EDER ASSOC PC - APPENDICES TO FINAL INTERIM …FINAL INTERIM REMEDIAL DESIGN PACKAGE ON-SITE GROUNDWATER FOR NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN PROJECT #497-14

APPENDICES TOFINAL

INTERIM REMEDIAL DESIGN PACKAGEON-SITE GROUNDWATER

FORNATIONAL PRESTO INDUSTRIES, INC. SITE

EAU CLAIRE, WISCONSIN

eder associatesconsulting engineers, p.c.

NATIONAL PRESTO INDUSTRIES, INC. SITE


APPENDICES TOFINAL

INTERIM REMEDIAL DESIGN PACKAGEON-SITE GROUNDWATER

FORNATIONAL PRESTO INDUSTRIES, INC. SITE


PROJECT #497-14JUNE 1992

EDER ASSOCIATESCONSULTING ENGINEERS, P.C

Ann Arbor, MichiganLocust Valley, New York

Madison, WisconsinAugusta, Georgia

g:\site8\49714\reporta\appen 062692

LIST OF APPENDICES

Appendix A - City of Eau Claire Letter - March 26, 1992

Appendix B - Pumping Test Results - Melby Road Disposal Area(Existing Wells)

Appendix C - Specifications for Remedial Design, Interim Action,On-site Groundwater

Appendix D - "Capture-Zone Type Curves: A Tool for AquiferCleanup"

Appendix E - Results of On-site Sewer Evaluation

Appendix F - Interim Action Monitoring Well Installation Procedures

Appendix G - WDNR Letter - WPDES Monitoring Requirements

APPENDIX A

City of Bau Claire Letter - March 26, 1992

Department of Public

(715) 839-4934

City of Eau Claire——————— 203 S. FARWELL STREET - P.O. BOX 5148. EAU CUIRE, WISCONSIN 54702-5148

March 26, 1992

Mr. Richard NaumanNational Presto Industries3925 North Hastings Way " " -Eau Claire, Wisconsin 54701

Re: Groundwater Interceptor Well Discharge, .National Presto Industries

Dear Mr. Nauman:

This is to confirm the City's position with regard to use of the municipal storm sewersystem for discharge of groundwater. As I indicated in my letter to Mr. Eder onAugust 2, 1991, "the City of Eau Claire will allow the use of the City storm sewer systemfor conveyance of groundwater intercepted from the National Presto Industries site.

As discussed, the City will require the installation of a system, acceptable to the City, whichdiscontinues pumping when the capacity of the storm sewer is taxed."

We look forward to working with you on your efforts to implement the remedialaction.

Sincerely,

CITY OF EAU CLAIRE

'William L. BittnerDirector of Public Works

WLB:gy

APPENDIX BPumping Test Results - Melby Road Disposal Area

(Existing Wells)

NATIONAL PRESTO INDUSTRIES, INC. SITEEAU CLAIRE, WISCONSIN

ADDENDUM TO PHASED FEASIBILITY STUDY

ON-SITE GROUNDWATER OPERABLE UNIT

MELBY ROAD SITE

FILE #497-04

AUGUST 1991

EDER ASSOCIATES CONSULTING ENGINEERS, P.C.

Ann Arbor, MichiganLocust Valley, New York

Madison, WisconsinAugusta, Georgia

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ecier 3S3Oc:cT9s consu l t -nq engineer ' : ,

TA3LE OF CONTENTS

Description Page

1.0 INTRODUCTION 1

2.0 HYDROGEOLOGIC CONDITIONS 1

APPENDIX A - TECHNICAL MEMORANDUM NO. 2APPENDIX B - BORING LOG - NPI - BlAPPENDIX C - PUMPING TEST FORMS

LIST OF FIGURES

No. Description Page

1 Well Location Map 2

2 East West Cross-SectionMelby Road Capture Wells 3

3 Drawdown Plot for MW-5A 6

4 Drawdown Plot for MW-14 7

5 Drawdown Plot for MW-15 8

eder associates consulting engineer:. 3 :

Aquifer TestingMelby Road Site

Addendum to Phased Feasibility StudyOn-Site Groundwater Operable UnitNational Presto Industries Site

Eau Claire, Wisconsin

1.0 Introduction

Aquifer pumping tests were performed at the Melby Road siteduring the period of July 16 through 19, 1991. The tests were donato evaluate aquifer conditions and to demonstrate groundwatercapture during short-term pumping conditions.

Two pumping tests were performed using MW-14 as a pumping welland MW-5A, MW-6, MW-9A, and MW-15 as observation wells. Thelocations of these and other wells are shown on Figure 1. A third ^*"pumping test was done which consisted of pumping both MW-14 and MW-15 at a constant rate. The tests are described in Section 2.0 ofthis Addendum.

Eder Associates' hydrogeolegists ran the tests according toprocedures (Appendix A) agreed upon by the USEPA ( and theircontractor, Roy F..Weston, Inc.) and the WDNR. Representatives ofUSEPA, WDNR and Weston were on-site during the pumping tests.

2.0 Hvdroqeoloaic Conditions

The Melby Road site is underlain by deposits of glacialoutwash (sand and gravel) which overlie the Mount Simon Formation(sandstone of Cambrian Age). The hydrogeologic cross-section onFigure 2 shows the thickness (about 100 feet) of the sand andgravel deposits. The log of (Appendix B) boring NPI-B1, near MW-5A, indicates that the sand is generally fine to medium or coarsegrained and some gravel is present in the sand matrix. Sand grainsare generally subangular. Stratigraphic variations in the sand and

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( MIONAL PRESTO INDUSTRIE". INC.EAU CLAIRE, WISCONSIN

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gravel consist of vary thin layering of sand, sand and gravel andgravel (3-inch layer at 81 feet). A sampl-e of sandstone bedrockcould not be obtained.

The lower 30 percent of the sand and gravel is saturated andis characterized by water table (unconfined) conditions. Thedirection of groundwater flew is generally to the northwest at theMelby Road site.

Wells MW-14 and 15 are fully penetrating 5-inch diameter wellswith wire-wound well screens (.02 inch screen opening) . Monitoringwells used for water level measurements are screened in the upper10 feet of the saturated sand and gravel. These wells are 2-inchdiameter PVC with wire-wound PVC well screens (.01-inch screenopening).

Aquifer Pumping Tests

MW-14 and 15 had not been pumped at a rate higher than about10 gpm when the wells were developed and sampled in October 1983.MW-14 and 15 were originally installed for potential use asrecovery wells with pumping rates of about 30 gpm. In order to usethese wells for a pumping test, the largest submersible pumpsavailable (7.5 HP, Grundfos, stainless steel) were installed. Thiswas done so that the highest possible pumping rate could bemaintained in order to stress the aquifer, if possible. Thecalculation of aquifer transmissivity and the storage coefficientis dependent on pumping a well at a rate high enough to obtaindrawdown during a specified time period in the pumping andobservation wells. The distance of observation wells from thepumping well is also critical in determining aquifer parameters.These are important considerations at the Melby Road site becauseexisting wells were designed for water quality monitoring and werenot specifically designed or spaced for aquifer testing.

ader associates consulting engineers,

On July 16, 1991, MW-14 was pumped at rates of 30, 60 and 85gpm for 3-hour increments following two hours of static water levelmeasurements at MW-5A, MW-9A, MW-14 and MW-15. Water levels weremeasured manually in MW-14 and MW-15 using an electronic waterlevel measuring tape/device with .01-foot increments. Water levelsin MW-5A and 9A were measured using down-hole pressure transducersand electronic recorders. The pressure transducer data from MW-9Awas not considered usable because the data readout showedcontinuous drawdown throughout the pumping and recovery periods.Periodic measurements were made at MW-6 to monitor any ambientwater level trends since no pumpage induced water level changeswere expected 700 feet away from MW-14 at MW-6. All pumpedgroundwater was piped about 1,000 feet west of MW-14 and dischargeddirectly into the Eau Claire Municipal sanitary sewer, asauthorized by the City.

Water level measurements are presented on the attached pumpingtest forms (Appendix C). Specific capacities for MW-14 at the endof each 3-hour pumping period were 35.3 gpm/foot, 39.5 gpm/foot,and 41.3 gpra/foot. The quick stabilization of the pumping waterlevel within the first minute of each step indicated that thehighest pumping rate possible for the well was not stressing theaquifer. Drawdown at 100 feet away in MW-5A amounted to .05 feetat the end of the 9 hour step test. This also indicated that themaximum possible pumping rate of about 100 gpm at MW-14 would notproduce sufficient drawdown trends for pumping test analysis.However, there are alternate methods for estimating aquiferparameters from pumping tests and the 24-hour test was scheduledfor July 18, following recovery of static water levels over aminimum of 12 hours.

On July 18 and 19, MW-14 was pumped at a maximum rate of 101gpm for 24 hours. The drawdown plots for wells MW-5A, MW-14 andMW-15 are presented on Figures 3, 4 and 5. Drawdown in MW-14stabilized within 15 seconds of the test start. The drawdown plot

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July 17-18. 1991

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for MW-14 on Figure 3 shows only minimal drawdown (less than . 2feet) after stabilization. The very slight recovery during thelast 4 hours of the test may represent improved well efficiency aswell development slightly increases during pumping.

Drawdown plots for MW-5A and MW-15 at distances of 100 and 200feet, respectively, are shown on Figures 4 and 5. Measureddrawdown at both wells was about .05 feet.

Recovery measuremants were made at MW-5A, MW-14 and MW-15following the end of the 24-hour pumping test. These measurementsare presented on the pumping test forms but were not plotted.Residual recovery data is tabulated on the pumping test forms forMW-14. The quick recovery of the water level in the pumping well,MW-14, did not provide a representative slope of the recoveringwater level required for calculation of transmissivity. Similarly,the small drawdown measured at MW-5A and recovery measured were notsufficient for analysis.

Water samples were collected during the 24-hour test of MW-14after 5*s and 22*s hours and analyzed by Hazelton Laboratories forVOCs. The results are presented in Table 1.

