FILE COPYG ASTON ENGINEERINGSURVEYING / SOILS TESTING

PLANS & SPECIFICATIONS

for the

PUBLIC WATER WELL &

WATER SYSTEMIMROVEMENTS

at the

MEADOW VILLAGE

BIG SKY, MONTANA

MARCH 1996

WO. ^6-504

REVISED: APRIL 1996

COPY 1 OF 1

Big Sky County Water & Sewer District NPO Box 160670

Big Sky, Montana 59716Tel 406-995-2660

CONSULTING ENGINEERS &LAND SURVEYORS. Bozeman. MT 59715 •(405) 585-0588 •lax (406) 566-0589

P.O. BOX 861-2ilHa9gertyLane

PLANS & SPECIFICATIONS

for the

PUBLIC WATER WELL &

WATER SYSTEMIMPROVEMENTS

at the

MEADOW VILLAGE

BIG SKY, MONTANA

MARCH 1996

\0.# 96-504

REVISED: APRIL 1996

SPECIAL CONDITIONS

SPECIAL CONDITIONS

1. GENERAL DESCRIPTION OF WORK: The work to be performed under the provisions ofthese contract documents consists of the furnishing of all materials, equipment, and tools; theperformance of all necessary labor; and the construction complete, including all work appurtenantthereto.

2. QUALITY OF MATERIALS AND EQUIPMENT: Whenever a material or article is specifiedor described on the plans by using the name of a proprietary product or by using the name of aparticular manufacturer or vendor, the specificitem mentioned shall be understood as establishing thetype, function, and quality desired. Materials to be used shall be outlined in these specifications oras specified by the Owner.

3 CONTRACTOR'S RESPONSIBILITY FOR MATERIALS The Contractor shall be

responsible for the condition ofall materialsfurnished by him, and he shall replace at his own cost andexpense any and all such material found to be defective in design or manufacture, or which has beendamaged after delivery. This includes the furnishing of all materials and labor required for thereplacement ofall installed materialwhich is found to be defective at any time prior to the expirationofone year from the final payment.

4. LIOUIPATED DAMAGES: It is mutually understood and agreed by the parties to this Contractthat time is the essence of the contract. Should the Contractor fail to perform the work within theperiod of time stipulated in the Contract Agreement, the Contractor shall pay to the Owner, asliquidated damages and not as a penalty, $300.00 - $850.00 per calendar day of default beyond thetime schedule as set forth unless extensions of time granted by the Owner specifically provide for thewaiving of liquidated damages.

The Owner shall have the right to deduct the liquidated damages from any monies in its hands,otherwise due, or to become due, to the Contractor, or to sue for the recover compensation fordamage for nonperformance of this contract within the time stipulated.

5. LICENSES, PERMITS., ANP CERTIFICATES: All licenses, permits, certificates, etc.,required for and in connection with the work to be performed under the provisions of the ContractDocuments shall be secured by the Contractor entirely at his own expense.

6 PROTECTION AND MAINTENANCE OF PUBLIC AND PRIVATE PROPERTY The

Contractor shall protect, shore, brace, support, and maintain all underground pipes, conduits, drains,and other underground construction uncovered or otherwise affected by the construction workperformed by him. All pavement, surfacing, driveways, curbs, walks, and buildings, utility poles, guywires, and other surface structures affected by construction operations in connection with theperformance of the Contract, together with all sod and shrubs removed or otherwise damaged, shallbe restored to their original condition as determined and approved by the Engineer. All replacementsshall be made with new materials.

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The Contractor shall be responsible for all damage to streets, roads, highways, shoulders, ditches,embankments, culverts, bridges, or other public or private property or facility, regardless of locationor character, which may be caused by moving, hauling, or otherwise transporting equipment,materials, or men to and from the work or any part of site thereof, whether by him or hissubcontractors. The Contractor shall make satisfactory and acceptable arrangements with the Ownerof, or the agency or authority having jurisdiction over, the damaged property or facility concerningits repair or replacement or payment of costs incurred in connection with said damage.

All fire hydrants and water control valves shall be kept free from obstruction and a\"ailable for use atall times.

7. MAEVTENANCE OF TRAFFIC: The Contractor shall conduct his work so as to interfere as

little as possible with public travel, whether vehicular or pedestrian; whenever it is necessary to cross,obstruct, or close roads, driveways and walks, whether public or private, the Contractor shall at hisown expense provide and maintain suitableand safe bridges,detours, or other temporary expedientsfor the accommodation of public and private travel, and shallgive reasonable notice to owners ofprivate drives beforeinterferingwith them; provided, however, that such maintenance of traffic willnot be required at any point where the Contractor has obtainedpermission from the owner and tenantof private property, or from the authority having jurisdiction over public property involved, toobstruct trafficat any designated point thereofand for the duration ofwhatever period of time as maybe agreed upon.

8. "WARNING SIGNALS: All open trenchesand other excavations shall be provided vrith suitablebarriers, signs, and lights to the extent that adequate protection is provided to the public.Obstruction, such as material piles and equipment, shall be provided with similar warning signs andlights.

All barricades and obstructions shall be illuminated by means of warning lights at night. All lightsused for this purpose shall be kept burning from sunset to sunrise. Materials stored upon oralongside public streets and highways shall be so placed, and the work at all times shall be soconducted, as to cause the minimum obstruction and inconvenience to the traveling public.

All barricades, signs, lights and other protective devices shall be installed and maintained inconformity with applicable statutory requirements and where within highway right-of-way, asrequired by the authority having jurisdiction thereover.

9 UNDERGROUND INSTALLATION AIVD STRUCTURES: Pipe lines and other existingunderground installationsand structures in the vicinityofthe work to be done hereunder are indicatedon the plans according to the best information available to the Owner. The Owner does not guaranteethe accuracy ofsuch information. Water, power, and gas services and other utility linesmay not beindicated on the plans. The Contractor shall make every effort to locate all underground pipe lines,conduits, and structures by contacting ownersofunderground utilities and by prospecting in advanceof trench excavation.

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Any delay of extra cost to the Contractor caused by pipe lines or other underground structures orobstructions not shown by tlic plans, or found in locations dilTerent than those indicated shall noiconstitute a claim for extra work, additional payments, or damages.

Furthermore, in the event the Contractor should damage any such underground pipe lines, conduits,structures, or other utilities, the Contractor, at its sole cost and expense, shall repair and replace thesame and indemnity owner for any liability therefore.

10. MATERIALS; All materials and equipment to be permanently installed under thesespecifications shall have prior approval in writing from the Engineer. The Contractor shall submitto the Engineer representative samples or descriptive literature ofall materials for approval, at leasttwo (2) weeks prior to their intended use.

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SPECIAL PROVISIONS

- Water Well Specifications

- Water Main Specifications

SPECIAL PROVISIONS INDEX

A. Introduction

B. Water Well Specifications

1.0 General

1.1 Project Schedule1.2 Scope Of Work1.3 Permits, Certificates, Laws, & Ordinances1.4 Location

1.5 Local Conditions

1.6 Boundaries Of Work

1.7 Protection Of Site

1.8 Well Log Reports1.9 General Description Of Well Construction1.10 Facilities Or Materials To Be Furnished By The Owner1.11 Competent Workmen1.12 Equipment1.13 Waste Pit

2.0 Applicable Publications

2.1 Board Of Water Well Contractors (ARM)2.2 American Society For Testing And Materials (ASTM)2.3 American Water Works Association (AWWA)

3.0 Materials

3.1 Drilling Fluids & Additives3.2 Borehole Size

3.3 Well Casing3.4 Surface Conductor Pipe3.5 Casing Perforations3.6 Cement Sealing Grout3.7 Seal

3.8 Terminal Well Construction

3.9 Well Cap & Vent

4.0 General Well Construction

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4.1 ConvStruction Overview

4.2 Sampling Of Formations4.3 Water Samples4.4 Log Of Well4.5 Stratigraphic Log4.6 Temporary Well Casing Installation4.7 Permanent Well Casing Installation4.8 Installation Of Casing Perforations4.9 Plumbness & Alignment4.10 Sealing & Cement Grouting4.11 Well Development4.12 Performance Testing4.13 Cleaning & Disinfecting4.14 Protection Of Water Quality4.15 Well Abandonment

4.16 Cleanup

C. Water Main Specifications

1.0 Introduction

2.0 General

2.1 Project Schedule2.2 Site Protection

2.3 Topsoil Removal & Replacement2.4 Groundwater

2.5 Shop Drawings, Project Data, & Samples2.6 Delivery, Storage, & Handling2.7 Limits Of Construction

2.8 Existing Utility Maintenance2.9 Water Main Cover

2.10 Sewer & Water Main Crossings & Separations

3.0 Materials & Installation

3.1 Materials

3.2 Total Dynamic Head3.3 Public Water Well Pump3.4 Check Valve In Well Casing3.5 Pitless Adapter3.6 Drawdown & Monitoring Equipment3.7 Drop Pipe3.8 Concrete Vault Pit

3.9 Water Main - 1st Section

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3.11 Spool3.12 Flow Meter

3.13 Pressure Gauge

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3.15 Smooth Nose Sampling Bib3.16 Air & Vacuum Release Valve

1 3.17 Pipe Supports3.18 Gate Valve & Box

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/ 3.20 Reducer

3.21 Water Main - 4th Section

n 3.22 90 Degree Bend Fitting11 3.23 Gate Valve & Box

3.24 Tee Connection

4.0 Water System Piping

4.1 Materials

' 4.2 Pipe Bedding4.3 Pipe Installation4.4 Water Main

4.5 Water Valves

4.6 Trench Excavation & Backfill

4.7 Street Excavation, Backfill, & Compaction4.8 Asphalt Replacement4.9 Testing & Disinfection Of Water Mains

5.0 Pump House & Accessories

5.1 Earthwork

5.2 Concrete Pad

5.3 Pumphouse Construction5.4 Pump Controls5.5 Time Clock

5.6 Power Cable

5.7 Electricity

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MEADOW VILLAGE - WATER SYSTEM

IMPROVEMENTS

A. INTRODUCTION

This document pertains to the plans and specifications for the proposed water system improvementsat the Meadow Village in Big Sky, Montana. The specifications are divided into two separatesections. The first section details the specifications for the construction of the public water well.This section does not include any specifications for the water well components which are housedwithin the well casing, such as the submersible pump, pitless adapter, check valve, or drop pipe.These well components are included in the second section, which details the specifications for theconstruction of the water main. Although these water system improvement specifications areseparated into two schedules, they will be bid as one document.

