 3


Description1.5-Inch Corporation Stops

127 EAUse 2-Inch corportation stop

Unit Price = $71 1.78

1 .5-Inch Lateral Pipe3,175 LF

Use 2-Inch piping

Unit Price $33.20

1.5-Inch Curb Stops127 EA

Use 2-Inch curb stops

Unit Price = $494.47

Police Detail1,200 HR

Unit Price = $45.00

Page 3 of 3

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TO

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L$6

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TO

TA

L$6

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of

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bids

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Attachment H

FR Mahony Estimate

LOW PRESSURE SEWERESTIMATE BASED ON

FR MAHONY

DESCRIPTION QUANTITY UNIT COST TOTALWORK WITHIN THE RIGHT OF WAY

PIPING1.25 Inch Pipe (25 Length) 3,175 LF $55.00 $174,625.001.50 Inch Pipe 1,807 LF $65.00 $117,455.002.00 Inch Pipe 7,829 LF $65.00 $508,885.003.00 Inch Pipe 2,189 LF $65.00 $142,285.00

VALVES

AirNacuum Release Valve 2 EA $1,053.00 $2,106.00In Line Clean Out 9 EA $2,500.00 $22,500.00Terminal Clean Out 7 EA $2,500.00 $17,500.00Corp Stop 127 EA $55.00 $6,985.00Lateral Kit 127 EA $227.00 $28,829.00

SUM $1,021,170.00

CONTRACTOR OVERHEAD ($1,021,170.00 x 5%) $51,058.50

SUBTOTAL ( $1,021,170.00 + $51,058.50) $1,072,228.50

OTHERBoulder Excavation 100 CY $61.36 $6,136.00Ledge Rock Excavation 371 CY $120.00 $44,520.00Gravel Borrow 250 CY $15.00 $3,750.00Gravel Subbase 1,000 CY $16.94 $16,940.00Ordinary Borrow 200 CY $14.00 $2,800.00Excavation of Unsuitable Material 100 CY $16.60 $1,660.00Exploratory Excavation 25 CY $167.50 $4,187.50Calcium Chloride 25 501b-Bag $45.70 $1,142.50Hay Bales and Silt Fence 360 LF $7.59 $2,732.40Restoration of Growth 1,000 SY $9.58 $9,580.00Police Details 1,200 HR $45.00 $54,000.00

SUM $147,448.40

SUBTOTAL ( $1,072,228.50 + $147,448.40) $1,219,676.90

ENGINEERING ($1,219,676.90 x25%) $304,919.23

CONTINGENCY ( $1,219,676.90 x 10%) $121,967.69

SUBTOTAL ( $1,219,676.90 + $304,919.23 + $121,967.69) $1,646,563.82

TOWN OF ACTON MILLING AND PAVING $556,997.07

TOTAL ( $1,646,563.82 + $556,997.07) $2,203,560.89

COST PER LOT ($2,203,560.89 / 127) $17,350.87

WORK ON INDIVIDUAL LOTS1.25 Inch Pipe (100’ Length) 12,700 LF $45.00 $571,500.00Pump: DHO71-93 127 EA $3,069.00 $389,763.00Pump/Panel Installation 127 LS $1,500.00 $190,500.00

SUM $1,151,763.00

COST PER LOT ($1,151,763.00! 127) $9,069.00

TOTAL COST PER LOT ($17,350.87 + $9,069.00) $26,419.87

Low Pressure SewerFR Mahony

Description1 .25-Inch Pipe

3,175 LF(45 + 65 ) /2

Unit Price $55.00

Contractor Overhead5 Percent

FR Mahony: 83,734 / ( 49,091 + 894,842 + 768,625 ) = 4.89%

Page 1 of 1

Budgetary Low Pressure Sewer System Costs

Town of Acton MA(one home per station)

March 30, 2009

Unit Cost Installation

$65.00

$65.00

$65.00

0,00 $389,763.00

0,00 $190,500.00

$28,829.00

$285,750.00

$894,842.0

0,00 $117,455.00

00o $508,885,00

0,00 $142,2850&:

$7M.62$.O0

Other 0 Contractor Overhead $0.00 0,00 583,734.70

0 Contingencies $0.00 0,00 $167,469.40

$251 .204,14)

Number of ConnectionsTo(al Per Connection $jj44.7 Total (w/o other) >>>>>>>>>>>> $1 ,71 2,55*.flêGrand Total Per Connection $1462.69 Grand Total (including other)>>>>>>>>>>>> $l.963’.76214

Note, The System Costs above are based on piping sized for, and Grinder Pumps manufactured by Environment One Corporation.