Table 1Results of VOC Analyses (pq/l)

MW-14 24-Hour Test ^

Sample Data ' Time TCE TCA 1.1 DCA PCE 1.1 DCE 1.2 DCSMW-14-02 7/17/91 0630 <.2 160 69 3 2 .8MW-14-03 7/18/91 1130 <.2 160 71 2 1 .7

Following 10 hours to allow the recovery of water levels, bothMW-14 and MW-15 were pumped at 90 gpra each for 6 hours. Waterlevels in the pumping wells quickly stabilized while drawdowncontinued at MW-5A, amounting to .15-feet after 6 hours.

associates consult ing

Results

The 24-hour constant rate test at MW-14 did not sufficientlystress the aquifer to the extent required to calculatetransmissivity and the storage coefficient using straight-lineslope or curve fitting solutions for drawdown or recovery data.However, an empirical formula (see Groundwater and Wells, p. 1C21)can be used for estimating transmissivity using the specificcapacity data obtained during the test. The following formula isbased on the Jacob ' s equation for predicting drawdown where thetransmissivity and storage coefficient are known:

s ~ T5OTThis method makes several assumptions for aquifer variables, butgiven the fairly uniform nature of the sand and gravel aquifer, itshould provide a reasonable estimate of transmissivity. For theMW-14 test data: Q = 101 gpm, s => 2.5 feet and T =* 60,000 gpd/ft.The hydraulic conductivity would be 267 ft. /day which is consistentwith a sand and gravel aquifer.

The results of the test consisting of MW-14 and 15 bothpumping at 90 gpm indicate that the two wells produce a combinedcapture zone at least 400 feet wide. This width consists of thedistances between MW-5A and MW-14 and 15 (2 x 100 feet) plus 100feet west and east, respectively, of MW-14 and 15. The continueddrawdown at MW-5A after 6 hours of pumping MW-14 and 15 indicatesthat the capture zone was continuing to increase. The results ofthe capture zone modeling indicates that the width could extend toover 800 feet.

Modeling predictions for side-gradient groundwater capturezones would be verified during full-scale testing of the capturewells. The tests would be similar to the aquifer pumping testsperformed at the Melby Road site and would be followed by periodicwater level measurements during groundwater pumpage. This testing

10

eder associates consulting engineers 3 :

would be done using, at a minimum, existing wells MW-6 and MW-9Anear the Melby Road site. In the southwest corner, existingmonitoring wells MW-4A, MW-23A, MW-34A, and MW-39A, at a minimum,would be used for capture zone verification. The capture wells inthe southwest corner would be located on the basis of the requiredcapture zone width, VOC concentrations and hydrogeologicconditions. The capture well location and testing procedures wouldbe specified in the Remedial Design (RD) worKplan which would besubmitted to USEPA and WDNR for approval prior to implementation.The RD workplan would also contain recommendations for as manyadditional monitoring wells as needed to demonstrate capture zonesat the Melby Road site and the southwest corner.

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APPENDIX ATECHNICAL MEMORANDUM NO. 2

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TECHNICAL MEMQRANDTIM NO. 2

TO: Michael A. Gifford, RPM File #497-04USEPA, Region 5 M0606.MG

FROM: William M. Warren cc: J. Boettcher, WDNREder Associates R. Nauman, NPI

DATE: July 5, 1991

RE: Aquifer Pumping Test and Excavation InvestigationActivities at National Presto Industries, Inc., Site,Eau Claire, Wisconsin

This memorandum is being submitted to USEPA and WDNR in response todiscussions at a meeting with NPI, EA, USEPA and WDNR in Madison,Wisconsin, on May 16, 1991. At that meerting, an on-sitegroundwater operable unit at the Melby Road site and southwestcorner of the NPI site was discussed. It was agreed that aprocedure for test pumping at the Melby Road location would bedeveloped to provide data that could be used in establishing anoperable unit for groundwater.

At that meeting the parties also discussed doing some excavationtesting at the Melby Road site where previous investigations hadidentified magnetometer and soil vapor anomalies to determine if asource of those anomalies can be identified. This memorandumdescribes procedures to be used for the aquifer pump testing andthe proposed excavation investigation at the Melby Road site.

Aquifer Pumping Test Procedures

Two 5-inch diameter wells (MW-14 and 15) were previously installedalong the northern property boundary at the Melby Road site.Monitoring wells 5A, B, 6, and 9A, B have also been installed atlocations that would provide water level data during the tests.

-1-

eaer associates consulting encir-e-e'-

MEMO TO: Michael A. GiffordDATE: June 28, 1991

the purpose of test pumping MW-14 and 15 is to determine aquifercharacteristics and the pumping rates required to establish acapture zone that would prevent the off-site migration of vocs ingroundwater at the Melby Road site. This data would be used in aPhased Feasibility Study (PFS) to evaluate on-site groundwaterremediation alternatives.

The Melby Road site aquifer pumping test would be conducted asfollows:

1. Equip MW-14 and 15 with test pumps capable of pumping upto 100 gpm and make arrangements for flow measurementsand discharge of pumped water.

2. Establish static water levels in all observation wells(MW-5A,B, MW-6, MW-9A,B, MW-14 and MW-15) during a 2 hourperiod prior to the start of the test. If more than aquarter inch of rain has fallen in the previous 48 hours,24 hours ' of static water level measurements will berequired.

4 .

The test will be initially performed as a stepped test onMW-14 to determine the pump ing rate for the 2 4 -hourconstant rate pumping test. The steps will run at ratesof 30, 60 and 90 gpm for 3 hour periods. Specificcapacities (gallons per foot of drawdown) will becalculated and a rate for the 24-hour test will bedetermined.

Following recovery of static water levels (minimum 9hours) MW-14 will be pumped at the rate determined byItem 3 above, for 24 hours. Water level measurements

-2-

sder associates consulting srgmser

MEMO TO: Michael A. GiffordDATE: June 28, 1991

will be made in the pumping well and observation wellsaccording to standard pumping test procedures.

5. Following the pumping test, recovery measurements will bemade in all observation wells and MW-14 for at least 24hours.

6. MW-14 and 15 will then be pumped simultaneously for up to6 hours at a rata which should produce drawdown at MW-5A,B. The test will be concluded after this pumpingperiod.

The data collected from the Melby Road aquifer pumping tests willbe used to determine capture zones under various groundwaterrecovery scenarios and to determine aquifer parameters such astransmissivity, hydraulic conductivity, and storage coefficients.This data could also be used to estimate capture zones and pumpingrequirements for groundwater remediation at southwest corner of theNPI site.

eaer associates consulting engineers 3 :

APPENDIX BBORING LOG - NPI - Bl

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APPENDIX C

Specifications for Remedial Design, Interim Action,On-site Groundvater

NATIONAL PRESTO INDUSTRIES, INC. SITEEAU CLAIRE, WISCONSIN

SPECIFICATION FORREMEDIAL DESIGNINTERIM ACTION

ON^SITE GROUNDWATER

PROJECT #497-14JUNE 1992

EDER ASSOCIATESCONSULTING ENGINEERS, P.C.Locust Valley, New York

Madison, WisconsinAnn Arbor, MichiganAugusta, Georgia

LLV2031 062692

eder associates consulting engineers, p.c

TABLE OF CONTENTS

Page

DIVISION I

SECTION 1A - DESIGNATION OF RESPONSIBILITIES 1 - 1 6

DIVISION II

SECTION 2A - EXCAVATION AND SITE GRADING 1 - 1 6

1. Descriptions 12. Definitions 13. Removals 24. Clearing 25. General Requirements - Excavation 26. Unstable Material 37. Excavation for Structures 48. Trenching for Underground Lines 49. Bedding 510. Backfilling 611. Projection Condition 712. Site Grading 813. Roadways 814. Compaction 815. Pipe Embedment 1116. Settlement 1217. Property Protection 1218. Restoration of Surfaces 12

DIVISION III

SECTION 3A - CONCRETE WORK 1 -17

1. Description 12. General 23. Materials 24. Reinforcing Steel 45. Woven Wire Fabric 56. Storage of Reinforcing Steel 57. Formwork 58. Concrete Design 79. Inspection and Tests 810. Mixing 911. Built-in Items 10

eder associates consulting engineers, p.c.

TABLE OF CONTENTS

- continued -

12. Preparation for Placement of Concrete13. Placement of Concrete14. Protection and Curing15. Defective Concrete16. Cold Weather Placement17. Hot Weather Placement18. Finish for Structures19. Patching20. Filling Holes21. Slabs on Grade22. Pumping of Concrete23. Curing, Hardening and Dust-Proofing24. Dovetail Anchor Slots25. Protection Paper26. Waterstops

Page

101012121313131414151515151515

DIVISION V

SECTION 5B - STRUCTURAL STEEL

1. Description2. Work Covered Under Other Sections3. General4. Materials5. Shop Drawings6. Fabrication7. Welding8. High Strength Bolts9. Erection10. Field Measurements11. Damage to Material12. Painting13. Shop Coating

SECTION 5C - ANCHOR BOLTS AND EXPANSION ANCHORS

1. Scope2. General3. Materials4. Anchor Bolts5. Expansion Anchors

1 - 6

1111223445555

1 - 2

11122


TABLE OF CONTENTS

- continued -

PageDIVISION VI

SECTION 6A - CARPENTRY WORK ' 1-3

1. Scope 12. Work Not Included in This Section 13. Temporary Provisions 14. Lumber 15. Preservation Treatment 26. Framing 37. Blocking and Nailers 38. Workmanship 3

DIVISION XI

SECTION 11A - MODIFICATIONS TO EXISTING FACILITIES 1-2

1. Description 12. General 13. Removal of Existing Pipe 24. Structural Alterations 25. Interference with Owner Operations 2

DIVISION XV

SECTION ISA - MECHANICAL 1-9

1. General 12. Intent 13. General Electrical & Mechanical Requirements 1

SECTION 15B-1 - SUBMERSIBLE PUMP 1-2

1. General 12. Construction 13. Accessories 2


TABLE OF CONTENTS

- continued -

SECTION 15C - FLOWMETER 1-2

1. General 12. Design Requirements 13. Performance Specifications 24. Power Requirements 25. Maintenance Requirement 2

SECTION 15D - WELL SPECIFICATIONS 1-4

1. General 12. Personnel and Equipment 13. Permits and Compliance with the Law • l4. Mobilization/De-Mobilization 15. Drilling Method 26. Well Casings 27. Well Screens - 28. Sand Pack 29. Grout Seal 310. Installation of Casings and Screens 311. Well Development 312. Well Test 313. Recordkeeping 314. Abandonment of Unsuitable Boreholes and Wells 4

SECTION 15E - PIPING 1-9

1. Description 12. Shop Drawings 13. Material 34. Installation 65. Testing of Piping Systems 76. Laying Pipe 87. Connection to Existing Structures 88. Insulation 99. Heat Tracing 910. Knife Gate Valves 9


TABLE OF CONTENTS '.