B, WATER WELL SPECIFICATIONS

1.0 GENERAL

1.1 PROJECT SCHEDULE

The Contractor shall complete the project within 25 consecutive calender days of contract time.Subject to the provision of the Contract Documents, the Owner shall be entitled to liquidateddamages for failure of the Bidder to complete work withinthe specified contract time (25 days).The Bidder agrees to pay liquidated damages for both the compensation to the Owner for non-useof the competed work and for compensation to the Owner for expenses incurred by the Owner forunscheduled employment of the inspecting Engineer during the contract time overrun.

As compensation for non-use, theContractor shall be assesseda liquidateddamageof $300.00 percalender day for each day the work remains uncompleted beyond the contract period. Ascompensation for expensesincurred for unscheduled employment, the Contractor shall be assessedan additional liquidated damage equal to the expense incurred but not more than $550.00 percalender day for each day that the work remains uncompleted beyond the contract period.

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1.2 SCOPE OF WORK

The work to be done hereundcr includes the furnishing of all labor, material, transportation, tools,supplies, equipment and appurtenances, unless hereinafter specifically excepted, necessary for thecomplete and satisfactory construction, disinfection and testing of the proposed public water well.

Under these specifications, it is the intent of the Owner to construct one community water well atthe Meadow Village in BigSky, Montana. The legal description for the proposed waterwell is theSWl/4, SEl/4, NWl/4, Sec 36, T. 6 S., R. 3 E., P.M.M., Gallatin County, Montana. This well,which will supply water for public use, will be connected to the public water system in the village.A well log for the proposed water well is to be createdto assist in the classification of the permeablegeologic units. These units will dictate where the casing perforations will be located. Hieapproximate locationof the proposed publicwater well is shown on the enclosed plansheet. Theanticipated yield from the well is between 150 and 180gallons per minute(gpm) at an estimateddepth of 55'. However, the final drill depth and production rate of the well may vary.

This public water well shall be constructed by a licensed Water Well Contractor in accordance withTitle 37, Chapter 43, MCA and Title 36, Chapter 21, ARM, June, 1991 (Water Well ContractorRules). Also, additional regulations contained in the Montana Department of Health &Environmental Sciences (MDHES) Standards For Water Works - Circular WQB 1 must befollowed. The Contractor shall complete the entire project within 25 consecutive days of contracttime.

13 PERMITS, CERTIFICATES. LAWS & ORDINANCES

The Contractor shall, at his own expense, procure all licenses and permits required of him by lawfor the execution of this work. He shall also comply with all federal, state and local laws,ordinances, rules and regulations relating to the performance of the work. The Owner shall provideall lands, right-of-ways, and permits required for the performance of, and access to, the work underthis contract.

1.4 LOCATION

The well to be constructed hereunder shall be drilled in the approximate location that is indicatedon the attached plan sheet, or at a nearby locationdesignated in the field by the overseeing Engineer.This proposed well location is approximately ISO' from the nearest property line and 90' away fromthe nearest sewer main. The proposed location of this well must conform with ARM 36.21.638.The following are the requirements for a proposed well site location:

1) It shall not be constructed within 10' of the property line unless properly protected by an easement

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or agreement;

2) It shall not be constructed within 50' of septic tanks;

3) It shall not be constructed within ICQ' of drainfields, seepage pits or cesspools, or other on-sitetreatment systems;

4) It shall not be constructed within 10' of sewer lines with permanent watertight joints; and

5) It shall not be constructed within 50' of other sewer lines.

1.5 LOCAL CONDITIONS

Before the local conditions are disturbedon the site, the Contractor shall promptly notify the Ownerin writing of:

(1) Surface or subsurface conditions at the site that differ significantly from thoseindicated in this contract;

(2) Unknown or unusual physical conditions at the site that differ from thoseordinarily encountered.

The Owner shall promptly investigate the conditions and if he finds that such conditions dosignificantly differ and cause an increase or decrease in the cost of or the time required for theperformance of this contract, an equitable adjustment shall be made and the contract modifiedaccordingly.

1.6 BOUNDARIES OF WORK

The Owner shall provide land or right-of-ways for the work specified in this contract and makesuitable provisions for ingress and egress. The Owner shall not cause the Contractor to enter oroccupy with men, tools, equipment or material, any ground outside the property of the Ownerwithout the written consent of the Owner of such ground. Other Contractors and employees oragents of the Owner may for all necessarypurposes enter upon the premises used by the Contractor,providing the operations of other Contractors do not interfere with the actual drilling operations.The Contractor shall conduct his work so as to not impede unnecessarily any work being done byothers on or adjacent to the site.

1.7 PROTECTION OF SITE

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The protection of the site shall comply with ARM 36.21.637. During the construction of the publicwater well, the Contractor shall protect the well from contamination or pollution. Water extractedfrom the well during test pumping shall be routed to an on-site location where it will be properlydisposed of without damage to the surrounding property or the creation of a nuisance.

Except as otherwise provided herein, the Contractor shall protect all structures, walks, pipelines,trees, shrubbery, lawns, etc, during the progress of the work, and shall remove from the site allunused materials. Upon completion of the work, the Contractor shall restore the site as nearly aspossible to its original condition, including the replacement, at the Contractor's sole expense, of anyfacility or landscaping which has been damaged beyond restoration to its original condition ordestroyed. The Owner shall provide land or right-of-ways for water disposal facilities.

1.8 WELL LOG REPORTS

The licensed Water Well Contractor shall prepare a well log report form for the proposed publicwater well. The Contractor shall supply a copy of the well log report to the Owner, Engineer, andsuch agencies as reported by sections 85-2-516 and 85-2-517, MCA, and maintain a copy as arecord in his own files. The well log report should conform to ARM 36.21.639.

1.9 GENERAL DESCRIPTION OF WELL CONSTRUCTION

The completed public water well shall consist of the following principal items (all items areapproximate only):

1. 8" diameter (nominal) permanent steel well casing from 0' - 65';

2. Cement grout from 0' - 35';

3. Suitable bridge, packer or bentonite seal between the water bearing unit and theoverlying cement grout;

4. 15' - 20' of perforated casing as determined by the Engineer or Hydrogeologist;

5. 12" diameter (nominal) surface conductor pipe extended to a minimum depth of 18'(removed upon completion of cement grouting);

6. Steel casing centralizers; and

7. Vented, sanitary well cap or vent cap assembly.

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n.10 FACILITIES OR MATERIALS TO BE FURNISHED BY THE OWNER

None are to be furnished by the Owner.

^ 1.11 COMPETENT WORKMEN

n The Contractor shall employ only competent workmen for the executionof the publicwater wellI construction. All workmen shall be under the direct supervision of a Water Well Contractor that

is licensed with the State of Montana.

n1.12 EQUIPMENT

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The drilling equipment shall be in good operating condition. The depth of the public water well isexpected to be approximately 65'. Drilling bits shall be sized for the hole diameter specified. Thedrilling equipment shall be capable of drilling to a depth of 100'.

1.13 WASTE PIT

The Contractor shall construct his own waste pit for the containment of drilling fluids andwastewater. It shall be the responsibility of the Contractor to clean up the well site upon thecompletion of the work and restore the surface area to a near natural condition.

2.0 APPLICABLE PUBLICATIONS

The publications listed below are referenced throughout the water well section of this plans andspecifications document. These publications are referred to in this document by basic designationonly.

2.1 BOARD OF WATER WELL CONTRACTORS (ARM)

ARM 36.21.637 Protection Of Site

ARM 36.21.638 Location Of Wells

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1ARM 36.21.639 Well Log Reports

ARM 36.21.640 Well Casing

ARM 36.21.642 Steel Casing Joints

ARM 36.21.643 Temporary Casing

ARM 36.21.644 Casing Shoe

ARM 36.21.647 Top Terminal Height

ARM 36.21.649 Casing Centralizers

ARM 36.21.650 Casing Perforations

ARM 36.21.653 Weil Development Procedures

ARM 36.21.654 Sealing Of Casing - General

ARM 36.21.656 Scaling Of Unconsolidated Formations Without Significant Clay Beds

ARM 36.21.662 Disinfection

ARM 36.21.664 Tests For Yield And Drawdown

ARM 36.21.667 Sampling Of Formations

ARM 36.21.668 Water Samples

ARM 36.21.669 Plumbness And Alignment Test

ARM 36.21.670 Permanent Abandonment

2.2 AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM A-120

Specification for Pipe, Steel, Black and Hot-Dipped Zinc-Coated (Galvanized) Weldedand Seamless, for Ordinary Uses

ASTM C-150

Specification for Portland Cement

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2.3 AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA AlOO

Standard for Plumbncss and Alignment

3.0 MATERIALS

3.1 DRILLING FLUIDS & ADDITIVES

3.1.1 Types of Drillin2 Medium

Types of drilling medium acceptable for the drilling of this public water well are:

1. Fresh Water

2. Air

Fresh water based muds or other drilling muds will not be allowed.

3.1.2 Fluid Additives

Additives to drilling fluids acceptable for the drillingof this publicwaterwell are:

1. Inorganic phosphates2. Surfactants, drilling detergents, foaming agents

Drilling fluids and additives shall be approved by the National Sanitation Foundation (NSF) or asimilar ANSI accredited laboratory or organization.

3.2 BOREHOLE SIZE

The borehole shall be 12" in diameter and shall extend to a minimum depth of 18'. The boreholefor this public water well shall extend to a depth of approximately 35'. The purpose of thisoversized borehole is to comply with the cement grouting specifications in ARM 36.21.656. Thisspecification states that the upper borehole (0' - 35') shall be no less than 3" wider than that of thediameter of the permanent 8" steel casing.

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3.3 WELL CASING

The well casing shall conform with ARM 36.21.640. An 8" (nominal size) permanent steel wellcasing in a new or like new condition, being free of pits, breaks, or contamination, shall be installedin the oversized borehole. This casing, which will have a minimum outside diameter of 8.625" anda minimum wall thickness of 0.250", shall conform to ASTM A-120 standards. The casing shallbe installed no less than 18" above the finished ground surface down to the bottom of the selectedwater bearing geologic units. All steel casing joints (ARM 36.21.642) shall be welded or screwcoupled and shall be watertight. The welding of the casing joints shall be done in accordance withthe recommended standards of the American Welding Society. Sufficient passes of continuous weldshall be applied so that the finished surface at the area of fusion is built up to the surface of theadjoining pipe. The casing should be equipped with a heavy duty drive shoe since it will be drivenfrom 35' to a depth of 65' or approximately 30'. This drive shoe shall be welded or threaded ontothe lower end of the permanent well string. Steel centralizers shall be used to center the casing inthe oversized borehole.