Page i C:\Documents and Settings\Owner\My Documents\My Documents\EONE\PROJEGTS AND PLAN REVIE’

_

SubTotal

O.00 $6,985.00

o.oor 52,106:001

000 $l7,500.00

$39,091.00

2ti1y cr p on

____

Valves 127 , Corp Stop $55.00

2 Air/Vacuum Release Valve 51,053.00

9 In Line Clean Out $2,500.00

7 Terminal Clean Out $2,500.00

Pumps 127 DHO71-.93 53,069,00

127 Pump/Panel Installation 51,50000

127 Lateral Kit (i.e.. curb stop assembly) $22700

6 10 LF of I lateral ppe 545 00

Piping 1,807 1,50” Pipe

7,829 2,00” Pipe

2,189 3,00” Pipe

0,00

0.00’

Attachment I

RS Means Estimate

LOW PRESSURE SEWER

TERMINAL CLEAN OUTS

ESTIMATE BASED ONRS MEANS

SUM $1,127,653.00

Engineering (25%)

Contingency (10%)

ENGINEERING ($1,127,653.00 x 25%)

CONTINGENCY($1,127,653.00 x 10%)

$281,913.25

$112,765.30

SUBTOTAL ($1,127,653.00 + $281,913.25 + $112,765.30) $1,522,331.55

Reference Number Quantity Unit Unit Price Total AmountDescription

WORK WITHIN THE RIGHT OF WAYMAINLINE PIPING

1.5-inch Pipe2-inch Pipe3-inch Pipe

Sawing Asphalt PavementTrench Excavation, Haul, Backfill, Compaction

Asphalt Patching (7’ Wide)

3-to 2-inch Reducer2-to 1.5-inch ReducerTees

LATERAL PIPING1.25-inch Pipe (25 Length)

Sawing Asphalt PavementTrench Excavation, Haul, Backfill, Compaction

Asphalt Patching (7’ Wide)

Corporation StopsCurb StopsBoxesTopsoil (7’ Wide)

Seed

1,6607,590

2,17022,84011,4208,882

5

87

3,175

3,1753,1751,235127127

1271,235

11

LFLFLF

LFLFSY

EAEAEA

LF

LFLFSYEA

EAEASY

MSF

2211 13.74 44202211 13.7444602211 13.744470

0401 20.20 0050G1030 805 1430321216.131050

2211 13.7649522211 13.7649503311 13.25 8100

2211 13.74 4410

0401 20.20 0050G1030 805 1430321216.131050331213.1579003311 13.45 7140

3311 13.4572003291 19.1307003292 19.14 5400

G3030 210 1940

2305 23.30 2200

G3030 210 19402211 13.76 02902211 13.76 4950

2211 13.74 44202305 23.30 2200

2211 13.76 02902211 13.76 4950

2211 13.74 44202205 23.20 5680

$1.42

$1.99

$5.05$3.54

$11.63$48.50$42.50$29.50

$122.00

$1.42$3.54

$11.63

$48.50$615.00$198.00

$203.00$4.24

$74.00

$3,475.00$565.00

$3,475.00

$96.00$29.50$17.50

$565.00

$96.00$29.50$17.50

$780.00

$61.36$120.00

$15.00$16.94

$14.00$16.60

$167.50

$45.70$7.59

$45.00

$2,357.20

$15,104.10$10,958.50

$80,853.60

$132,814.60$430,787.78

$212.50$236.00$854.00

$4,508.50$11,239.50$36,925.25

$59,884.03$78,105.00

$25,146.00$25,781.00

$5,235.22$822.33

$31,275.00

$5,085.00

$24,325.00

$672.00$206.50$490.00

$3,955.00

$192.00$59.00

$140.00$1,560.00

$6,136.00$44,520.00

$3,750.00$16,940.00$2,800.00$1,660.00$4,187.50$1,142.50

$2,732.40$54,000.00

Manhole1.5-inch Gate Valves

IN-LINE CLEANOUTSManhole

2-inch Tees2-to 1.5-inch Reducer

1.5-inch Pipe (4’ Each)