- continued -

Paae

SECTION 15A - ELECTRICAL WORK 1 - 2 1

1. Scope 12. Intent 23. Examination of Work 24. Current Characteristics 45. Abbreviations and Symbols Used on

Drawings and Specifications 56. Nameplates and Cable Tags 77. Equipment Supports 78. Maintenance of Equipment 79. Mounting Heights 810. Painting 811. Balancing Loads 812. Grounding 813. Conduit and Fittings 914. Conduit Layouts 1115. Conduit Fittings 1216. Conductor Installation 1217. Cable and Wire 1218. Wiring Devices 1519. Control Panels 1620. Safety Disconnect Switches 1621. Miscellaneous Electrical Items 1622. Testing 1723. Instrumentation 19


DIVISION I

SECTION 1A

DESIGNATION OF RESPONSIBILITIES

The following identifies the various key personnel that would beinvolved in the project implementation.

1. Owner - National Presto Industries, Inc.3925 N. Hastings WayEau Claire, Wisconsin 54703

2. Project Engineer/Geologists - Eder Associates480 Forest AvenueLocust Valley, NY 11560

3. Resident Project Representative - Employee designated byNational Presto Industries, Inc.

4. Contractor - Pending

Designation ofResponsibilitiesSection 1ADATE: 1/17/92REVISED: 4/7/92


DIVISION II

SECTION 2A

EXCAVATION AND SITE GRADING

1. DESCRIPTIONS

This section covers the requirements for performing thefollowing operations, as shown on the Drawings, as evidentlyrequired to complete the Work, and as specified herein.

a. Excavation, filling, stockpiling, disposal of wastematerial, trenching and backfilling for cascade aerationstructures and underground lines.

b. Site grading.

c. Other related and incidental work.

2. DEFINITIONS

a. COMBO.!? Earth

"Common earth" shall mean clay, loam, sand, gravel andsimilar material which shall be free from organicmaterial and debris and which may contain some stones,pebbles, lumps and rock fragments up to six inches inlargest dimension.

b. Select Earth

"Select earth" shall mean sand, gravel and similarmaterial which shall be free from clay, loam, organicmaterial and debris and shall contain only small amountsof stones, pebbles or lumps over one inch in greatestdimension, but none over two inches in greatestdimension.

c. Unstable Material

"Unstable material" shall mean debris, topsoil, peat andmaterials containing peat, and all wet, soft or loosematerial which does not remain in position when cut forexcavation or which does not provide sufficient bearing

1 Excavation and Site GradingSection 2ADATE: 1/17/92REVISED: 4/7/92


capacity to satisfactorily support pipes or other workplaced thereon.

d. Unsuitable Material

"Unsuitable material" shall mean excavated material whichdoes not meet Specification requirements for backfillpurposes and includes "unstable material".

®- Select Fill

"Select fill" shall consist of "select earth" as definedabove, or imported sand or other granular material, asapproved by the Engineer.

3. REMOVALS

a. Existing Pipelines and Structures

Existing underground pipelines and structures shall beremoved within the limits indicated on the drawings andas required to accommodate new construction. Open endsof pipe indicated to be abandoned shall be sealed withapproved plugs. Existing utilities, process piping andstructures shall not be removed from service until newutilities, process piping and structures have beeninstalled and accepted.

b. Backfilling

All excavations resulting from the removal of pipes shallbe backfilled and compacted in accordance with therequirements specified hereinafter.

4- CLEARING

Before removal of topsoil and start of excavation and gradingoperations, the areas within the grading limits shall becleared of all vegetation, rubbish and other objectionablematter. Removed material shall be disposed of on the site oraway from the site by the Contractor at his expense asdirected by the RPR. Burning of material at the site will notbe permitted.

Excavation and Site GradingSection 2ADATE: 1/17/92REVISED: 4/7/92


5. GENERAL REQUIREMENTS - EXCAVATION

a. (1) Classification

Excavation shall comprise and include thesatisfactory removal and disposition of allmaterials which are encountered within the retiredwidths and depths of the excavations regardless ofthe nature of the materials, the condition of thematerials at the time they are excavated or themanner in which they are excavated. Excavationwill not be classified.

(2) Inspection

All foundation areas shall be observed by a SoilsEngineer prior to fill or footing placement.

b . Disposal of Excavation Materials

(1) Excavated materials meeting' Specificationrequirements shall be used as a backfill and shallbe stored in an orderly manner at a sufficientdistance from the banks of excavations to avoidoverloading and to prevent slides or cave-ins.Excess excavated material shall be promptlydisposed of by the Contractor at his responsibilityand cost, as directed by the Resident ProjectRepresentative (RPR) .

(2) Stored or piled material shall not obstruct roads,driveways or sidewalks, or interfere with drainagealong gutters, ditches or drainage channels oradversely affect the operations normally carried onby the Owner.

e* Cleanup

All trash and debris resulting from the excavation andfilling work shall be removed from the site. Allexcavated and filled areas shall be raked down.

6. Vy-?TABLE MATERIAL

"Unstable material" in trench bottoms and excavations which isincapable of supporting structures shall be removed. The"unstable material" shall be removed to the extent and depthsas required and as directed by the Engineer, and the



excavation refilled and compacted as required to the propergrade with approved "select fill11 or, if so ordered by theEngineer, concrete cradles, encasement or pile foundationsshall be provided. For structure foundations, any excavationbelow the foundation subgrade shall be backfilled withconcrete of the same class as foundation concrete of thestructure or as otherwise directed by the Engineer. Wheneverthe material encountered is in the Contractor's opinionincapable of providing adequate support, he shall immediatelynotify the Engineer and in each such instance, the Engineerwill determine if the soil is suitable for support. All suchnotifications shall be verified in writing by the Contractor.Where material is authorized and replacement with approvedselected fill or concrete is ordered or if concrete cradles,encasement or pile foundations are ordered, a mutuallyacceptable adjustment in the Contract Price will be made tocompensate therefore.

7. EXCAVATION FOR STRUCTURES

a. General

Excavation shall be carried to the elevations indicatedon the Drawings and shall extend in sufficient distancefrom pile caps, foundation walls and footings to provideadequate clearances for construction operations,including sheeting and bracing, if required, and forinspection purposes. Approximately the last 4 inches offoundation subgrade in earth shall be trimmed by hand tofinished subgrade elevations just before concrete isplaced or structure installed.

&. Overexcavation

Excavation below indicated elevations, which is notauthorized in writing by the Engineer, shall bebackfilled to proper line and grade with concrete of thesame class as the foundation concrete of the structure atno additional cost to the Owner.

c. Subarades

Subgrades shall be approved by the Engineer beforeconcrete is placed or structure installed. Subgradesshall be adequately protected against freezing by meansof insulated blankets, hay or other approved methods.



3. TRENCHING. FOR UNDERGROUND LINES

a. Length of Oen

The length of trench to be opened at one time shall bekept within reasonable limits and unless otherwisepermitted or directed by the RPR.

b. Widths of Trenches

(1) Trenches shall be excavated so that pipes can belaid straight at uniform grade without dips orhumps between the terminal elevations as shown onthe drawings.

(2) Trench bottoms for direct burial cable shall beover-excavated by three (3) inches.

(3) Trench bottoms for conduit shall be trimmed by handto line and grade to provide continuous support onundisturbed soil.

d. Tunneling

No tunneling will be permitted, except by writtenapproval of the Engineer.

BEDDING

a. First Class Bedding

Except as otherwise specified or directed, all pipe shallbe installed in First Class (Class B) Bedding, asdetailed on the Drawings or as shown in thisspecification. Bedding material shall be approvedexcavated or imported "select fill". Bedding shall onlybe installed on approved subgrades and shall bethoroughly compacted in layers not over four (4) inchesthick. It shall be installed to the dimensions shown andcarefully shaped to fit the lower part of the pipe withfull bearing provided for a minimum of the lower onehundred twenty (120) degrees of the perimeter of thePipe.

b. Cables. Conduit and Plastic Lines

Conduit shall be bedded on undisturbed soil. A three (3)inch layer of fine bedding material shall be placed and



compacted in the bottom of trenches for direct burialcables and plastic pipe. Bedding material shall consistof soft earth, sand, or other fine fill all passing the1/4 inch sieve. It shall be shaped to fit the lower partof the cables, conduits or plastic lines with fullbearing provided for a minimum of the lower one hundredtwenty (120) degrees of the perimeter of the pipe.

10. BACKFILLING

a. General

Unless otherwise directed, excavations and trenches shallbe backfilled as soon as possible after structures arebuilt, pipes are laid, and the Work is inspected, testedas required, and accepted, and when permission tobackfill has been given by the Engineer. Immediatelyprior to backfilling, all rubbish, debris, forms andsimilar materials shall be removed from the excavations.Backfilling shall not be done in freezing weather, norwith frozen materials, nor when materials already placedare frozen.

b- Backfill Material

Unless otherwise specified, backfill shall consist of"select earth". Where excavation does not providesufficient "select earth" material, the Contractor shallimport approved additional material from off-site at noadditional cost to the Owner.

c. Backfill at Structures

Backfill shall not be placed against structures until theapproval of the Engineer has been obtained and unti 1concrete has been in place for at least seven (7) days.Mortar joints and exterior plaster coating of masonrystructures shall be thoroughly set, and shall have beenin place at least three (3) days and dampproofed andwaterproofed surfaces properly cured. Backfill shall bedeposited in horizontal layers, not over six (6) inchesin compacted thickness, uniformly spread and compacted tothe specified density. Special precautions shall betaken to prevent wedging action against the walls ofstructures. A Soils Engineer shall be present prior toand during backfill placement.



d. Backfilling of Pipe Trenches

(1) Material

The full depth of backfill over pipe embedmentshall be "select fill".

(2) Placing Backfill

"Select fill" shall be placed by hand in six (6)inch layers to an elevation of twelve (12) inches'over the top of pipe for pipe sizes up to eighteen(18) inches in diameter, and thoroughly andcarefully compacted. Backfill shall be brought upevenly or. both sides of the pipe, and care shall betaken to insure compaction under the haunches ofthe pipe. The remainder of the backfill in unpavedareas may be placed and compacted in twelve (12)inch layers by mechanical equipment. Puddling orwaterflooding for consolidating the backfill willnot be allowed.

e. TOD of Backfill

Backfill shall be brought up to adjacent finished grademinus the depth of any required topsoil or gravel. Anyexcavations improperly backfilled, or where settlementoccurs, shall be reopened to the depth required forproper compaction and shall then be refilled andcompacted with the surface restored to required grade anddegree of compaction at no additional cost to the Owner.The finished surfaces over trenches shall be leftslightly mounded.

f. Compaction

Each layer of backfill material shall be compacted to thedensity specified under paragraph 14, COMPACTION, herein.