3.4 SURFACE CONDUCTOR PIPE

The temporary surface conductor pipe shall conform to ARM 36.21.643. This temporary casingshall be composed of steel and have a minimum diameter of 12" (nominal), a 0.250" minimum wallthickness, and be a minimum of 18' long. It shall conform to ASTM A-120 standards. Theconductor pipe for this public water well shall be approximately 35' long. This temporary casingwill be withdrawn as the cement sealing grout is placed in the annular opening of the well. Thepurpose of this temporary surface conductor pipe is to insure the oversized borehole remains openuntil the permanent 8" steel casing is in place and the well is properly grouted.

3.5 CASING PERFORATIONS

Based on well log data from the vicinity of the proposed well, sands and gravels are expected to beencounteredduring the installation of the proposed well. Instead of using an expensive well screenfor this type of geologic material, the 8" permanent steel casing will be perforated to allow theinward flow of groundwater. The length of the perforated zone should be determined in the fieldby a competent Engineer or Hydrogeologist. The perforated zoneis not permitted to extend abovethe lowest expectedstatic water level. This perforated zone shall not be placed to allow cascadingwater to occur within the well casing during static conditions. Also, this perforated zone shall notbe placed to allow the upward artesian flow from one aquifer to another. In order to prevent thecontinuous disinfection of the well, the non-perforatedsteelcasingmust extend to a minimum depthof 25' beneath the groundsurface. The length andwidthof the individual perforations shall be sized

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after a sieve analysis has been completed on the underlying aquifer material. These perforationsmust be coirectly sized in order to balance the maximum inflow of groundwater and the minimuminflowof aquifermaterial. Thecasing perforations shall complywith ARM 32.21.650. Finally, thebottom of the steel casing shall be left open in order to allow groundwater to enter through thisconduit.

3.6 CEMENT SEALING GROUT

Based on well log data from the vicinity of the proposed well, the cement grouting of the wellannularopening, which is thespace between the borehole andthe permanent casing, should conformwith ARM 36.21.656. This section pertains to the sealing of unconsolidated formations withoutsignificant clay beds. The cement scaling grout shall be a portland cement grout that conforms toASTM C-150. Thisgroutshallcontain a minimum of 5.3 sacks of portlandcement per cubic yardand a maximum of 5 gallons of water per 94 lb sack of cement. The maximum slumpshall be 4".Up to 5% by weight of bentonite clay maybe usedto improve flow and reduce shrinkage. No sandor gravel is to be usedin cement grout. The mixture, method of mixing, and the consistencyof thegrout should be approved by the Engineer.

3.7 SEAL

All impervious sealsuch asa bridge, packer, or bentonite layershall be placed at the bottom of theoversized borehole (35'). The purposeof this seal is to prevent the cement grout from infiltratinginto the producing formations and reducing the output of the well.

3.8 TERMINAL WELL CONSTRUCTION

The terminal well construction shallconform with ARM 36.21.647. The permanent 8" steel casingshould extend no less than 18" abovethefinished ground surface. The ground surface immediatelysurrounding the top of the well casing shall be graded so as to drain surface water away from thewell.

3.9 WELL CAP & VENT

The well casing shall include a factory manufactured vented well cap or fabricated vent capassembly. This cap will protect the well from the entry of rain water, foreign objects, andcontamination. The cap and vent assembly shall be conosion resistant and manufactured with ascrecned-vent oriented downward to prevent the entry Ofrain water.

The vent pipe, which is to be 1-1/2" schedule 40 PVC pipe, shall terminate in a down-turned

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position at or above the top of the casing. The down-turnedend of the vent pipeshall be coveredwith a 24 mesh non-corrosive screen. The pipe connecting the casing to the vent shall be ofadequate size to provide rapid venting of the casing. The vent cap assemblies shall be of suchdesign and strength as to be vandal resistant.

4.0 GENERAL WELL CONSTRUCTION

4.1 CONSTRUCTION OVERVIEW

The Contractor shall be responsible for leveling or grading the site as required for access andplacement of all drilling equipment. The well shall be drilled by the,air rotary method. Thematerial displaced by the bit shall be removed by a circulating drilling medium.

The well shall be drilled to the following diameters:

Approximate BoreholeDepth Diameter

00'-35' 12"

35' - 65' 8"

The well shall contain the following sized casings:

ApproximateDepth Range

00'-35'

00' - 65'

Nominal

Size

12" (temporary)8" (permanent)

Minimum

O.D.

12.750"

8.625"

4.2 SAMPLING OF FORMATIONS

The Contractor shall secure representative samples of all geologic materials encountered in theformations drilled in the well. These geologic materials shall be indicated on the well log reportform. According to ARM 36.21.667, thesesamples shall be taken as required by the following:

One sample at the beginningof each change in geologic material encountered.

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One sample for at least each 5' in non-water bearing formations or in highlyimpermeable material.

Two samples for each 3' drilled through a water bearing aquifer.

Samples shall be taken by methods selected by the Contractor to insure a representative sample ofthe material. Care shall be taken to accurately determine the depth of the material sampled.

Each sample shall be at least pint in size and shall be placed in cloth bags or plastic containers.Each sample container shall be clearly labeled with the location of the well, depth at which thesample was taken, the number of feet of formation that the sample represents, and the date and timetaken. The Contractor shall store all samples in a suitable and safe place until the drilling has beencompleted.

4.3 WATER SAMPLES

To determine the chemical, physical, and radiological quality of the groundwater which will beavailable from the public water well, water samples shall be obtained during or immediatelyfollowing constructionand development (ARM 36.21.668). Two 1-gallon samples will be required.The bottles containing the samples shall be clearly marked indicating the location of the well, thedate and time taken, and the depth from which the sample was collected. These water samples shallbe packed to prevent breakage and analyzed as quickly as possible.

Upon completion of the well, the water samples shall be submitted to a laboratory which is certifiedby the Montana Department of Environmental Quality (MDEQ) - Water Quality Division. Priorto sending the samples for analysis, the Contractor shall verify locations and certifications of labswith the Water Quality Division in Helena, Montana, Phone: (406) 444-4549. The following testsare required:

1. Die results of the chemical analysis must be reported to the MDEQ before the new public waterwell is activated as a public water supply. The water samples should be analyzed by a MDEQcertified lab for the following: calcium, magnesium, sodium, potassium, iron, manganese,chloride, sulfate, fluoride, total dissolved solids, total hardness as CaC03, total alkalinity asCaC03, lab turbidity, alkalinity phenolphthalein, arsenic, barium, antimony, beryllium, nickel,thallium, cadmium, chromium, lead, mercury, nitrate, selenium, silver, specific conductance,and pH. Also, the samples should be tested for volatile organic chemicals (VOCs, EPAAnalytical Method 524.2)and for synthetic organic chemicals (SOCs, EPA Analytical Methods505,515.5, 525.2, 531.1).

2. The radiological content of the water samples must also be determined and reported to theMDEQ - Water Quality Division. The gross alpha particle activity and the radium-226 andradium-228 concentrations, if required, shall be determined as follows:

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a. A grossalphaparticle activity measurement may be submitted for the required radium-226 and radiuni-228 analyses provided that the measured gross alpha particle activitydoes not exceed 5 pCi/1.

b. Where the gross alpha particle activity exceeds 5 pCi/1, the same or an equivalentsampleshall be analyzed for radium-226. If the concentration of radium-226 exceeds3 pCi/1, the same or an equivalent sample shall be analyzed for radium-228.

3. Upon completion of the well disinfection, one or more water samples shall be submitted forbacteriological analysis. Once the sample is taken, it must be forwarded immediately to thenearest State certified lab to prevent deterioration of the sample. Any delays caused bytransportation problems to the lab will require that additionalsamples be taken and shipped fortesting.

The chemical, physical, radiological, and bacterial quality of the water samples must meet thelimitations set forth by the MDEO - Water Quality Division before the well source can be placedinto service. Private certified labs shall be used for analyses of the above parameters to encouragepromptserviceand prevent timedelays in startup. The Contractor is to pay for all testing, samplingand shippingcostsas required herein. All certified test results shall be submitted to the Owner, theEngineer, and MDEQ - Water Quality Division.

If the following laboratories have maintained State certification, they can perform the requiredradiological and chemical analyses:

Energy I-aboratories Montana Environmental Lab1107 South Broadway P.O. Box 9100Billings, MT 59107 Bozeman, MT 59917-9962Phone: (406) 252-6325 Phone: (406) 582-1886

CDM-Acculab Hazen Research

11485 W. 48th Avenue 4601 Indiana Street

Wheat Ridge, CO 80033 Golden, CO 80401

The Contractor shall send instructions with the samples that are submitted to the laboratory,requiring that the analyses be as per State of Montana requirements.

4.4 LOG OF WELL

The Contractor shall keep an accurate log of the well and record all of the well drilling operationswhich shall provide the following information:

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1. The reference point for all depth measurements;

2. The depth at which each change of formation occurs;

3. The depth at which the first water was encountered;

4. The location and thickness of each aquifer;

5. The identification of the material of which each aquifer is composed;

6. The depth interval from which each water sample was taken;

7. The depth of the static water level (SWL) and observable changes in SWL with well depth;

8. Total depth of completed well;

9. Location limits of lost circulation zones;

10. Depth of well seal;

11. The nominal diameter of well bore;

12. The quantity of cement grout installed for the surface seal;

13. The depth and description of the well casing;

14. Data regarding the casing perforations; and

15. Development and pump test records.

4.5 STRATIGRAPHIC LOG

A stratigraphic log shall be prepared to accompany theset of drilling samples, noting: (1) depth;(2) strata thickness; and (3) lithology, includingsize, range, and shape of constituentparticles, aswell as particle roundnessand rock type. The material shall be described according to the U.S.G.S.standard grade size scale as follows:

MATERIAL CLASSIFICATION

Gravel

Very coarse sandCoarse sand

13

Medium sand

Fine sand

Very fine sandSilt and Clay

4.6 TEMPORARY WELL CASING INSTALLATION

A 12" borehole is to be drilled to a depth of approximately 35'. The Contractor is to install atemporary 12" (nominal)steel casing within the borehole. The purpose of this casing is to preventthe borehole from collapsing during the installation of the permanent 8" steel casing. Also, thiscasing will insure that a 2" thick layer of the cement grout will surround the entire permanent 8"casing. This temporary casing will be removed as the well is sealed in accordance with ARM36.21.656.

4.7 PERMANENT WELL CASING INSTALLATION

The permanent 8" (nominal) steel well casing willbelowered into the oversized borehole to a depthof 35'. Steel casingcentralizers shallbeutilized to insure the permanentcasing is properly centeredwithin the borehole. The casing will then be driven via the drill/drivemethod to an approximatedepth of 65'. This casing shall extendabove the finished ground surface no less than 18". All thecasingjoints shall be welded or screw coupled and shall be watertight. If welded casing joints areused, the weld shall be a fullpenetrating weld at least equal in thickness to the wall thickness of thecasing. Weldedcasingjoints shallhave a tensile strength equal to or greater than that of the casing.The permanent casing shall be left open on the bottom end so groundwatcr can enter through thisconduit.