1.5-inch Gate Valves

AirNacuum Release Valve

2-inch Tees2- to 1.5-inch Reducer

1.5-inch Pipe (4’ Each)AirNacuum Release Valve

OTHERBoulder Excavation

Ledge Rock Excavation

Gravel Borrow

Gravel Subbase

Ordinary BorrowExcavation of Unsuitable Material

Exploratory Excavation

Calcium Chloride

Hay Bales and Silt Fence

Police Details

9 EA

9 EA

7 EA7 EA7 EA

28 LF7 EA

2 EA2 EA

8 LF2 EA

100371250

1,000

200

10025

25360

1,200

CYCYCYCY

CYCYCY

5Olb-Bag

LFHR

Page 1 of 2

LOW PRESSURE SEWERESTIMATE BASED ON

RS MEANS

Description Reference Number Quantity Unit Unit Price Total Amount

Town of Acton Milling and Paving TOWN OF ACTON MILLING AND PAVING $556,997.07

TOTAL ( $1,522,331.55 + $556,997.07) $2,079,328.62

COST PER LOT ( $2,079,328.62! 127) $16,372.67

WORK ON INDIVIDUAL LOTSFurnish and Install 1 EA $7,990.00 $7,990.00

COST PER LOT $7,990.00

TOTAL COST PER LOT ( $16,372.67 + $7,990.00) $24,362.67

Page 2 of 2

Attachment J

Individual Lot Work Proposal

James Fenton & Son General Contracting, Inc.P.O. Box 985 Acton, MA 01720 978-266-9751

Proposal

Proposal Submitted to: March 24, 2009Town of ActonBoard of Health472 Main StreetActon, MA 01720

Job Location: Spencer, Tuttle, Flint, Torrington Roads, Acton

Proposal for material and labor to tie-into existing Town of Acton wastewater collection system, to include:

- Pump, crush and fill 126 existing septic tanks- Install 126 E-One DHO7I units at previous septic tank location; connect to

existing plumbing- Install generator switch- Wire E-One DHO7I to electric panel; includes permit and inspection fees- Excavate and backfill 100’ trench; install 1 %“ SDR back to street- Loam and seed all disturbed areas- Materials, labor, equipment rental- Town of Acton permit and inspection fees

Total per House: $ 7,990.00

Note: The following items are not included and, if encountered, will be subject to additional charges:

- Asphalt patching- Additional electrician time required for finished basements- Removal of ledge or boulders greater than 1 cubic yard- Additional tanks to be crushed (i.e., pump chamber or second septic tank)- Relocation of play areas, sandboxes, sheds, planting beds- Removal of trees larger than 2” in diameter- Repairs to irrigation systems- Removal of hazardous or contaminated waste

We Propose hereby to furnish material and labor -- complete in accordance with above specification for thesum of: Seven Thousand Nine Hundred Ninety dollars per house ($ 7,990.00 oer house)Payment to be made per separate contract.

Authorized Signature: JOfl/fe?#it2’n/Note: This proposal may be withdrawn by us if not accepted within 60 days

All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. Any alteration ordeviation from above specifications involving extra costs will be executed only upon written order and will become an extra charge over and abovethe estimate. All agreements contingent upon strikes, accidents or delays beyond our control. Owner to carry fire, tomado and other necessaryinsurance. Our workers are fully covered by Workmen’s Compensation insurance.

Attachment K

Milling and Paving Estimate

Las

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surf

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Dur

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Attachment L

Indoor verses Outdoor Pumps

Homeowners have many options when itcomes to selecting the proper grinder pumpfor their home. F. R. Mahony & Associates,Inc. can help with this selection. Thefollowing general guidance may help youmake the proper selection.