11. PROJECTION CONDITION

In trenches where it is necessary for pipes to be laid infill, the following procedure shall be used. "Select fill"shall be placed in uniform horizontal layers not over six (6)inches in compacted thickness. Each layer shall be compactedin accordance with the requirements of paragraph 10,BACKFILLING, herein. The fill shall be carried up to anelevation at least two (2) feet above the elevation of the top



of the pipe to be laid, and the pipe trench shall then bere-excavated and shaped to provide firm support for the bottomquadrant of the pipe at the required elevation. There-excavated pipe trench shall not be wider than twelve (12)inches on each side of the outside pipe diameter.

12. SITE GRADING

a. General

The areas within the grading limits shall be uniformlygraded to the lines, grades and elevations shown on theDrawings. Finished surfaces shall be reasonably smooth,compacted and free from irregular surface changes.Unless otherwise specified, the degree of finish shall bethat ordinarily obtainable from either blade grader orscraper operations.

b« Subarade and flrofr?nkment Protection

During construction, excavations shall be kept shaped anddrained. Ditches and drains along the subgrade shall bemaintained in such manner as to drain effectively at alltimes. Where ruts or erosion" occur in the subgrade, thesubgrade shall be brought to grade, reshaped if required,and recompacted prior to the placing of the overlyingembankments or concrete. The storage or stockpiling ofmaterials on the subgrade will not be permitted. Theoverlying concrete shall not be laid until the subgradehas been checked and approved by the RPR, and in no caseshall it-be placed on muddy, spongy or frozen subgrade.

13. ROADWAYS

a- General

Roadways shall be constructed to match existing roads.

14. COMPACTION

a. Compaction Densities

Compaction densities specified herein shall be thepercentage of the maximum density obtainable of optimummoisture content, as determined and controlled inaccordance with ASTM Standard D1557. Field density testsshall be made in accordance with ASTM Standards D1556 orD2922. Each layer of backfill shall be moistened or



dried as required, and shall". be compacted to thefollowing densities, unless otherwise specified in theproject specifications:

Under slabs on grade . ......... 99* percent

Piping Embedment . . . . . . . . . . . . 95* percent

For all other areas . . . . . . . . . . .90* percent

*Or as approved by Engineer,

b. Methods and Equipment

Methods and equipment proposed for compaction shall besubject tj the prior approval of the Engineer. TheContractor shall compact the soil to the specifieddensity in the various areas on the site. All compactionwork shall meet the requirements of the tests specified.In compacting by rolling or operating heavy equipment,displacement of, or injury to, the structures shall beavoided. Movement of construction machinery overunderground lines at any stage of construction shall beat the Contractor's risk. Any pipe or structure damagedthereby shall be replaced or repaired, as directed by theEngineer or RPR and at the expense of the Contractor.

c. Testing

(1) Field Density Testa

The cost of field density tests shall be paid forby the Contractor. The laboratory to perform thiswork shall be selected by the RPR. Locations forfield density tests shall also be as directed bythe RPR.

(2) Failure to Reach the Required Density

Failure of the compacted fill to reach the requireddensity as evidenced by these tests is cause forrejection by the Owner's RPR of the Work in theaffected area(s). Unless the Contractor can reworkand compact the fill to the required density, heshall remove the fill in the areas affected.Subsequently, the Contractor shall replace theremoved fill with material which he can compact tothe required density. Field density tests and



rejection of the compacted fill shall be repeateduntil test results are accepted by the Owner's RPR.

(3) The Contractor shall allow a reasonable time forthe performance of all tests necessary for approvalof fill materials prior to placement and fieldtests to control the moisture content andcompaction of the fill.

(4) Laboratory Maximum Density Testa

Laboratory maximum density tests shall be made asrequired by the RPR for each material proposed foruse in constructing subgrades and backfilling forstructures. The cost of laboratory tests shall beborne by the Contractor (S«e Subsection 14-Compaction for test methods.



PIPE EMBEDMENT

'.'. . •. --.r .-•••'• . " ' '•. .• • •

Class BFirst Class Bedding

Legend

D Outside Pipe Diameter

y///// Compacted Embedment

Compacted GranularEmbedment

NOTES:

Compacted Embedment

Shall be finely dividedj ob excavated materia1,free from debris, organicmaterial and stones,placed in uniform layersnot more than 8" thick,and compacted to 95percent maximum density;inundated sand; or gradedgravel. Granularembedment may besubstituted for all orpart of compactedembedment.

Compacted Granular

Shall be crushed rock orpea gravel with not lessthan 95 percent passing1/2" (95 percent passing3/4" for 30" and largerpipe) and not less than 95percent retained on a No.4; to be placed in notmore than 6" layers andcompacted by slicing witha shovel or vibrating.

Class B Bedding

Class B bedding shall beused for all steel,ductile iron, vitrifiedclay, PVC and poly-ethylene pipelines andfor corrugated metal pipeculverts.



16. SETTLEMENT

The Contractor shall be responsible for all settlement ofbackfill and fills which may occur within one year after finalcompletion of the Contract. The Contractor shall take allprecautions required to prevent differential settlementbetween all of the structures.

17. PROPERTY PROTECTION

a. Buildings, poles, roadways, sewers and all other propertyshall be protected unless their removal is authorized.Any property damaged or removed without authorizationshall be satisfactorily restored by the Contractor at hisexpense.

b. The Contractor shall preserve intact any undergroundpipes or other utilities encountered during constructionunless the Drawings specify otherwise. If any suchutility or other structures are accidentally broken ordamaged, they shall be immediately repaired or replacedat the Contractor's expense to a condition at least equalto that in which they were found.

c. The Contractor is directed to-exercise the utmost care toprotect all underground existing electrical, steam, gas,water and sewer utilities in the project area and,whenever necessary, to notify the Owner's RPR for pipeidentification. Such utilities shall be protectedwhether shown on the Drawings or not. Whenever utilitiesare encountered and may be in any way interfered with bythe Contractor * s operation or layouts, the Contractorshall notify the Owner's RPR for relocation before Workis performed.

d. The Contractor shall not interrupt existing utilitiesserving facilities occupied and used by the Owner orothers, except when permitted in writing by the Owner'sRPR, and then only after temporary utility services havebeen provided.

18. RESTORATION OF SURFACES

a- General

This section covers the restoration of existing surfacesand related items which are damaged or disturbed as aresult of the Contractor's operations in performing the



Work. The Work includes, but is not necessarily limitedto, the restoration of all grades, pavements, roadsurfaces, driveways, parking areas, walks, curbs,manholes, walls and foundations.

b. Contractor's Responsibility

(1) Except as otherwise shown, surfaces shall berestored so as to be equal to or better than theoriginal condition which existed at the time theywere damaged or disturbed. The Contractor'sobligations will not be considered as fulfilleduntil all restoration work has been approved by theRPR and by public authorities having jurisdiction.

(2) It shall be the Contractor's responsibility toascertain all requirements for work on publicstreets, to procure all necessary permits andinspections, and to pay all necessary fees,deposits, etc., wh.ich may be required by theauthorities.

(3) Existing pavements to be restored shall be replacedwith new pavement equivalent or superior to theexisting in quality, thickness, bearing capacityand surface finish. Immediately prior to placingany pavement course over the subgrade, the subgradeshall bo thoroughly tolled with a 10-ton roller toachieve a 90% compaction density in accordance withSECTION 14-COMPACTION, or its equivalent, and mustbe approved and accepted by the Engineer. Beforereplacing flexible pavement, undisturbed pavementsurface and binder course shall be cut back withstraight and vertical edges at least 12 inches(12**) beyond the walls of the backfill to form anundisturbed ledge of base course under the newpavement surfacing.

(4) Pavement materials and methods of constructionshall be in accordance with the applicablerequirements of the State's Highway Department'sStandard Specifications for Roads, Bridges andIncidental Construction in which the Work is beingperformed.

(5) Finished surfaces shall be thoroughly rolled andshall match existing adjacent surfaces as nearly aspracticable. If approved, surface may be left



slightly mounded to allow for possible futuresettlement.

(6) Top soil from the stockpile shall be spread in auniform depth over all areas which have beendisturbed and other areas from which top soil hasbeen removed. Following spreading of top soil, theareas shall be brought to final grade, harrowed anddisked to break down the clods and lumps so as noprovide a suitable bed for fertilizing and seeding.

Commercial fertilizer, minimum analysis 5-10-5,shall be applied and worked into the top two inchesof the soil at the rate of 1000 pounds per acre.Grass seed shall be sown at the rate of 150 poundsper acre. The seed shall be fresh latest crop,mixed in the following proportions be weight, andmeeting the following standards of pure live seedcontent . The tolerance for P . L. S . (purity Xgermination) shall be those as tabulated on Page 5of the US Department of Agriculture, Bulletin No.480.

Grass P.L.S. Weed Seed

50 percent Creeping RedFescue (Illahee Strain) 90 percent 0.50 percent

30 percent Kentucky BlueGrass 85 percent 0.50 percent

10 percent Redtop(Fancy Recleaned) 85 percent 1.00 percent

10 percent EnglishPerennial Rye 85 percent 0.50 percent



DIVISION III

SECTION 3A

CONCRETE WORK

1. DESCRIPTION

a. This section covers the requirements for concrete and alirelated and incidental work, as shown on the drawings andas specified herein.

b. The specifications shall be supplemented by the StateBuilding Construction Code and any other building codeswhich may apply. Except as modified by the code and therequirements specified herein, the following codes andrecommendations shall be applicable:

(1) Building Code Requirements for Reinforced Concrete(ACI-318).

(2) Recommended Practice for Hot Weather Concreting(ACI-305).

(3) Recommended Practice for Cold Weather Concreting(ACI-306).

(4) Recommended Practice for Measuring, Mixing, andPlacing Concrete (ACI-614).

(5) Recommended Practice for Concrete Formwork(ACI-347).

(6) Recommended Practice for Selecting Proportions ofConcrete (ACI-211.1).

c. Any material or operation specified by reference to thepublished specifications of a manufacturer, the AmericanSociety for Testing and Materials (ASTM), the AmericanConcrete Institute (ACI), the Portland CementAssociation, the Concrete Reinforcing Steel Institute,shall comply with the requirements of the currentspecification or standard listed. In case of conflictsbetween the referenced specifications or standards, theone having the more stringent requirements shall govern.

Concrete WorkSection 3ADATE: 1/17/92REVISED: 4/7/92


2. GENERAL

The general requirements for cast-in-place concrete areapplicable to all concrete work of the contract unlesssuperseded by more restrictive requirements specifiedelsewhere in the specifications or on the drawings, orrequired by applicable codes. The special requirements areapplicable to the contract, including concrete strengths,reinforcement grades, finishes, treatments, accessories andsimilar items.