4.8 INSTALLATION OF CASING PERFORATIONS

Thelength of the perforated zonein the 8"permanent steel casing shall bedetermined in the fieldduring the drilling operation by a competent Engineer or Hydrogeologist. Once the aquifer zonehas been delineated, thecasingcan be perforatedaccordingly. A sieve analysis must be performedto determine the correct length andwidthof the individual perforations. The results from the sieveanalysis should be shown to the Engineer overseeing the project. The perforated casing shallconform with ARM 36.21.650.

4.9 PLUMBNESS & ALIGNMENT

The borehole and well casing shall be set round, plumb and true to line as defined herein. Thecompleted well shall be sufficiently plumb and straight so that there will be no interference with

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installation, alignment, operation or future removal of the permanent pump. To demonstrate thecompliance of his work with this requirement, the Contractor shall furnish all labor, tools andequipment and shall make the tests described by, and to the satisfaction of, the Engineer. Tests forplumbness and alignment must be made after the complete construction of the well and before itsacceptance by the Engineer. Additional tests, however, may be made by the Contractor during theperformanceof the work. Plumbness and alignment tests shall be described as listed below. Thispublic water well shall be tested for plumbness and alignment in accordance with AWWA AlOO.

The Engineer may waive the requirements of this section for plumbness if, in his judgement:

(a) The Contractor has exercised all possible care in constructing the well and thedefect is due to circumstances beyond his control;

(b) The utility of the completed well will not be materially affected; or

(c) The cost for necessary remedial measures will be excessive.

In no event will the provisions of this section with respect to alignment be waived.

METHODA

PLUMBNESS•T

Plumbness and alignment shall be tested by loweringa section of pipe or dummy into the well toa depth of 60' (lowest anticipated pump setting). Theouter diameterof the plumb shall not be morethan 1/2" smaller than the 8" diameter permanent well casing. If a dummy is used, it shall consistof a rigid spindle with three rings, each ring being not more than 1/2" smaller than the 8" diameterpermanent casing. The rings shall be truly cylindrical and shall be spaced one at each end of thedummy and one in the center thereof. The central member of the dummy shall be rigid so that itwill maintain the alignment of the axis of the rings.

Should the dummy fail to move freely throughout the length of the well casing to a depth of 60'(lowest anticipated pump setting) or should the well vary from the vertical in excess of 2/3 thesmallest inside diameter of the casing per 100' of depth, the plumbness and alignment of the wellshall be conected by the Contractor at his own expense and, should he fail to correct such faultyalignment or plumbness, the Engineer may refuse to accept the well.

METHOD B

PLUMBNESS

Plumbness shall be tested by lowering into the well casing to a depth of 60' (lowest anticipatedpump setting), a cylindrical plumb bob (12"-14" in length) and measuring the displacement of the

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plumb line at the top of the casing as described hereinafter. The cylindrical plumb bob shall havean outside diameter not less than V4" smallerthan the insidediameter of the 8" permanent casing andshall beheavy enough tostretch the plumb line taut. A W wire cable makes a good line that doesnot kink easily.

The line may be suspended from the derrick of a drilling machine or from a tripod with a winch.An adjustable guideshall be provided so that the plumb bob will hang in the exact center of the topof the well casing. The guide block shall be mounted so that the vertical distance from thecenterline of the guideto the top of the casing is exactly 10'. With the plumb bob adjusted exactlyin the centerof thecasingat the top, the testis conducted by loweringthe plumb bob at 10' intervalsand recording the distance that the plumb linemoves off center at the top of the casing. Drift of thecasing in inches at any depth is the measured displacement in inches of the plumb line multipliedby the total length in feet of the line between the guide block and plumb bob. This value is thendivided by the fixed distance in feet between the guide block and top of casing (10').

Should the drift of the casing between any two measurements at 10* intervalsexceed W or shouldthe well vary from thevertical in excessof % the smallest inside diameterof the casingper 100' ofdepth, the plumbness and alignment of the well shall be corrected by the Contractor at his ownexpenseand, shouldhe fail to correct such faulty alignment or plumbness, the Engineer may refuseto accept the well.

4S0 SEALING & CEMENT GROUTING

Thispublic water well shall bewatertight to such a depthas may be necessary to exclude pollution,but in no case shall thecement sealing grout be less than 18' in depth from the ground surface. Theannular opening between the permanent 8" steel casing and the temporary 12"steel casing shall befilled with cement grout to a minimum depthof 18' in order to exclude pollution. The length ofgrout for this well shall be approximately 35'. As the cement grout is circulated in the annularopening, thetemporary 12" casing is removed. Between the water-bearingaquifer and the cementgrout, an impervious seal will be necessary to preventthe downward movement of the grout intothe aquifer. This seal can either be a bridge, packer, or layer of bentonite.

Before proceeding with theplacing of the grout, the Contractor shall secure the Engineer's approvalof the method heproposes tousebefore starting thework. The permanent 8" steel well casing shallbe sealed in accordance with ARM 36.21.656 - "Sealing Of Unconsolidated Formations WithoutSignificant ClayBeds." No method will beapproved thatdoesnot specify the forcing of grout fromthe bottom of the annular space up towards the surface. The grouting shall be done continuouslyand in such a manner as will insure the entire filling of the annular space in one operation. Nodrilling operations or other work in the well will be permitted until the grout has firmly set. Theminimum setting time shall be 72 hours and this may be reduced if the Contractor can demonstratethat the cement grout has taken an adequate set as determined by curing a sample of grout undersimilar conditions to that placedin thewell. Quicksetting cement may be used to accelerate setting

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time. The general specifications for water well sealing shall conform to ARM 36.21.654.

4.11 WELL DEVELOPMENT

4.11.1 General

Upon completion of the well and before conducting the yield and drawdown tests, the Contractorshall surge and develop the well to remove all fines, drill cuttings, mud, drilling fluids, andadditives. The methodof developingand length of time of development shall be determined by theContractor, Engineer,or Well Ownerdependent on the typeof water bearingformation encountered.The well development shall employ appropriate techniques designed to bring the well to itsmaximum production capacity and to optimize the well efficiency, specific capacity, stabilizationof aquifer materialand control of suspended solids. The development work should be started slowlyand gently and increase in vigor as the well is developed.

The development shall continue until the following conditions have been met:

1. Sand content shall average not more than 5 mg/1 for a complete pumping cycle of twohours at the maximum production capacity.

2. No less than 10 measurements shall be taken at equal intervals to permit plotting of sandcontent as a function of time and production rate for the determination of average sandcontent for each cycle.

3. There shall be no increase in specific capacity during at least 24 continuous hours ofpumping and surging.

4.11.2 Development Test

The well shall be developed usinga test pump. The capacityof the pump used for development ofthe well shallbe 270 gpmat a well setting depth of 60', The pump shall be set at a depth in excessof the anticipatedpumping level. The pumping equipment shall permit adjustable flow rates for thepumping. Discharge pipingshall be provided of sufficientdiameter and length to conduct water toa point 200' from the well. Pipingshallbe completewith orifices, meters, or other devices that willaccurately measure the flow rate.

4.11.3 Measurement of Operating Parameters During Development

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4.H.3.1 Discharge Rate

The device used to measure the pumpdischarge rate shall have a minimum accuracy of 95%.

4.11.3.2 Water Elevation

Water elevations in the well shall be measured accurately for each pumping rate.

4.11.3.3 Measurement of Sand Content

Sand content shall be measured using a Calibrated PetroTubeor a Centrifugal SandSampler.

4.12 PERFORMANCE TESTING

4.12.1 Pump Testing

After the well has beencompletely constructed, developedand cleaned, the Contractorshall notifythe Engineeror Owner and shall make the necessary arrangements for conductinga final pumpingtest. Yield and drawdown tests shall be performed on every production well after construction orsubsequent treatment and prior to placement of the permanent pump.

The Contractor shall furnish and install necessary pumping equipment capable of pumping to therequired point of discharge at a maximum capacity in excess of the anticipated lift and finalproduction capacity of thewell. Theminimum capacity of the pump used for test pumping the wellshall be 270 gpm at a well setting depth of at least 60'. The pumping level shall be field determineddepending on thestatic water level anddrawdown in the well. Throttling devices shall be providedto control the discharge to match the capacity of the aquifer and stabilize the drawdown. Theminimumpumpingcapacity shall be 1.5 times the anticipated well pumping capacity of 180 gpm.The final pump test shall establish the realistic well capacity.

The pumpingunit shallbe complete withdrive unitcontrols and appurtenances and shall be capableof being operated without interruption fora period of 24 hours at 1.5 times the anticipatedpumpingrate. The Contractor shall furnish a power source to drive the pump.

4.12.2 Test Methods

Whileperforming the following pumping tests, waterlevels in monitoringwells or production wellsthatare in the vicinity of the proposed well should also be monitored. These water levelswill help

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determine the site-specific hydraulic parameters of the aquifer.

4.12.2.1 Step-Drawdown Test

A step drawdown test shall be conducted to determine well capacity and to obtain data for the finaldesign of the production pump.

1. The well shall be pumped at progressively increasing fractions of the maximum dischargecapacity as determined during the final development phase.

2. The length of each discharge step shall be long enough to plot a straight line trend ofdrawdown versus log cycle of time since pumping began.

4,12.2.2 Constant Rate Test

After the step-drawdown test, a constant rate test shall be conducted at a designated capacity todetermine time vs drawdown characteristics of the pumped well.

1. The well shall be pumped at a constant rate until a straight line trend is observed on a plotof water level versus the logarithm of time (i.e. 8 hours of continual pumping where thedrawdown does not fluctuate more than 0.25").

4.12.2J Yield and Drawdown Test

Yield and drawdown tests shall conform with ARM 36.21.664. These tests shall:

1. Be performed in the well after construction or subsequent treatment and prior toplacement of the permanent pump;

2. Have the test methods clearly indicated in the project specifications;

3. Have a test pump capacity, at maximum anticipated drawdown, at least 1.5 times thequantity anticipated;

4. Provide for constant rate pumping at 1.5 times the anticipated pumping rate for atleast 24 hours. The anticipated pumping rate is 180 gpm; therefore, the designpumping rate is 270 gpm. Data collection shall begin at time zero. The test may beterminated if stabilized drawdown occurs for at least six hours during the test. If thedesign pumping rate is 35 gpm or greater, the minimum stabilized drawdown period

19

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shall be at least eight hours; and

5. Provide the following data:

a. Static water level;

b. Starting time and ending time for each test cycle;

c. Pumping rate;

d. Pumping water levels taken so as to provide at least 10 evenly spaced data points perlog cycle of time (in minutes) on a time-drawdown plot; and

e. Water recovery levels taken so as to provide at least 10 evenly spaced data points perlog cycle of time (in minutes) on a time-drawdown plot.