There are a number of factors to beconsidered. The existing conditions of thehome and the lot play a major role in thisselection. The Environment One products,developed nearly 40 years ago, were initiallyintended for indoor use. Not all homescould modify plumbing or make the internalchanges required in existing homes. Thisprompted the development of the outdooraccessway stations. Many E/Oneapplications have been for connection ofregions with failing septic systems withexisting homes. This made the morecommon installation fit the outdoor stations.

INDOOR PUMP Benefits and Options:

Indoor stations may fit approximately 25% ofcurrent and new home constructionapplications. Generally new homes canplan the building plumbing to betteraccommodate an indoor pump.

Regions with basements are more likely toconsider indoor pump stations. Thesestations can aide in “whole house plumbing”to collect drains from basement fixturesadjacent to family rooms or walk outbasement uses.

The indoor stations can result in a savings ofinstallation by avoiding excavation in difficultterrain. Interior plumbing and electricalconnections are relatively easy to make.

30 DuPaul StreetSouthbridge, MA 01550

tel. 508.765.0051fax 508.765.1244

=/jb4J

=-., =,77=S S 5 S S

The station cost is reduced by eliminatingthe top accessway extension and associatedexcavation to place the station outdoors.Depending on the location one can expect atotal installed cost savings of as much as$1,500.00.

(Model IHO91 Shown Below)

These stations are provided with a 60-monthwarranty. The basin can be installed on thefloor (shown above) or in the slab (shownbelow) to accommodate basementplumbing.

41 Bayberry Hill RoadW. Townsend, MA 01474

tel. 978.597.0703fax 978.597.0704

r tel. 781.982.9300

I f.r. mahony & ossociales, inc. fax. 781.982.1056

f [email protected]

I I I I I woter supply ond pdIuton control equipment www.frmahony.com

273 Weymouth SfreeL.Rocktand, MA 02370

____ ____

Which pump should I use?Do I use an indoor pump or an outdoorpump?

®

tel. 781.982.9300

I.r. mahony &os.

fax. 781.982.1056

rt”ii [email protected] supply and poliuton control equoment www.frmahony.com

273 Weyniouth Street.Rocktand, MA 02370

OUTDOOR PUMP Benefits and Options:(Model DHO7I Shown Below)

The typicaloutdoorpump modelfor singlefamily homesis theDHO7I -93shown to theleft. Thisstationoperates inthe samemanner asthe indoorstation. Thepumppackagecomescomplete,ready forinstallation inthe ground.

Standardheightstations areprovided toprovide a

gravity drain from the home. Deeperstations can be provided to accommodatedeeper building drains.

These stations are best used when theexisting plumbing can not be changed andthe best option is to connect existingbuilding drains outside of the home.

The outdoor unit may be more suited tocustomers who prefer that service andaccess be out of doors. Service providerscan service these units without entering thehome provided the alarm panel is alsooutside and accessible.

Outdoor models come in a variety of sizes toaccommodate larger flow demands.

30 DuPaul StreetSouthbridge, MA 01550

tel. 508.765.0051fax 508.765.1244

Alarm panels for both stations are providedusing the same basic platform. The Sentry®panel provides the ability to monitor theoperation of the pump unit. Basic alarmsinclude a light and buzzer with silencer.

OPTIONAL ITEMS INCLUDE:

Alarm Activated Dry ContactsAlarm Activated Powered TerminalGenerator Receptacle and Auto TransferRemote Sentry Indoor Alarm ModuleRun-timelHour MeterEvent/Cycle Counter

Protection Package, consisting of:Brownout Protection w/ Trouble IndicationRun Dry Protection w/ Trouble lndicatiohHigh System Pressure Protection w/ TroubleIndication.

For more information contact:

41 Bayberry Hill RoadW. Townsend, MA 01474

tel. 978.597.0703fax 978.597.0704

F. R. Mahony & Associates, Inc.

800-791-6132 Toll Free781-982-9300 Rockland, MA978-597-0703 West Townsend, MA781-820-5808 Westborough, MA