3. MATERIALSa. General

All materials shall be carefully selected, of uniformquality, meeting the requirements of the specificationand sub j ect to the approval of the Owner' sRepresentative. Cement aggregates shall be stored at thesite or at the mixer in a manner that will preventdeterioration or the intrusion of foreign matter. Anymaterials which have deteriorated or been damaged shallnot be used and shall be removed at once from the site.All concrete for the job shall be ready or transmitmixed, except that small amounts for miscellaneous workmay be job mixed, with the permission of the Owners1Representative.

b- Cement

Except where otherwise specified or noted, cement shallbe Portland cement of approved brand, and shall conformto ASTH Standard C150, Type I.

c. Aggregates

Aggregates shall conform to ASTM Standard C33 uniformgradation. All aggregates shall be approved by the RPRprior to use in the Work.

(1) Fine Aggregate

Fine aggregate shall conform to the followingrequirements:

(a) It shall be capable of developing 100 percentof the compressive strength of Ottawa Sandwhen tested in accordance with ASTM StandardC87.

2 Concrete WorkSection 3ADATE: 1/17/92REVISED: 4/7/92


(b) Not more than 3 percent shall pass the No. 200sieve.

(c) The gradation of the sand shall be constantand the fineness modulus shall not vary morathan 0.2 within the range between 2.3 and 3.1.

(2) Coarse Aggregate

Coarse aggregate shall consist of hard crystallinestone or gravel free from clay, silt, shale, ordecomposed or thin laminated pieces. The piecesshall be clear and uncoated. The aggregate shallhave a uniform gradation. For thin concretesections having a dimension of 6 inches or less,all aggregate shall pass a 3/4 inch sieve.Otherwise, 100 percent shall pass a 1-1/2 inchsieve, provided the space between the reinforcingbars therein is 1-1/3 inches greater than themaximum aggregate, and 100 percent shall beretained by a Mo. 4 sieve.

d. M 4 %, i ng -Wa, t e r

Mixing water shall be clean and free from oil, acid,vegetable matter, alkali and other salt, and shall bepotable. If there is any question as to its suitability,it shall be tested in accordance with AASHO StandardMethod of Test T-26.

e.

(1) Dewey and Almy Chemical Company "Darex AEA" airentraining agent or approved equal for use withType I cement, conforming to ASTM C-260 andACI-318.

(2) W.R. Grace "WRDA with Hycol" water reducingadmixture or approved equal for use with Type Icement, conforming to ASTM C-494.

(3) The admixtures shall be added as a part of thecomputed mixing water requirements and be usedstrictly in accordance with the manufacturer ' sdirections and these specifications.



4. REINFORCING STEEL

a. The term "reinforcing steel" shall include all bars,hooks, stirrups, dowels, ties, tie-wire, chairs, andspacers noted on the drawings and/or specified harein,and as evidently required.

b. Reinforcing bars shall be new, free from loose rust, andshall conform to ASTM Standard A615 Grade 60 and ACI-313,unless otherwise indicated.

c. Reinforcing steel shall be accurately fabricated to thedetails and dimensions shown on the drawings. Bars shallbe maintained free from dust, mud, rust, scale, oil, ice,distortion and structural defects.

d. All bars shall be bent cold, and shall not be bent orstraightened in a manner which will injure the material.Stirrups and ties shall be bent around a pin of diameterequal to at least twice the bar thickness, but in allcases the diameter of the bend shall be at least largeenough to accommodate the supporting bar. For otherbars, the pin shall be of a diameter at least six timesthe bar thickness except that for bars larger than oneinch, the pin shall not be less than eight times theminimum thickness of the bar. All bending of bars andstirrups shall be in accordance with the requirements setforth in "The Manual of Standard Practice of the ConcreteReinforcing Steel Institute.1*

e. All splices in the reinforcement shall be as shown on thedrawings. The lapped ends of the bars shall be eitherseparated sufficiently to allow the embedment of theentire surface of each bar in concrete or connected as asingle continuous bar to develop the full strength of thebar. Splicing shall not be made at the points of maximumstress, and joints shall be staggered, with no adjacentbars spliced at the same points.

f. Reinforcement shall be accurately positioned and securedin place against displacement or distortion.

g. All reinforcing within the limits of a day's concretepouring shall be in place, firmly supported and wiredtogether, before concrete placement starts. Reinforcingshall have proper cover as indicated on the drawings andwhere not indicated shall conform to ACI requirements.No steel shall be set after concrete is placed. Any bars



bent or displaced shall be straightened or replaced priorto placing of concrete.

WOVEN WIRE FABRIC

Woven wire fabric shall be welded wire fabric conforming toASTM A-1S5.

STORAGE OF REINFORCING STEEL

Reinforcing steel shall be stored off the ground under coverand protected from rusting, oil, grease and distortion,

FORMWORK

a. General

(1) All forming materials and methods shall be subjectto the Engineer's review, but the Contractor shallbe responsible for their adequacy and accuracy.Formwork shall be strong and rigid, accuratelyformed to the lines, shape, form, grade anddimensions given on the drawings, and shall bedesigned to permit removal without damaging theconcrete, and shall be substantial and sufficientlytight to prevent leakage of mortar or liquid.

(2) Forms shall be braced, tied together and supportedto maintain position and shape, and be of adequatestrength to support, without deflection ordistortion, the pressure and weight of theconcrete, together with the movement of men andequipment, and shall not endanger workmen,passersby or property. The design, constructionand use of forms and form supports shall conform tothe up-to-date ACI-347, recommended practice forconcrete forrowork, and to all codes and regulationsapplicable at the Work site. All parts of removedforms reserved for re-use shall be inspected,cleaned and repaired. Any part or panel which hasbeen dented, deformed, or otherwise rendered unsafeor unfit for re-use, shall be discarded or removedfrom the Work site.

b. Construction

(1) Forms shall be constructed of plywood conforming toDEPA interior and exterior plyform as required.Support spacings for the various thickness shall be



.in accordance with DEPA' recommendations withdeflection, flexural strength and shear strengthbeing limited to 1/270 of the span, 200 psi and 94psi, respectively. Alternate forms may be usedupon submittal to and approval by the Engineer.

(2) Forms for all concrete to be exposed uponcompletion of the Work shall be constructed toproduce finished surfaces free from fins, ridges orother noticeable defects. Where forms forcontinuous surfaces are placed in successive units,care shall be taken to fit the forms over thehardened concrete surface to obtain accuratealignment of the surface, prevent leakage of mortarand to prevent formation of fins or ridges at thejoint.

c. Openings

The Contractor shall form for and leave all openings inthe concrete work where required for the installation ofhis own work and/or for the work of others. He shallcarefully examine all drawings for the need of suchopenings and in failing to provide openings as shown onthe drawings, he shall cut them at his own expense.Except as otherwise noted or specified, all such openingsshall be filled with concrete after the work to beinstalled therein has been completed.

Cleaning

Temporary openings shall be provided, where required, tofacilitate cleaning and inspection, prior to placingconcrete. This is particularly required at the bottom ofwall forms. Shavings, clips and all refuse shall beremoved and the forms shall be broom cleaned before anyconcrete is placed.

e. Forms

Forms shall be properly coated with an approved oil orshall be thoroughly soaked with clean water beforeconcrete is placed. Oil shall be applied beforereinforcing is placed and all surplus oil shall beremoved. In cold weather when, in the opinion of theRPR, freezing temperatures are probable, oiling shall bemandatory and the use of water will not be permitted.Form ties and spreaders may not be closer than one inchfrom the surface of any concrete. Forms must be used for

6 Concrete WorkSection 3ADATE: 1/17/92REVISED; 4/7/92


the sides of all footings. Concrete shall be depositedonly on original, undisturbed soil for all footing work.

f. Form Removal

Forms shall be removed in such a manner as to insure thecomp 1 ate sa fety o f the structure. in no case sha 11supporting forms or shoring be removed until the membershave acquired sufficient strength to support safely theirweight and the loads thereon. The removal of forms shallbe performed with care to prevent spalling, marring orany injury whatsoever to the concrete, and any damage tothe concrete by premature or careless removal of formsshall be repaired by and at the expense of theContractor. Prying against concrete will not bepermitted. The concrete shall ring like stone whenstruck with a carpenter's hammer.

8. CONCRETE DESIGN

a. Concrete shall be proportioned and mixed for a 28-daycompressive strength of 3,000 psi when tested inaccordance with ASTM Standard C31 and C39.

b. Design of the mix shall be in accordance with ACI-211.1and shall conform to the specified mixing requirementswhen used in the following areas:

(1) All Areas Including Footings. Walls and Slabs

In no case shall the Portland cement factor be lessthan 5.8 bags per cubic yard of concrete. Themaximum water-cement ratio shall be 5.6 gallons perbag. . The amount of water required shall besufficient to produce concrete with a slump of 3 to4 inches.

c. A design mix containing a water reducing admixture may besubstituted for that which is specified. The admixtureis to be used strictly in accordance with themanufacturer's directions and the resulting design mix,with certified cylinder test from trial mixes or previouswork, is to be submitted to the Engineer for approvalbefore use in the Work.

d. Certified mix proportions and test data for the specifiedstrength and mix requirements shall be submitted to theEngineer for approval prior to use in the Work.



9. INSPECTION AND TESTS

All concrete will be subject to inspection and tests at theplant and in the field. The Contractor shall furnish allnecessary cooperation and assistance.

a. Compression

(1) Make one (1) set of four (4) test cylinders, ASTMC-31 per each day's pour and per each 75 cubicyards poured, but no less than one (1) set of four(4) cylinders per 2500 square feet of slab or wallsurface area poured.

(2) Test one (1) cylinder at 7 days, and two (2)cylinders at 28 days, per ASTM C-39. The remainingcylinder shall serve as a spare.

( 3 ) The RPR shall pay all laboratory costs inconnection with testing cylinders.

(4) Testing laboratory is to be selected by the RPR.

(5) Clearly identify area of job into which sampledconcrete was used.

(6) Seven day tests to show at least 67 percent ofdesign strength for Type I.

(7) Laboratory to send test results directly to theEngineer and Owner in triplicate.

b.

Make one (1) test from each truck load delivered to thesite. Use ASTM C143 procedure. The concrete shall havea slump of 3 to 4 inches. Maintain records of results atsite. Clearly identify area of job into which testedconcrete was used.

c. Failure to Meet Requirements

If test cylinders fail to meet 28 day strength specifiedherein, or if honeycombed concrete is present, checktests for strength may be made of cores taken from thestructure, in accordance with ASTM C42 and ASTM C39, atthe expense of the Contractor. The Contractor shallrepair or replace, as directed by the Owner, those



portions of the structure which fail to develop therequired strength and/or meet the testing requirements.