All pump test data mustbe reported to theMDEQ before thenewpublic water well can be activatedas a public water supply.

4.12.3 Water-Level Measurements

Water-level measurements shall be obtained prior to, during, and after the pump test in order toacquire background information (static water levels), the effects of pumping (pumping water levels),and a profile of recovery of the water level from the pumping level to the original state.Themeasurement frequency of waterlevels during pumping shall be such that adequate definition of thetime vs drawdown data is made available. The Contractor shall maintain a record of drawdown and

yieldby takingreadings at 10minute intervals for thefirst hour, 20 minute intervals for the next twohouis, and each hour for the remainder of the test. The duration of the test shall be at least 24 hours.

4.12.4 Pumping Test Interruption

The Contractorshall conduct the pumping testwithoutany interruption or fluctuation that will affectthe accuracyof the required pumpingresults. The anticipated pump capacity for the well shall be67% of the design test capacity of the well.

4.13 CLEANING & DISINFECTING

Well disinfection shall beprovided in accordance with ARM36.21.662(1). After the well has beencompletely constructed and tested, it shall be thoroughly cleaned of all foreign substances, includingtools, timbers, rope, debris of any kind, cement, oil, grease, joint dope and scum. The well casing

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shall be thoroughly swabbed, using alkalis if necessary, to remove oil, grease or joint dope.Followingthe completion of the public water well, and againafter the pumping equipment has beeninstalled, the well and its equipment shall be disinfected by thoroughly agitatingand mixing in thewell a solution containing enough chlorine to leave a residual of 25 ppm throughout the well aftera period of 24 hours. After the completion of the disinfection operation, the well shall be pumpedto adequately flush the well of the disinfectant. One or more water samplesshall then be obtainedin sterilized containers and Shippedto the MDEQ for bacteriological analysis. If samples prove tobe unsatisfactory, the Contractorshall be required to repeat the disinfectant process until satisfactoryresults are obtained, unless the cause of pollution can be attributed to other sources.

4.14 PROTECTION OF WATER QUALITY

The Contractor shall take such precautions as are necessary to prevent contaminated water or waterhaving undesirablephysicalor chemical characteristics from entering the aquifers through the drillhole. He shall also take all necessary precautions during the construction period to preventcontaminated water, gasoline, etc., from entering the well through the drill hole or by seepagethrough the ground surface. All water used in drilling operations shall be clean potable water. Inthe event that the well becomes contaminatedor that water having undesirable physical or chemicalcharacteristics does enter the well due to the neglect of the Contractor, he shall at his own expense,perform such work or supply such casings, seals, sterilizing agents or other materials as may benecessary to eliminate the contamination.

4.15 WELL ABANDONMENT

Until a well is permanently abandoned, all provisions for the protection of the water againstcontamination and for maintaining safe, sanitary conditions around the well, shall be carried out.Upon abandonment, the well shall be sealed with a cement grout for the entire depth. The groutshall be applied to the hole through a pipe tremie or baler. No payment will be made for a wellabandoned at the request of the Contractor. If a well is abandoned due to Contractor error orrequest, a new well shall be drilled adjacent to the abandonedwell and shall be drilled in accordancewith the specifications and at the Contractor's expense.

A complete, accurate record shall be kept of the entire abandonment procedure to provide detailedrecords for possible future reference and to demonstrate to the governing state or local agency thatthe hole was properly sealed. The record shall include:

1. Depth of Seal;

2. Quantity of sealing material;

3. Static water level; and

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4,16 CLEANUP

The Contractor shall restore the drill area to a state of cleanliness. Drilling cuttings shall beremoved and disposed of away from the site. Waste pits shall be pumped out and backfilled withmaterial from the original excavation.

22

MEADOW VILLAGE - WATER SYSTEM

IMPROVEMENTS

C. WATER MAIN SPECIFICATIONS

1.0 INTRODUCTION

The following specifications are for the water main improvements at the Meadow Village in BigSky, Montana. These specifications include the materials used for the construction of the watermain, including fittings, valves, and otherrequired appurtenances. Also, the well components whichare housed within the well casingsuch as the submersible pump, check valve, pitless adapter, anddrop pipe are included in this specification section.

These water main specifications were derived from the Montana Department of Health &Environmental Sciences (MDHES) CircularWQB 1 "Standard for Water Works & Circular WQB3 "Standards for SmallWaterSystems". Also, the MontanaPublic WorksStandardSpecifications,Fotfrth Edition, 1996 was consulted.

2.0 GENERAL

The following special provision itemsare included to supplement the standard specifications andare to clarify items of a non-standard nature. These provisions are a part of the overallspecifications for this Contract and as such shall be regarded in a like manner during the biddingprocess and during the construction phase.

2.1 PROJECT SCHEDULE

The Contractor shall complete the project within 25 consecutive calender days of contract time.Subject to the provision of the Contract Documents, the Owner shall be entitled to liquidateddamages for failure of the Bidder to complete work within the specified contract time (25 days).The Bidder agrees to pay liquidated damages for both the compensation to the Owner for non-useof the competed work and for compensation to the Owner for expenses incuned by the Owner forunscheduled employment of the inspecting Engineer during the contract time overrun.

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As compensationfor non-use, the Contractor shall be assessed a liquidated damage of $300.00 percalender day for each day the work remains uncompleted beyond the contract period. Ascompensation for expenses incurredfor unscheduled employment, the Contractor shall be assessedan additional liquidated damage equal to the expense incurred but not more than $550.00 percalender day for each day that the work remains uncompleted beyond the contract period

2,2 SITE PROTECTION

Limits of construction are noted on the plans. Equipment storage, material storage and constructionwork shall remain inside of the limits noted. Additional area for storage may be requested to theOwner or Engineer by the Contractor.

2.3 TOPSOIL REMOVAL & REPLACEMENT

Topsoil Removal - This item shall consist of the removal and disposal of trees, stumps, brush,vegetation and other objectionable matter occurring within the clearing limits or which interferewith grading and embankment as detailedin MPW Standard Specifications - Section 02230 "StreetExcavation, Backfill& Compaction". The Contractor shall remove the top 6" of material (topsoil)in all known construction areas prior to the start of excavation. The topsoil shall be stock piled oneither side of the excavation area or in a central location. After construction is complete, theContractor shall replace the topsoil over the excavated areas.

2.4 GROUNDWATER

Priorto discharging anygroundwater to State surfacewaters such as rivers, streams, or creeks (byway of direct inputor throughdrainagecourses), the Contractor shall contact the MDEQ and abideby any directions or instructions given to him by this department or the overseeing Engineer.

Contractor Note: Groundwater may be encountered during the excavation for the water main.Removal of the groundwater shall be in full compliance with MPW Standard Specifications -Section02221 "Dewatering". This item will not be paid as a separate item, but shall be considereda part of the water main installation.

2.5 SHOP DRAWINGS, PROJECT DATA. & SAMPLES

The Contractor shall submit 7 complete copies of all materials to be used on the site to the Engineerfor review and approval. The Contractor's submittal shall be bound with references to pay items.The intended model, size, and/or option to be purchased must be specified in the submittal. TheContractors' should allow 5 working days for review of their submittal.

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Two weeks prior to the pre-construction meeting, the Contractor is required to submit his shopdrawing documents to Gaston Engineering & Surveying at 211 Haggerty Lane or P.O. Box 861,Bozeman, MT 59715. If the contractor fails to submit the required shop drawings before the startof construction, the Contractor will be denied access to the construction site and the constructionoperation will be postponed until the required information ivS submitted and approved by theEngineer. If postponement is enforced at the discretion of the Engineer, no additional cost will beassessed against the Owner.

2.6 DELIVERY, STORAGE & HANDLING

All materials to be used in the construction of the water main shall be initially loaded, transported,unloaded, and stored on-site in accordance with the manufacturer's recommendations andrequirements. On-site storage sites shall be pre-approved by the Engineer.

2.7 UMITS OF CONSTRUCTION

The Owner has established limits of construction for the purpose of providing adequate access tothe Contractor and his workmen during the constructionof the water main. The Contractor shallremain within the limits of these easements and right-of-ways for all construction activities.

2.8 EXISTING UTILITY MAINTENANCE

Whereencountered duringconstruction, the Contractorshall maintaincontinuity of all utilities (LB:water and sewer systems). The Contractor shall insure properoperation of any existing water orsewer system during and after construction.

2.9 WATER MAIN COVER

The water main shall have a least 6.5'of coverplaced on top of it. This 6.5' of cover will insure thewater main is constructed beneath of the frost zone, which usually extends down to a depth of 3' or4'.

2.10 SEWER & WATER MAIN CROSSINGS & SEPARATIONS

Horizontal and vertical separation between waterandsewermains shall complyfully with the MPWStandardSpecifications - Standard Drawing No. 02713-2. A minimum 18"vertical separation shallbe required between theoutside of eachpipe. Also,a minimum 10' horizontal separation is requiredfor parallel orientated water and sewer mains.

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3.0 MATERIALS & INSTALLATION

3.1 MATERIALS

All materials used to complete this project shall conform to the specifications detailed in theappropriate sections of the MPW Standard Specifications (Fourth Edition - 19%).

3.2 TOTAL DYNAMIC HEAD

The total dynamic head (TDH), which includes the static head, pressure head, and hcadloss, is themost important factor in the design and sizing of the water well pump, water main, fittings, valves,and appurtenances. For the well location shown on the attached plan sheets, the maximum TDH hasbeen calculated to be 350'. This TDH of 350', which includes an allowable factor of safety, will beused in the sizing of the following Meadow Village water system improvement materials. (See theENGINEERS REPORT for a discussion of reasons why a TDH of 350' was used in this design.)

3.3 PUBLIC WATER WELL PUMP'T '*

The water well pump that is to be installed will be required to discharge groundwaterat 180 gpmagainst a TDH of 350'. The pump shall be required to have a 3" (NPT) outlet so a 3" galvanizedsteel (Schedule40) drop pipe can be threaded to it. A Grundfos submersible pump is recommendedor approved equal.

Submersible Pump Requirements:

180 gpm eg: 350 TDH50% -70% Efficient

3450 RPM

3" (NPT) outletPump: Grundfos or approved equalMotor: Grundfos or approved equal

Accessories

NEMA 4 circuit breaker

Magnetic starterH.O.A. switch

O.L. Heaters

26

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NOTE: These accessories should all be contained in a single watertight panel box.This water well shall contain a submersible turbine pump and motor. The pump shall bemanufactured by Grundfosor approved equal. The pumpmotorshall be manufactured by Grundfosor approved equal. The Contractor shall submit 7 copies of the technical data on the pump andmotor with accessories to the Engineer before ordering.