10. MIXING

a. Concrete Sources

All concrete shall be procured from an aporovedcommercial batching plant. Ready-mix concrete " shallconform to the applicable requirements of ASTM StandardC94, and the plant shall conform to the "Concrete PlantStandards" of the Concrete Plant Manufacturer'sAssociation, and shall be of the automatic proportioningtype.

b. Transportation

Dry concrete batches shall be transported from the plantto the site in approved truck mixers. Truck mixers shallbe properly maintained .and operated.. Mixers shallconform to the requirements of the Truck Mixer andAgitating Standards of the Truck Mixer Manufacturer'sBureau. Mixing equipment must be clean and free fromhardened concrete and foreign matter,

c. Mixing

(1) Mixing water shall be added only at the site and inquantity as per the approved design mix. Truckmixers shall not mix or agitate concrete batches ofgreater volume than maximum capacities on themanufacturer's rating plate, and shall mix oragitate at drum speeds within rating platetolerances. Mixing shall continue until a uniformconcrete is produced with a minimum of 100revolutions to the drum. If uniformly mixedconcrete cannot be produced by mixing as specifiedin 15 minutes or less, the concrete shall berejected. Mix all ingredients per ACI-614.

(2) Concrete pours of less than 5 cubic yards in minorstructures may be machine mixed at the site.

(3) All concrete shall contain 5 percent, plus or minusone percent entrained air.



11. BUILT-IN ITEMS

a. General

The Contractor shall make all necessary provisions forthe forming and setting of all items required to be builtinto concrete work. Location of items shall be such asnot to impair the strength or stability of any structuralmember, and all locations shall be subject to theapproval of the Engineer. Items to be built-in shall bestandard approved typas suitable for their intendedpurpose.

12. PREPARATION FOR PLACEMENT OF CONCRETE

a. General

Water shall be removed from excavations, and any flow ofwater shall be diverted in a manner to avoid washing overfreshly deposited concrete. Hardened concrete,construction debris, ice and snow shall be removed frominside forms. Reinforcement and formwork shall besecured in position, inspected and approved. Allbuilt-in work shall have been inspected and approved.Hardened concrete shall be removed from conveyingequipment, and all necessary runways shall be preparedfor wheeled equipment. Wheeled equipment shall not runupon, nor shall runways or supports bear upon,reinforcing steel or fresh concrete.

b. Foundations

Earth foundations to receive concrete shall be clean,undisturbed surfaces free of frost, mud, ice, standing orrunning water. All foundations shall be inspected andapproved by the Owner and engineer prior to concreteplacement. During cold weather, the Contractor shallprovide an equivalent of 4 1/2 feet of earth insulationor approved equal over and adjacent to all footings tokeep soil from freezing beneath footing bottoms.

13. PLACEMENT OF CONCRETE

a. Weather Conditions

(1) No concrete shall be placed when, in the opinion ofthe RPR and the engineer, weather conditions arenot suitable for the proper placing, finishing orcuring of the concrete. Unless otherwise approved



. by the RPR and engineer, concrete shall be placedonly in dry weather and, in the event of suddenrainstorms, freshly placed concrete shall beadequately protected.

(2) In sudden freezes, concrete which has not attainedfinal set shall be protected in an approved mannerfrom damage by freezing. All necessary protectivematerials shall be on hand, ready for use whenconcrete is being placed. The use of salts orchemicals to melt ice or snow in the forms or onthe ground will not be permitted.

b. Consistency and Quality of Concrete

Concrete shall be mixed, transported and placed so as tomaintain proper consistency, avoid segregation, andinsure placement in final position before initial settakes place. Under no circumstances will retempering ofconcrete be permitted. The rate of placement shall besuch that the concrete is at all times plastic and flowsreadily into spaces between the reinforcing bars and canbe worked into corners, around inserts, and preventformation of voids. Concrete temperature shall bebetween 55* and 85'F unless approved by the engineer.

c. Conveying and Placing Concrete

Concrete shall be conveyed from mixer or truck to theforms as rapidly as practicable by approved methods whichwill not cause segregation or loss of ingredients. Freefall from mixer or truck to conveyance shall not exceed3 feet. When placing concrete in final position, thefree fall shall not exceed 6 feet unless approved methodsare employed. Use of chute more than 36 feet in lengthor with more than a one vertical to a two horizontalslope is prohibited. Concrete shall be placed so as notto contact reinforcing steel or the surface of the formsabove the top of the lift being poured.

d. Vibration

Unless otherwise directed by the RPR, all reinforcedconcrete shall be vibrated. Only approved mechanicalvibrators shall be used. Vibrators shall be applied atuni fonnly spaced po ints not further apart than thevisible effectiveness of the machine. Concrete shall besufficiently vibrated to produce satisfactoryconsolidation without causing objectionable segregation.

11 concrete WorkSection 3ADATE: 1/17/92REVISED: 4/7/92


Reinforcing bars shall be shaken manually to insure bondwith the concrete. Vibrators shall not be used totransport concrete in the forms. Vibrators shall not beinserted into lower layers of concrete that have begun toset.

14. PROTECTION AND CURING

a- General

Concrete shall be protected adequately from injuriousaction by sun, rain, flowing water, frost and mechanicalinjury for a period of at least 7 days after placing.Curing shall be accomplished by any of the followingmethods or combinations thereof. Whenever unusualtemperature or other conditions occur, the Contractorshall adopt additional protective measures as directed.

b. Water Curing

Concrete surfaces shall be kept continuously wet bycovering with water, by continuous spraying, or bycovering with burlap, cotton mats or other approvedmaterial thoroughly saturated with water and kept wet byintermittent hosing. Water cured concrete shal1 beprotected against freezing for the full curing periodspecified.

c. Waterproof Paper and Sheeting

Surfaces shall be covered with approved reinforced Kraftpaper, polyethylene sheeting not less than 0.004 inchthick, of Kraft paper coated with not less than 0.002inch thick polyethylene sheeting. Surfaces shall becompletely covered, with edges and ends lapped at least4 inches and sealed with approved mastic orpressure-sensitive tape. Sheeting shall be weighted orotherwise held in place against displacement, and tearsor holes appearing during the curing period shall beimmediately repaired.

15. DEFECTIVE CONCRETE

a. General

All porous, defective or damaged concrete or any kind,occurring prior to the acceptance of the Work, shall beremedied by the Contractor at his own expense and to thesatisfaction of the Engineer.


oder associates consulting engineers, p.c.

b. Corrective Measures

When, in the opinion of the Engineer, work has not beenperformed in accordance with the drawings andspecifications, such disapproved work shall be removedand replaced correctly. Should the Contractor wish tocorrect the work by methods other than removal andreplacement, he may submit alternate correctiveprocedures for the approval of the Engineer. Ifapproved, such corrective measures shall be taken asdirected by the Engineer. All costs arising from suchmeasures shall be borne by the Contractor. Excessivehoneycombing shall not be permitted.

16. COLD WEATHER PLACEMENT

Unless otherwise approved in writing by the RPR, concreteshall not be placed when the ambient temperature is below40 *F, nor when the concrete is likely to be subjected tofreezing temperatures before expiration of the curing period.Where cold weather placement is approved, special proceduresshall be adopted to heat the materials and to protect theconcrete from damage by freezing during mixing, placing andcuring. All such special procedures shall be subject to priorapproval of the RPR and must follow ACI Codes 318 and ACIBulletin 306.

17. HOT WEATHER PLACEMENT

Unless otherwise approved in writing by the RPR, the maximumallowable temperature of the concrete as it is placed shall be85*F. When the temperature of the concrete approaches orexceeds this maximum and placement has been approved by theRPR, special procedures shall be adopted to control thetemperature of the materials and to protect the concrete fromdamage due to hot weather during mixing, placing and curing.Al 1 such special procedures shal 1 be subj ect to the priorapproval of the RPR and follow ACI Code 305.

18. FINISH FOR STRUCTURES

a. Concrete surfaces which will be exposed to view in thecompleted construction shall have a smooth, dense steeltrowel, even surface when completed. Forms shall bestripped as soon as concrete will safely sustain itselfand repairs made to surface as soon as forms arestripped. Unsightly ridges or lips on exposed concreteshall be removed by tooling and rubbing.



b. All surfaces requiring rubbing shall be thoroughly washedwith .water after the rubbing is' completed. Voids orstone pockets shall be cleaned out and patched. Wiresand rods shall be cut off, depressed not less than oneinch below finished surface. Loose stones and all holesshall be cleaned out and the defects repaired withconcrete to a smooth, even surface. Holes left byremoval of form ties shall be thoroughly and completelyfilled with patching concrete, as specified below (seeparagraph 19, PATCHING).

PATCHING

Defective areas for which patching is required shall becleaned of all dust, dirt, grease, laitance and loose orspalling concrate and be given a brush applied coat of"Sikadur Hi-Mod" bonding compound as made by the Sika ChemicalCorporation, or a similar material approved by the Owner'sRepresentative. The compound shall be mixed in accordancewith the manufacturer's instructions. The patching mortarshall be freshly mixed and shall be composed of the samematerials and proportions as were used for the originalconcrete , including the admixture , except that the coarseaggregate shall be omitted and fine aggregate substitutedtherefor. The placing of mortar shall begin immediately afterthe bonding compound is applied and shall be completed withinthe contact time. The bonding compound must be sticky to thetouch during placing of mortar. The patching shall befinished to match adjoining concrete, and cured and protectedas specified for concrete.

20. FILLIN

Holes left by withdrawal of rods or by removal of end tiesshall be filled solid with mortar, using epoxy bondingcompound in the same manner as specified under "Patching",above. For holes passing entirely through a wall, a plungertype grease gun or other device shall be used to force themortar through the walls starting from the back face. A pieceof burlap or canvas shall be held over the holes on theoutside and when the hole is completely filled, the excessmortar shall be struck off with the cloth flush with thesurface. Holes not passing entirely through the wall shall befilled using small tools that will pack the hold solid withmortar. Excess mortar at the surface of the wall shall bestruck off flush with a cloth.



21. SLABS ON GRADE

Unless otherwise specified, all slabs on grade shall be pouredon well dampened compacted subgrade. No slabs shall be pouredon frozen subgrade or on standing water.

22. PUMPING OF CONCRETE

Pumping of concrete will be allowed only with the permissionof the Owner's Representative. If the Contractor desires touse pumping as the method of placing concrete, he shall submitcomplete data regarding the proposed pumping equipment, hoseor pipe sizes, mix design, aggregate gradation, and evidenceof successful experience with the equipment and mix designproposed. If required, pumping tests shall be performed. Noaluminum pipe shall be used to transport concrete. Minimumpipe size shall be 4 inches. All concrete for test cylindersshall be taken at the point of placement.

23. CURING. HARDENING AND POST-PROOFING

All floor slabs shall be treated immediately after finishingwith Sonneborn "Sonosil", Aquabar Company, "Iron Clad", USMCorporation, UPCO Division "Vitrox", or approved equal,applied in strict accordance with the manufacturer'srequirements, and shall be warranted by the manufacturer forfive years for positive curing and non-dusting.

24. DOVETAIL ANCHOR SLOTS

Dovetail anchor slots shall be Hohmann and Barnard, Inc., No.305, 16 gauge galvanized steel or approved equal.

25. PROTECTION PAPER

Concrete floors shall be covered with a layer of orange labelSisalkraft with side joints lapped 4 inches and end jointslapped 6 inches. Paper shall be weighted to preventdisplacement. Rips or tears appearing in the paper shall beimmediately patched. No use shall be made of the floor forthe first five days and only light use for an additional tenday period after floors are poured.

26. WATERSTQPS

a. Waterstops shall be ribbed type, manufactured from virginpolyvinyl chloride and shall conform to the details shownon the contract drawings.



b. Waterstops in construction and expansion joints shall be"Durajoint" type 5 as manufactured by w. R. Grace and Co.

c. Waterstops shall be placed at locations indicated on thecontract drawings and in the following locations:

(1) Construction joints in walls with one surface incontact with soil and the opposite surface dry andexposed.

(2) Construction joints in walls with one surface incontact with liquid and the opposite surface dryand exposed.

(3) Vertical construction joints in walls with onesurface in contact with liquid and the oppositesurface in contact with soil.

(4) Construction joints in slabs on grade exceptbuilding floor slabs located at or above finishedgrade or other slabs, specifically omitted.

d. Anchor waterstops securely to the formwork to preventdislocation while placing concrete. Waterstops shall becontinuous around corners and intersections* Corners andintersections shall be prefabricated to permit splicingof the waterstop in a straight run. Do not bendwaterstops. Hake splices with an electric splicing toolas recommended by the waterstop manufacturer.



SECTION 5B

STRUCTURAL STEEL

1. DESCRIPTION

This Section covers all structural steel work as shown on thedrawings and as specified herein.

2- WORK COVERED UNDER OTHER SECTIONS

Setting of Anchor BoltsConcrete and GroutingMiscellaneous SteelworkFinish Painting

3. GENERAL

a. The current rules and practices set forth in the Code ofStandard Practice for Steel Buildings and Bridge, and theSpecification for the Design, Fabrication and Erection ofStructural Steel for Buildings of the American Instituteof Steel Construction shall govern this work, except asotherwise noted on the drawings or as otherwisespecified.

b. Welding shall be in accordance with the Standard Code forArc and Gas Welding in Building Construction of theAmerican Welding Society.

c. Where high strength bolts are specified, they shall beused in the, manner prescribed by the "Specification forAssembly of Structural Joints Using High strength steelBolts'* as approved by Research Council on Riveted andBolted Structural Joints of the Engineering Foundation,except as otherwise noted on the drawings or as otherwisespecified.

4. MATERIALSa. Structural Steel

Structural steel shall be new and unused, and shallconform to ASTH Standard A36.

Structural SteelSection 5BDATE: 1/17/92


b. High Strength Steel Bolts

High strength steel bolts, nuts and washers shall conformto ASTM Standard A325.

5. SHOP DRAWINGS

a- The Contractor shall prepare shop drawings of allstructural steel, based on the design drawings, forapproval in conformance with the design. These drawingsshall give all necessary information for the fabrication,erection and painting of the structure and shall be basedon AISC Specifications. Provisions for the connection ofother work where required shall be indicated.

b. Substitution of section, or modification of details, orboth, shall be made only when approved, in writing, bythe Engineer.

6. FABRICATION

a. General

Workmanship shall be in accordance with AISCSpecifications, appropriate local Building Codes, and asspecified herein. All work shall be fabricated in ampletime to prevent delays in the progress of the work andshall be delivered as required for proper coordination ofthe work.

b. Connections

Except where otherwise noted or detailed on the drawings,connections shall conform to AISC Standard Connections.Where a standard connection cannot be used, theconnection shall be designed to provide for the reactiondue to the maximum uniformly distributed load that thebeam is capable of carrying for its span, based uponallowable unit stresses. In addition, such connectionsshall be designed to properly transmit the totalreactions, moments and stresses that are indicated on thedrawings or can be reasonably inferred from informationgiven on the drawings, without exceeding allowable unitstresses. When connections are detailed on the drawings,no deviation shall be made without the approval of theEngineer. One-sided or other types of eccentricconnections will not be permitted where two-sidedconnections can be used.



Welding

Where welding is indicated on any detail on the set ofdrawings, welding must be used.

Contact surfaces shall be thoroughly cleaned beforeassembly. Assembled parts shall be brought into closecontact. Drift pins shall be used only for aligningmembers, and shall not be used in a manner which willdamage metal or enlarge or distort holes. Membersrequiring accurage alignment shall be provided withslotted holes and/or washers for alignment of the steelas required. All finished members shall be true to lineand free from twists, bends and open joints.

7. WELDING

a. Restrictions

Welding will not be permitted where base metals are ofdifferent welding characteristics.

b. General

Welding in shop and field shall be performed by operatorsqualified as prescribed in the American Welding Society"Standard Qualification Procedure" to perform the type ofwork required.

c. Shoo Drawings

Shop drawings shall indicate the size, length, spacingand type of all welds.

d. Equipment

Equipment shall be of a type which will supply propercurrent in order that the operator may producesatisfactory welds.

e. Electrodes

Electrodes shall conform to the requirements of any ofthe E-60 series conforming to ASTH Standard A233, or toSpecification A-51-1 of the American Welding Society'slatest conditions of intended use as per manufacturer'sinstruction.

3 Structural SteelSection 5BDATE: 1/17/92


f. Surfaces

Surfaces to be welded shall be free from loose scale,rust, grease, paint or other similar or dissimilarforeign material except that mill scale that withstandsa vigorous wire brushing may remain. A light film oflinseed oil may be disregarded. Joint surfaces shall befree from fins and tears.

g. Temperature

No welding shall be done when the temperature of the basemetal is lower than 0 degrees F. At temperatures between0 and 32 degrees F, the surfaces of all areas within 3inches of the point where weld is to be started shall beheated to an adequate temperature. Preheat shall bemaintained if atmospheric or metallurgic conditionsrequire it.

8. HIGH STRENGTH BOLTS

Bolts shall conform to ASTM Standard A325 as approved by theResearch Council on Riveted and Bolted Structural Joints ofthe Engineering Foundation.

9. ERECTION

&• General

Steel members shall be set accurately in place and shallbe promptly aligned. Temporary bracing shall be providedwherever necessary during assembly and erection, andshall be left in place as long as required. All steeland iron work specified under this section shall beerected in its designed location.

b- Field Errors

Field errors shall not be corrected by burning. The useof burnt holes for bolted connections shall not bepermitted.

c. Erection Tolerances

Erection tolerances shall be in accordance with theAmerican Institute of Steel Construction Code of StandardPractice, unless otherwise specified. All steel shall belevel or plumb within a tolerance of 1:500.

4 Structural SteelSection 5BDATE: 1/17/92

ed«r associates consulting engineers, p.c.

d. Construction Loads

The Contractor shall be required to give his specialattention to the handling of steel during construction toavoid overloading concrete slabs, and the instructions ofthe Engineer shall be strictly adhered to.

10. FIELD MEASUREMENTS

All dimensions and conditions indicated on the drawings shallbe verified at the site, by the Contractor, before fabricationor laying out the work, and the Contractor shall beresponsible for the correctness, adequacy, fit and alignmentof the new work with existing conditions.

11. DAMAGE TO MATERIAL

The Contractor shall use care in storing, handling anderecting all material and shall provide proper support at alltimes to insure that no piece will be bent, twisted orotherwise injured. The Contractor shall notify the Engineer,in writing, of any defects or damage in material beforeerection. If such defects or damage cannot be corrected inthe field, the material shall be returned to the shop forreplacement, and the Contractor shall bear all extra costsinvolved.

12. PAINTING

Painting shall be applied as indicated in the PAINTING section9A of this Specification.

13. SHOP COATING

a. Materials

Unless otherwise authorized or specified in Section 9A,PAINTING, of this Specification, shop applied coatingsshall be:

(1) Rust Inhibitive Shop Primer for Steel

Koppers "654 Epoxy Primer", Cook "391-R-259Clorocon Barrier Coat", Mobil "13-R-50 Chromox Q.D.Primer", or Tnemec "77 Chem-Prime".



(2) Coal Tar

Koppers "Bitumastic Super Service Black", Porter"Tarmastic 103", or Tnemec "450 Heavy Tnemecol".

b. Cleaning

Surfaces shall be dry and proper temperature when coatedand free of grease, oil, dirt, grit, dust, rust, loosemill scale, weld flux, slag, weld spatter, or otherobjectionable substance. Surfaces shall be cleaned bvpower wire brushing or blasting. Welds shall be scraped",chipped and brushed as necessary to remove all weldspatter.

c. Edge Grinding

Sharp corners of cut or sheared edges which will besubmerged in operation shall be dulled by at least onepass of a power grinder to improve paint adherence.

d. Castings

Miscellaneous iron castings shall be hot-dipped inasphalt varnish or given a shop coat of coal tar paint.

e. Steel

All ungalvanized structural and miscellaneous steel shallbe given a rust inhibitive prime coat in the shop afterfabrication. Steel surfaces shall be prime coated assoon as practicable after cleaning. All painting shallbe done in a heated structure if the outside airtemperature is below 50 degrees F. Steel shall not bemoved or handled until the shop coat is dry and hard.

f. Aluminum

All surfaces of aluminum which will be in contact withconcrete, mortar or dissimilar metals shall be given aheavy coat of coal tar paint.

g. Other Surfaces

No shop coating will be required for zinc coated steel,stainless steel, or bronze surfaces.


ed«f associates consulting •nginwry p.c.

DIVISION XI

SECTION 11A

MODIFICATIONS TO EXISTING FACILITIES

1. DESCRIPTION

This section covers all modifications, removals andrestoration to existing structures, equipment, piping, etc.,as shown on the drawings and as specified herein.