The pump shall be set at a depth of approximately 60' or a minimum of 5' above the bottom of thecasing. It should be installed level and plumb, free of binding and vibration. Circuit breakersmatching the NEMA specifications shall be installed in the pumphouse to insure easy disconnectionof the power during maintenance. The pump installation and wiring shall be in accordance with allelectrical codes.

3.4 CHECK VALVE IN WELL CASING

The 3" diameter silent check valve located in the well casing must be able to withstand a maximumpressure of 150 psi. To insure an allowable factor of safety, it is recommended that the silent checkvalve be in the 250 lb. A.S.A. pressure class. A silent check valve with threaded connections isrecommended. The Contractor shall submit 7 copies of the check valve specifications to theEngineer before ordering. The check valve shall be installed directly above the well pump.

3.5 PITLESS ADAPTER

The pitless adapter shall be a Maass Model J Weld-On Pitless Adapteror approved equal. A model8J3 Maass adapter will be required since it allows a 3" discharge and a 3" drop pipe to connect toit. By permanently installing the adapter by welding, its strength and durability will be increased.The adapter must be watertight and be of materials and weight at least equivalent and compatibleto the permanent steel well casing. The Contractor shall submit 7 copies of the pitless adapterspecifications to the Engineer before ordering. The pitless adapter shall be installed 6.5' beneath theground surface.

3.6 DRAWDOWN & MONITORING EOUIPMENT

Drawdown and monitoring equipment shall be installed in the well and shall consist of corrosionresistant PE tubing firmly attached to the drop pipe or pipe column at 10' intervals. Care shall betaken as the drop pipe is lowered into the well to insure that the length of tubing (drawdovwi andmonitoring equipment) in the well is known at all times and that the inside of the tubing remainscompletely clear of any obstructions of any type. All coupling work shall be done in such a mannerthat all joints are air tight. The tubingshallbe cappedwith a protective cap to eliminate the entranceof contamination. The purpose of the tubing is to monitor water levels and to check drawdown witha pressure gauge and air pump.

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3.7 DROP PIPE

The 3" diameter drop pipe shall be composed of Schedule 40 galvanized steel capable ofwithstanding pressures up to 150 psi. Approximately, a 40' - 45' piece of drop pipe shall bethreaded to the silent check valve that is situated directly above the pump. The pitless adapter,which is located 6.5' beneath the ground, is to be threaded to the top of the drop pipe. An upperpiece of drop pipe, which will be approximately 8' long, shall be threaded to the top of the pitlessadapter and extend to a minimum of 18" above the finished ground surface. A protective well capwill be fitted on the top of the drop pipe.

3.8 CONCRETE VALVE PIT

A 6' diameter concretevalve pit shall be located approximately 20' away from the well. This valvepit, which is to contain a gravel floor/base, shallbe composed of two4' long, precast concrete, barrelsections stacked on top of one another. These precast concrete sections shall conform to thespecifications for ASTM C478 "PrecastReinforced Concrete Manhole Sections." The gravel floorin the pit shall be 10" thick and be composed of ^4" washed aggregate. In order to reduce thesettlementof the pit, six CMU blocks shouldbe strategically placed around the bottomof the valvepit. Beneath these blocks the subbase is to be compacted until Engineer's approval. The purposeof the valvepit is to house a silent check valve, a remote sensingflowmeter, a pressure gauge andsnubber, a smooth nose sampling bib, and anair & vacuum release valve.

A precast concrete, flat top lid, which conforms with ASTM C478 "Precast Reinforced ConcreteManholeSections", shall be placed on topof the valvepit. This lidshallcontaina 24" diameter holethat is offset to one side. The 24" diametercast iron ring and cover, which fit directly over the holein the lid, shall be in accordance with MPW Standard Drawings 02722-6 and 02722-7. Themanhole cover shall be the 2-hole type. Both the ring and the cover shall be manufactured byMunicipal Castings, Inc., or approved equal. The finished ground surface shall be 1" - 3" lowerthan the manhole cover. Approximately 2' away from this cover, the finished ground surface shallbe graded away for drainage purposes.

The valve pit shall be installed in a leveland plumbposition. The pit shall also be installedwithseveral manhole steps for maintenance purposes. These steps are required to be of the non-corrosive type, 12" in width, and consist of a Vi" steel rod encased with polypropylene. The steps,which should be placed 16" apart, shall be manufactured by M.A. Industries, Inc., or approvedequal. These steps are to withstand vertical loads of 400 lbs and pull-out resistance of 1000 lbs.

Finally, two pipe holes, which are to be placed 1.5' above the bottom of the lower banel section,shall be 5" in diameter. These holes shall be 2" larger than the diameter of lateral water main. Thepipe holes are oversizedto compensate for further settlement of the valve pit. After the water mainis inserted through the pit, the annular space in the pipe hole is to be filled with a sandy cement

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grout. This grout, which is required to have a high sand ratio, will break out of the pipe hole ifsettlement occurs. This is designed to prevent the over-stressing of the water main. Otherconstruction materials could be used to fill the extra space surrounding the pipe; however, theseneed engineering approval.

3.9 WATER MAIN - 1ST SECTION

The first section of the water main that lies between the well and the valve pit shall be an 18' pieceof 3" diameter, CL 52 ductile iron pipe (DIP). The DIP water main shall conform to the provisionsof AWWA C151, American NationalStandard For Ductile Iron Pipe. The interior of the DIP shallhave a cement mortar lining conforming to the requirements of AWWA C104. The outside surfaceof the pipe shall receive a bituminous coal tar base coating approximately 1 mm thick. The watermain shall be successfully connected to the threaded pitless adapter by utilizing a 3" diameterthreaded companion adapter and a 3" diameter uniflange (adapter flange). The 3" diameter CL 52DIP shall be inserted through the 5" diameter pipe hole in the valve pit approximately 1'. A 3"diameter uniflange shall be connected to the CL 52 DIP in the valve pit to allow for a flangedconnection.

3.10 CHECK VALVE IN THE VALVE PIT

A 3'" diameter silent check valve with flanged connections (F x F) shall be bolted to the uniflangeon the 3" diameter CL 52 DIP. The check valve shall belong to the 250 lb A.S.A. pressure class.The recommended silent check valve is the APCO Series 600 Globe Style - Model No. 653. Thisvalve is recommended becauseof its length - 6". Other check valves will be considered; however,they must be 6" or less in length.

3.11 SPOOL

A short 3" diameter, CL 52 DIPspool shall be bolted to the flanged connectionon the check valve.The length of the spool shall be determined during construction. Instead of using a pre-manufactured spool, a short pieceof 3" CL 52 DIP and two uniflanges can be substituted.

3.12 FLOW METER

The flow meter, which will be horizontally positioned in the valve pit, shall be a 3" diameter remotesensing meter. The recommended meter is a Schlumberger Industries, Inc. - Neptune HighPerformance Turbine flow meter . This particular meter has a maximum working pressure of 150psi, remote sensing capabilities, a length of 12", and flanged connections (F x F). This meter isrecommended because of its short length. Other flow meters will be considered; however, they must

29

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be 12" or less in length.

3.13 PRESSURE GAUGE

The pressuregaugemusthavea minimum 2" diameter dial and read pressures between0 - 150 psi.It shall also be equipped with a Ray Pressure Snubber and shut off as manufactured by Joseph G.Pollard Co. Inc. This pressure gaugeshall be inserted in the valve pit upstream of the silent checkvalve. It must be located where positive pressure is maintained.

3.14 WATER MAIN - 2ND SECTION

The second section of the water mainshall be a 6' piece of 3" diameter CL 52 DIP. This section ofthe water main shall be connected to the flanged flow meter in the valve pit with a 3" diameterflanged coupling adapter. Thisadapter will allow forany necessary field adjustments. This 6' pieceof 3" diameter CL 52 DIP shall extend from 1' inside the valve pit to approximately 5' outside thepit where it will connect to a 3" gate valve.

3.15 SMOOTH NOSE SAMPLING BIB

The only requirements for thesmooth nose sampling bib are that no interioror exterior threads canbe present and no screen can exist. It must be located where positive pressure is maintained.

3.16 AIR & VACUUM RELEASE VALVE

The APCO Series 140 - Model 141 air & vacuum valve, which has a (NPT^ inlet, isrecommended or approved equal. Thedown-turnedspoutextending from the top of the value mustbe 18" or more off the gravel floor and covered with a 24 mesh corrosion resistant screen. It shallbe located upstream of the silent check valve in the valve pit.

3.17 PIPE SUPPORTS

The steel pipe supports shall be of the Grinnel type.

3.18 GATE VALVE & BOX

The first gate valve and box shall be located approximately 5' outside the valve pit. It shall be a 3"diameter Mueller Resilient Wedge Gate Valve with a box or approved equal. The gate valve shall

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have mechanical joint connections (MJ x MJ). This gate valve must comply with MPWStandardSpecifications - Section 02718 "Water Valves And Fire Hydrants". The required thrust blockingand anchoring must conformwith the MPW StandardSpecifications - Standard Drawing No. 02718-1.

3.19 WATER MAIN - 3RD SECTION

The third section of the water main shall be a 5' piece of 3" diameter CL 52 DIP. It shall extendbetween the gate valve (MJ x MJ) and the 6" x 3" reducer (MJ x MJ).

3.20 6" x3" REDUCER

A 6"x 3" reducer shall be used to increase the water main diameter from 3" to 6". This reducer,

which shall be positioned approximately 5' from the gate valve, shall have mechanical jointconnections (MJ x MJ). The required thrust blocking for a reducer shall conform with MPWStandard Specifications - Standard DrawingNo. 02713 - 1.

3.21 WATER MAIN - 4TH SECTION

The fourth section of the water main shall consist of approximately 410' of 6" diameter CL 200 FVCpipe. The PVC pipeshallmeet the requirements of AWWA C900, Polyvinyl Chloride Pressure Pipemade to ductile iron O.D.'s for "Push-On" joints. The pipe joints shall be bell and spigot with anelastomeric gasket.

3.22 90 DEGREE BEND FITTING

One 90 degree bend fitting with mechanical joint connections (MJ x MJ) shall be installedapproximately 80' from the well location. This fitting shall conform with MPW StandardSpecifications - Section 02610A "Water Main Materials". The thrust blocking shall comply withMPW Standard Specifications - Standard Drawing No. 02713 - 1.

3.23 GATE VALVE & BOX

The second gate valve shall be a 6" diameter Mueller Resilient Wedge Gate Valve with a box orapprovedequal. The gate valve, which shalla mechanical joint and a flanged connection (MJ x F),shall comply with MPW Standard Specifications - Section 02718 "Water Valves And FireHydrants". The required thrust blocking and anchoring must conform with the MPW StandardSpecifications - Standard Drawing No. 02718 - 1. The 6" diameter gate valve shall be located

31

i

l'.'-. I? . ..

/ '-. Vv/

. • , -I!

l."'- ' i

;;}j.

H'I

n

n

n:

n

r'rjn

n

approximately V from the water main connection beneath Little Coyote Road.

3.24 TEE CONNECTION

A 6" X6" X6" tee (MJ x MJ x F) along with a 6" diametersolid sleeve connectorshall connect the6" diameter gate valve (MJ x F) with the 6"diameterA.C water main located beneath Little CoyoteRoad. This tee fitting shall comply with MPW Standard Specifications - Section 02610A "WaterMain Materials.

4.0 WATER SYSTEM PIPING

4.1 MATERIALS

All the water main materials (galvanized steel, DIP and PVC) used to complete this project shallconform to the specifications detailed in the MPW Standard Specifications - Section 02610A"Water Main Materials".

4.2 FIFE BEDDING

Pipe bedding shall conform to MPW Standard Specifications - Section 02221. No separatepayment shall be made for this item butwill be considered as part of thepipeinstallation.

4.3 PIPE INSTALLATION

Pipe shall be installed in accordance with the manufacturer's specifications and instructions forinstalling the type of pipe used unless modified or changed in the Special Provisions. TheContractor shall provide all tools and equipment includingany special tools designedfor installingeach particular type of pipe used.

4.4 WATER MAIN

Thepipes, fittings, valves, and other appurtenances normally used for watersupply anddistributionsystems shall comply fully with MPWStandard Specifications- Section 02713 "Water Mains".This section pertains to the furnishing and installing of pipe and fittings, construction of thrustblocking, testing, cleaning and disinfecting of mains and other related work. Water mains and

32

m;- V 0 I.'.

' 'I- ,

• • i. '

^r: n

• !•' 1.-'

i- »j: - '-J. •y-tV'

v -M I i-y-

r--.u 'irlj

iT/U-Ji- 'V'.t. . .'.j:> .-• "t ' " I'i.".;; . \ <ji, - "l.

. f • ; i.' 'r^OL. ir'" "•;>!- •• :.'i • "

^ . ;; - i-. . .i-' ' . ryili - 1-.1'

• V .<• j:

•"l •• •

,'i' iH.-; -r-.iq i'"'I iV

•:• m

'Id' ' • r:. ;• • y.ii

services shall have a minimum of 6.5' of earth cover over the pipe.

4.5 WATER VALVES

The water valves used in this project must comply fully with MPW Standard SpecificationsSection 02718 "Water Valves And Fire Hydrants".

4.6 TRENCH EXCAVATION & BACKFILL

The trench excavationand backfill for this water main project shall conform with MPW StandardSpecifications - Section 02221 "Trench Excavation And Backfill For Pipelines & AppurtenantStructures".

4.7 STREET EXCAVATION, BACKFILL, & COMPACTION

This item shall comply with MPW Standard Specifications - Section 02230 "Street Excavation,Backfill, & Compaction." The asphalt that is needed to be removed in Little Coyote Road shall bevertically cut.

4.8 ASPHALT REPLACEMENT

An asphalt tackcoat, which conforms with MPW Standard Specifications - Section02502 "AsphaltPrimeAnd/Or Tack Coat", shall be applied to the vertically cut faces of the existing asphalt. Theasphalt replacement in Little CoyoteRoad shall fully comply with MPW Standard Specifications -Section 02503 "Hot Plant Mix Asphalt Concrete Base And Surface Course - New And OverlayApplications. This itempertains to the asphalt pavement trench restoration in LittleCoyoteRoad.The hot plant mix shall be 3" thick or the thickness of theexisting road surface.

4.9 TESTING & DISINFECTION OF WATER MAINS

Duringthe course of construction, theContractor shall at all times keep all pipe, valves, fittings andappurtenances free of debris and groundwater infiltration. Prior to connectingthe pipes, valves, andfittings, the Contractor shall swab out all valves and fittings with a disinfecting solution. Uponcompletion of the water main installation, a full static head shall be placed upon the mains equal toat least 1.5 times the normal operating pressure at the test point or 1.25 times the normal operatingpressure at the highestpointalong the test section, for a minimum duration of 2 hours. At this time,the Engineershall inspect thesystem for leakage and pressure loss and shall require operation of all

33

h-

-.f

»--- VI

i J'

H'' >#'.

•• .ftv' ;o5f.''-

r,:( •• : ift:;- .:.' J..d7 • 'V

'F- ' .H-.fa,'; •i';c;;-'. • •rL-.'ii,.--

li'. ,•„•> •) • .. .j. '

' •-i'- '' iV. c .V : "lir. (i .ii-;Ti-- - *>3-auJ '-.iP- »rS • A

:• 'j;;--.-; ji: v..-. i ... •'.•a"'.

vj' i« 'v.Ti...-

• );• :- iv J." ' I. -1 !. •

- ;fu, , -t . .

./• {

n

valves and hydrants. The test pressure shall be maintained for at least 2 hours, (AWWA C-600)or for a longer period if necessary for the Engineer to inspect the water mains and appurtenances.No pipe installation will be accepted if the leakage is greater thanthat determined by MPW StandardSpecifications - Section 02713 "Water Mains". There shall be corporation stops installed on thewater main for testing and chlorinating. Testing of the newly completed system shall conform toAWWA C-600.

Uponapproval of the Engineer, the Contractor shall then disinfect the water mains. Chlorine shallbe injected into the mains by a suitable means approved by the Engineer and in compliance withAWWA C-601. The Chlorine residualshall reach a concentration of 50 ppm throughout the mains.A minimum of 25 ppm shall be obtained at the extremity of the main or mains at the end of theholding time. The holding time shall be a minimum of 24 hours.

All valves and hydrants in the systemshallbe operated to provide contact with the chlorine solutionand be thoroughly disinfected. After the required retention time, all the chlorine should bethoroughly flushed from the newly laid pipeline at its extremities. Prior to placing the mains inservice, the mains shall be flushed and tested for turbidity, bacteriological quality and coliformorganisms as required by MPW Standard Specifications - Section 02713 "Water Mains".

5.0 PUMP HOUSE & ACCESSORIES

5.1 EARTHWORK

The Contractor shallprovide all equipment, labor, and material to provide all excavation, grading,and backfill for the project. The Contractor is to level out the proposedpumphouseJocation so aconcrete pad can be constructed.

5.2 CONCRETE PAP

The concrete used for the construction of the pumphouse pad shall conform with MPW StandardSpecifications - Section03310 "Structural Concrete." The class of the concrete should be C-3000.Reinforcing steel is to be used in the construction of the pad. The reinforcing steel shall conformwith MPWStandard Specifications - Section03210 "Reinforcing Steel." Finally, the constructionof the pad shallcomply withACI347-68 "Recommended Practice For Concrete Form Work." Thesize of the pad will be determined by the Owner of Engineer.

5.3 PUMPHOUSE CONSTRUCTION

34

'1 . -i'l iii..'

!'('• . , -.-it v.'- " ,••! .j ."Jl!. I •:

• I.'.,'- -• I'.'. I ' .

• ".P; : • i'.-. • jv r.t • ! ' i; is • .•

i'--- .

• ••7

-1 -J ; ' 'i.

li; 1:") J!'': :r,I ;-...i .

; - ;;'i' .-..u 'jr: . :• . M I,'.;;; ••ft : L

• ..'•JV. -'f. ; -i';.

i -'.'n, ./» >-j- . i i.

If 'i.. i ;• ") . •: -d •••.u-.'- -•

••'"i i' > . •'i'l

The pumphouse will be furnished and installed by Lone Mountain Springs Water Company.

S.4 PUMP CONTROLS

The pumpcontrols mustbe specified whenthe pumpisordered. The mounting of the pump controlbox will be furnished by Lone Mountain Springs Water Company.

5 5 TIME CLOCK

The time clock for the water well pump will be furnished by Lone Mountain Springs WaterCompany.

5.6 POWER CABLE

The power cablefor thepump will be a flat, heavy duty, PVCjacketed, submersible cable. It is toextendapproximately 5' from the top of the well casing. LoneMountainSprings Water Companywill connect to this cable and extend it into the pumphouse after the pumphouse has been placed on-site.

5.7 ELECTRICITY

Montana Power Company (MPC) requires a meter base for the installation of power. Anunderground feeder connection conduit with a meter box, which is wall mounted on the outside ofthe pumphouse, shall be furnished by the Contractor. It shall be installed in accordance with thelatest applicable electrical codes and comply with the requirements set by MPC. The Contractorshall contact MPC for details and the arrangements to bring power to the site.

35

CONSTRUCTION SPECIFICATIONS

SEE MONTANA PUBLIC WORKS

SPECIFICATIONS

FOURTH EDITION, JANUARY 1996

STANDARD DRAWINGS

NOTE: WHERE TRENCH PASSES THROUGH EXISTING PAVEMENT

THE PAVEMENT SHALL BE CUT ALONG A NEAT VERTICAL

LINE A MINIMUM OF 12" (30cm) FROM THE EDGE OF THE TRENCHOPENING. WHERE NEAT UNE IS LESS THAN 3" (0.9m) FROM EDGEOF EXISTING PAVEMENT OR CURB AND GUHER SECTION.

REMOVE AND REPLACE ENTIRE PAVEMENT SECTION BETWEEN

TRENCH AND EDGE OF PAVEMENT.

EXISTING STREET SURFACEVERTICAL TRENCH WALLS WITH

SHORING TO CONFORM TO O.S.H.A.

REGULATIONS*

12 (30 cm) MIN;

////////A

V-

BACKSl.OPE AS SPECIFIED

TO CONFORM TO O.S.H.A.

REGULATIONS-

TYPE OR "CTRENCH BACKFILL

TYPE I PIPE BEDDING

PLACED IN 6"(15cm) MAXLAYERS AND COMPACTED

THOROUGHLY.

TYPE 2 PIPE BEDDING

WHERE REQUIRED FOR

SOFT OR UNSTABLE

FOUNDATION

INSTALL DETECTABLE

WARNING TAPE 1B"(A5cm)MAX. DEPTH

(OPTIONAL)

6 (15cm)

Q-'O qQqPS 4 (10cm)

TRENCH WDTH=O.D. OF PIPE PLUS 2 (60cfn)

MIN. TRENCH WIDTH= 3.5 (1.1m)

♦ SEE O.S.H.A. CONSTRUCTION STANDARDS

FOR EXCAVATIONS.

— SUBGRADE OR GROUND

SURFACE

SLOPING. BENCHING OR

SUPPORT SYSTEMS IN THIS

AREA TO CONFORM TO

O.S.H.A. REGULATIONS-

SELECT TYPE I BEDDING

MATERIAL PLACED

IN 6"(15cm) LAYERS &COMPACTED AS SPECIFIED

IN SECTION 02221.

REVISER: 12/27/95

STANDARD SPECIFICATIONS

SCALE:

NONETYPICAL UriLITY TRENCH DETAILS

SIANOARD DRAWING

NO. 02221 -1

^•C< •

• j

'I • -.,

.\. . -v

--.j>

n

REDUCER

UNDISTURBEDEARTH

m^r

TEETEE(Plugged)BEND

STANDARDDIMENSIONSFORTHRUSTBLOCKING

nrriNC

SIZES

TEES&PLUGS90°BEND4^BEND&mrsREDUCERS&

22l/P^BENDABABABAB

4'y-7'I'-P'l'~9'i'-6'l'~8'O'-IO'V-7'0'-6'

6'P'-O'I'-WP''5'P'-P'y-wl'-7'l'-9'O'-W

yP'-B'P'-6'3'-P'3'-0'P'-S'P'-l'J'--9'r-6'

10'3'-4'3'-3'4'-0'3'-10'3'-0*P'-S'P'-P'I'-ll'

IP'4'-0'3'~10'4'-9'4'-8'3'~8'3'-3'P'-7'P'-3'

14'5'-5'3'~10'4'-ll'4'-9'3'-5'3'-5'P'-5'

METRICDIMENSIONSFORTHRUSTBLOCKING

FirnNG

SIZES

TEES&PLUGS4^BEND&WYESREDUCERS&221/2°BEND

ABABABAB

lOcn0.5n0.4n0.5n0.5n0.5n0.3n0,5nO.Pn

I5crrO.Sn0.6n0.7n0,7n0.6n0.5nO.SnQ.3n

POcrtO.BnO.dnl.On0.9n0.7n0.6nO.SnO.Sn

P5cp\l.Qr\l.Onl.Pnl.Pn0.9nO.Sn0.7nO.Sn

30cnl.PnI.Pn1.4nJ.4nl.lnlOnO.Sn0.7n

36cnJ.6nt.PnP.On1.5n1.4nl.OnlOn0.7n

NOTTS:

1.fHL'STTABLi'SARTBASEDDN150HSI(1030kpa>MAINPRESSUREPOODPSr(9dOOkQ/r>')SO/LBEARINGPRESSURE

P.WRAPALLriTlINGSWITHPDLYETHrLTNE.

REVlSrD.\7/77/^'j

MONTANAPUBLICWORKS

STANDARDSPfXiFlCATIONS

SCALE;

NONE

THRUSTBLOCKING

FORWATERWAINFITTINGS

STANDARDDRAWING

NO.02713-1

r

r

r

n

n

r

r

r

d

n

r

r

n

d[

n

NO VERTICAL REQUIREMENT

— lO'-O' MIN,C3n)

PARALLEL ARRANGEMENT

L/2

NEW PIPE

EXISTING

PIPE

CROSSINGS

-WATER MAIN

L/2

EXISTING

PIPE

•NEW pipe;

NOTES'

® SPECiriC MONTANA DEPART. OF HEALTH AND ENVIROMENTAL SCIENCES APPROVALIS REQUIRED FOR A DISTANCE LESS THAN ID FEETOn) BETWEEN WATER MAIN ANDGRAVITY SEWER,

® NO EXCEPTION TO THE MIN. SEPARATION REQUIREMENT IS PERMITTED WHEN THESEWAGE CARRYING PIPE IS A FORCE MAIN,AT CROSSINGS, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THATBOTH JOINTS WILL BE AS FAR FROM THE FORCE MAIN AS POSSIBLE,

@ LESS THAN 18 iNCHES<0,5n) OF SEPARATION IS PERMITTED WHEN THE GRAVITY SEWERAT THE CROSSING IS MADE FROM A SINGLE 20 FD0TC6.1n) LENGTH OF AWVA PRESSURE PIPEAND THE CROSSING ANGLE IS APPROXIMATELY 90 DEGREES.

SPECIFIC MONTANA DEPART. OF HEALTH AND ENVIROMENTAL SCIENCES APPROVAL ISREQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18 INCHES(0,5n> BETWEEN WATER MAINAND SANITARY SEVER

0 'L' IS A STANDARD LENGTH OF PIPE AS SUPPLIED BY A PIPE MANUFACTURER,

(3) ADEQUATi: STRUCTURAL SUPPORT FDR PIPES AT CROSSINGS SHALL BE PROVIDlD.

MONTANA PUQUC WORKS SCALF: WATER AND SEWER MAINA t% A

RFVISrO: 12/27/95

STANDARD DRAWING

MO no f o

MUEiCOATRODSWITH"KOPPERS"BITUMASnCNO.50COATINGOREQUAL.

-CONIC.ANCHOR

STANDARDTHRUSTBLOCKDIMENSIONS

REBARANCHOR

y>^.«. '(15cm)

ANCHORRODSIZE

VALVE100PS150PSI200PSt250PSI300PSI

SIZE'A'"S""C""A""B""C""A"TB""C""A""e""C""A""8""C"

3/4-6"(t8"2-0-2-0"2-0"2-0"2'-0-2'-0"2-0"2-0"2-0"2-0'2-0"2-0"2'-0"2-0"2-7"

3/4-10"2'-0"2-0'2'-0"2-6"2'-6'2-0"2"-9'2-6"2-6"3-0"3-0"3-0'3*-7"3-0"3'-0'

3/4"12"2-3"2'-0"2-0"3*-0"3-0"2-8"3-5"

1

o1

3-0"4'-3"3*-0"3'-0"5'-1"3-0"3'-0"

r14"2-3"2'-0"2-4"3-5"3-0"

ro*

4'-6"3-0"3-0"4-0"4-0"4-0"4-9"4-0"4-0"

11/8"IB3-0"3-0"2'-1l"4*-4"3-0"3'-0"4'-r4'-0"4-0"5-1"4-0'4*-0"5'-r4'-G"4-0"

11/4"IS"3-8"3-0"3-0"5-5"3-0"3-0"5-1"4-0"

1

o*

6-4"4-0"4'-0"5"-9"5-0"5-0"

13/8"24"4-4"4-0"4-0"6-5"4*-0"4-0"6'-6"5-0"

1

01

to

6'-5"6-0'6'-0"7*-8°6'-0°6-0"

METRICTHRUSTBLOCKDIMENSIONSANCHOR

ROD

SIZE

VALVE690KPA1030KPAtJSOKPA1720KPA2070KPA

SIZE'A'•P""C""A"'B'"C""A*'B'"C""A""S""C""a"-0-"C"

19mm15cm20cm0.8m0.6M0.6M0.6mG.6M0.6M0.6ma.6MO.BM0.6mO.BM0.6M0.6m0.6M0.6M

19mm25cm0.6m0.&M0.6M0.8mO.BM0.6M0.0m0.6MO.BM0.9m0.9M0.9M1.1m0.9MO.OM

19mm30cm0.7m0.6M0.6M0.9m0.9MO.BM1.0maoM0.9M1.3m0.9M0.9M1.5mO.OM0.9M

25mm36cm0.7m0.6M0.7MI.Om0.9M0.9M1.4m0.9M0.9M1.2m1.2M1.2M1.4m1.2M1.2M

29mm41cm0.9m0.9M0.9h(1.3m0.9M0.9M1.2m1.2M1.2M1.5m1.2M1.2M1.9m1.2M1.2M

32mm46cm1.1m0.9M0.9M1.7mo.gM0.9M1.5m1.2M1.2M1.9m1.2M1.2MI.Sm1.5M1.5M

35mm61cm1.3m1.2M1.2M2.0m1.2M1.2M2.0m1.5M1.5M2.0m1.8M1.8M2.3m1BMI.SM

NOTE:PressuresshownobovearemoximumworkingpressureInsystem.

THRUSTBLOCKINGANDANCHORSAREREQUIREDONVALVESONLYV^ENSPECIFIEDONTHEPLANSORINTHESPECIALPROVISIONS.REVISED1?/?7/95

MONTANAPUBLICWORKSSCALE:THRUSTBLOCKINGSTANDARDDRAWING

STANDARDSPECIFICATIONSNONEFORWATERMAINVALVESNO.

!

f K

.; t>;

'

!.H ? ' •

W 0 ' M.

'• * ' V?

Kk

f.-'

* t'- • '•

: 1 j'O •

••'i;- "ifl;' r

ij • \te:- , -

•A'' '• j "-I "•<«-'? I '

I

r

1

I.

»-.r .

'TN-

ViS

»N3 C

?'(51nn>-

l-l/4'(3?nn)

LIFT HDLF

MAKE TREADS

3/16'(5nn) HIGH

l/4'C6nm) CROWN

3 3/3'<86nn)

— 4'

ClORnn)

5/8'<16nn>— 1-^

1 3/4'<44nn)-

D-D- D—D—In ,—. nJ

QUARTER TDP

VIEW

QUARTER BOTTOM

VIEW

2'-l 3/4*(654r.n) DIA.

3/4*<19nn) !

1/2'

(13nn)

—4 l/4J-»

3 3/16' 2 1/8'

MACHINEFINISH

(Blnn) (54nn>

•2'-l 5/8'(651nn) DIA,-

WEIGHT=190 lbs. (BSkg)

MONTANA PUBLIC WORKS

STANDARD SPrCIFICATIONS

SCALE;

NONE

SECTION

STANDARD CAST IRON COVER

7/e'<22nn>

HEV1!>ED: 12/27/95

STANDARD DRAWNC

NO. 02722-6

7/Q\?.2nr\) —

7/8'<22nn)

5/8'(16nn)

4 l/2'(114nn

NDTE=

WEIGHT 210 lbs, C95kg>

MONTANA PUBLIC WORKS

STANDARD SPLCIHCAnONS

l/e'C13nn)

HALF PLAN

2'-2'C660nn) DIA.-

l/16'(2nn)-2'-0 l/8'(6>13nn>

UJ E l'25nn)

- l/2'<13nn)

5/8'(16nn)

2'-2 l/2'(673nn)

SECTION A-A

/MACHINL riMISHED

SEAT

3/4'(19nn)

l/2'(13nn)

4 l/2'Cn4nn)

wrVISCO: \2/27/9'j

SCALE:

NONESTANDARD 74" CAST IRON RING

STANDARD DRAWING

NO. 07 777-7