2. GENERAL

a. Existing structures, equipment, piping, etc. shall bemodified and relocated as shown on the drawings andspecified herein. All items not required in thecompleted installations shall be removed as indicated orrequired. Removals shall be accomplished in an approvedmanner so as not to damage ad j acent equipment orconstruction to remain.

b. All open ends of abandoned existing pipe shall be cappedin an approved manner at the limits of removal. Allexisting work to remain shall be left in completeoperating condition.

c. Where necessary to cut existing work, the location andsize of cut and method of cutting shall be approved bythe Owner's Representative and adjacent work shall not beunnecessarily damaged. On completion of the cutting, allaffected areas shall be satisfactorily restored byskilled workmen.

d. Where portions of any existing structures, equipment ormaterials to remain are removed by the Contractor, forthe convenience of the Contractor, or as necessary orincidental to the Work to be performed, whether to haveaccess to the working area or otherwise, such portions ofexisting structures, equipment or materials shall bereplaced without additional cost to the Owner.

The Contractor shall submit for approval, a completedescription of all removals or portions of existingstructures, equipment or materials to remain that heconsiders necessary to properly perform the Work of this

1 Modifications toExisting FacilitiesSection 11ADATE: 1/17/92


Contract, together with details showing the extent andproposed methods of accomplishing such removals,protection to be afforded adjacent construction andfacilities, and the manner in which he intends to restoreaffected structures, equipment or area. No such removaloperations shall be started without the prior writtenapproval of the Owner.

e. Unless otherwise specified, all removed Work shall becomethe property of the Contractor and shall be disposed ofoff-site at the Contractor's expense.

f. All structural modifications and new piping, etc. shallconform to the requirements specified in other sectionsof these Specifications.

g. The description of the required alteration work containedherein shall not be construed as a complete descriptionof the alteration work to be performed under thisContract.

3. REMOVAL OF EXISTING PIPING

Existing, abandoned piping encountered during the course ofthe Work or as specifically detailed by the Owner shall beremoved and disposed of as per the Owner's instructions.

4. STRUCTURAL ALTERATIONS

a. All required structural alterations shall be done inaccordance with details shown on the drawings and asrequired. All existing dimensions and conditions shallbe verified at the site and shall be annotated on therequired shop drawings. The Contractor shall beresponsible for the correctness, adequacy, fit andalignment of all new work with existing conditions.

b. Temporary shoring and bracing shall be provided asrequired for the protection of the Work and the safety ofpersonnel.

5. INTERFERENCE WITH OWNER OPERATIONS

The Contractor shall coordinate his work schedule to cause theleast interference with the Owner's operation of the existingfacilities.

Modifications toExisting FacilitiesSection 11ADATE: 1/17/92

•d«r associates consulting •ngincvrs, p.c.

The Contractor must get written authorization at least oneweek in advance of any flow by-passing operations, or any workwhich will in any way interfere with the Owner's operation ofthe existing facilities.

Modifications toExisting FacilitiesSection 11ADATE: 1/17/92


DIVISION XV

SECTION ISA

MECHANICAL

1. GENERAL

a. Description

This Division includes process equipment, pumps pipingand valves as shown on the drawings and as specifiedherein. It is the intent of this Division to include thesupply of all materials, equipment, apparatus and labornecessary to properly furnish (as specified), install,equip, test and put into operation all specified processequipment, pumps, piping and valves.

2. INTENT

The intent of this Specification is to describe the quality ofmaterials and equipment, and the results desired, and not tolimit competition. Bidders are invited to submit forconsideration alternate quotations for material and equipmentcapable of performing the specified functions, even thoughsuch materials or equipment may differ slightly in principleor detail from that shown on the drawings or specified herein.Proposals for alternates shall enumerate the deviations fromthe specified equipment, and shall include the cost of allnecessary changes in other related equipment or services ordetails of structural work.

3 . GENERATi FfTiRTTRICAL AND MECHANICAL REQUIREMENTS

a. Equipment

(1) Galvanized cast iron junction boxes or equivalentprovision for threaded conduit connections shall befurnished, unless otherwise specified or approved.

(2) Equipment comprising several electrically-operateddevices shall be furnished completely wired andshall have all electrical appliances, conduit andconnections which are integral parts thereof. Suchconnections shall terminate in a junction box ofample size.

1 MechanicalSection ISADATE: 1/22/92


(3) Electrical equipment shall be supplied only bymanufacturers who maintain service stations orspare parts stock in the area in which the Work isto be performed. Service and stock shall beadequate for the equipment supplied, and evidenceof such facilities shall be presented when theequipment is submitted for approval.

b. Contractor's Working Equipment

The Contractor shall have on hand sufficient properequipment and machinery of ample capacity to facilitatethe Work and to handle all emergencies normallyencountered in work of this character.

c. Installation of Equipment

(1) All equipment shall be installed in accordance withthe approved manufacturer's Specifications,drawings and tolerances. Equipment shall beerected in a neat and workmanl ike manner on thefoundations at the locations and elevations shownon the drawings, unless otherwise specified by theEngineer during installation.

d- Welding

All structural fusion welding and gas cutting shallconform to the requirements of the American WeldingSociety Code.

e. Damage Purina Tests and Instruction Periods

The Contractor shall be fully responsible for the properoperation of equipment during tests and instructionperiods and he shall neither have nor make any claim fordamage which may occur to equipment prior to the timewhen the Owner formally takes over the operation thereof.Major equipment items installed by the Contractor shallbe put into operation and tested by the Contractor in thepresence of the manufacturer's representative.

f • Work Correction or Replacement

(1) If at any time an inspection, test or analysis ofWork reveals faulty design, inferior or defectivematerials, poor workmanship, improper installation,excessive wear or non-conformity with therequirements of the Contract Documents, such work


eder associates consulting engineer;, p.c.

will be rejected and shall be replaced with"satisfactory work at the Contractor's expense.

(2) Electrical appliances which have been subjected toinjury by water shall be thoroughly dried out andput through a special dielectric test as directedby the Engineer or shall be replaced by theContractor, all at his own expense.

g. Preliminary Field Tests - Equipment

As soon as conditions permit, the Contractor shall makepreliminary field tests of the equipment and appliancesfurnished. He shall furnish all labor, materials andinstruments for the tests. These tests shall determinewhether or not the equipment and appliances have beenproperly installed, meet their operating cycles and arefree from defects such as overheating, overloading andundue vibration. The Contractor shall make all necessarychanges, adjustments and replacements at his own expensein preparation for placing the equipment into service.

h. Final Field Tests - Equipment

Upon completion of the Work, all equipment and applianceswill be subjected to final field tests as prescribed orrequired and witnessed by the Engineer, to prove that theequipment and appliances are properly installed, meettheir operating cycles and are free from defects such asoverheating, overloading and undue vibration. All costsin connection with such tests, including fuel, light,lubricants, other material equipment, instruments andlabor shall be borne by the Contractor. Until finalfield tests are acceptable to the Engineer, theContractor shall make all necessary changes, adjustmentsand replacements at no additional cost to the Owner.

i. Instruction Books and Maintenance Manuals

(1) Six (6) copies of instruction books, containingcomplete information in connection with assembly,operation, lubrication, adjustment, maintenance andrepair of all equipment, together with detailedparts lists with drawings or photographs, shall befurnished to the Engineer, bound and indexed, witheach unit or set of identical units.

(2) One (1) set of the furnished instructions booksshall be assembled and bound in separate volumes by



trades, and properly indexed to form a complete setof maintenance manuals. The approved set ofmaintenance manuals shall be furnished prior tofinal acceptance of the Work.

Warranty and Guarantee

The Contractor warrants and guarantees to the Owner andEngineer that all materials and equipment supplied by theContractor will be new unless otherwise specified andthat al 1 work wil 1 be of good quality and free fromfaults or defects and in accordance with the requirementsof these Specifications and of any inspections, tests orapprovals directed by the Owner. All unsatisfactoryWork, all faulty or defective Work, and all Work notconforming to the requirements of the Specifications atthe time of acceptance thereof or of such inspections,tests or approvals, shall be considered defective.Prompt notice of all defects shall .be given to theContractor. All defective Work, whether or not in place,may be rejected, corrected or accepted by the Owner, witha reduction in contract price for substandard workaccepted. The Contractor further warrants and guaranteesto the Owner and Engineer that he will promptly repairand make good any defects in the Work occurring withinone year of acceptance of the Work by the Owner.

MechanicalSection ISADATE: 1/22/92

eder associates consulting engineers, p.c.SECTION 15B-1

SUBMERSIBLE PUMPS

GENERAL

a.

b.

c.

The Equipment Manufacturer shall supply the submersiblepumps for Locations EW-3 and EW-4 as indicated on thedrawings herein.

The Contractor shall furnish all labor, materials, riserpiping, and equipment required for a complete andoperable system at EW-3 and EW-4. The submersible pumpsspecified for EW-1 and EW-2 were previously purchased andinstalled.

Pumps shall be Model 135S3 as manufactured by GrundfosPump Corporation or an approved equal.

Location

EW-lEW-2EW-3EW-4

CONSTRUCTION

Model

135 S75-4135 S75-4135 S100-6135 S100-6

HE

1010

a. £aj2l£ - Neoprene jacketed RHW insulated wire. Length ofcable required shall be coordinated with themanufacturer.

b. Check Valve - 304 Stainless steel, full flow, non-clog,non-slamming design. Valve positively seats on 304stainless steel reinforced rubber ring assuring nobackflow.

c. Straps - High tensile strength 304 stainless steel,

d. Cable Guard - 304 stainless steel.

e. Diffuaer Chambers - Integral fabricated units of 304stainless steel specifically designed to eliminate upthrust. Chambers contain diffuser guide vanes andintermediate shaft bearings.

f. Shaft - Centerless-ground 431 stainless steel for truerunning.

q. . Split Cones and Split Cone Nuts - 304 stainless steel.

Submersible PumpsSection 15B-1DATE: 1/22/92

i «•* r / r\ i


h. Impellers - Fabricated 304 stainless steel to improvehydraulic efficiencies.

i. Impeller Seal Rings - Long lasting abrasion resistantrubber. 304 stainless steel reinforced.

j . Shaffr Bearings - Rubber of hexed design for long life andgood lubrication.

k. Diffuser Guide Vanes - Fabricated 304 stainless steel-

!• Screep - Strong, durable 304 stainless steel having alarge flow area to match the raced flow capacity of thepump.

m. Prining Inducer - All 304 stainless steel.

n. Pump Shaft Coupling - Splined or keyed 329/420/431stainless steel to assure positive nonslip action.

o. Suction Inter-connector - Rugged all 304 stainless steel.

P- Motor - Ball bearing type motor, sealed oil filled.

q. Shaft and Seal - Tungsten-carbide running on 'tungsten-carbide.

r. upper Radial Bearings - Water lubricated diamond-hardceramic running against tungsten-carbide shaft journal.

s. stator - Hermetically sealed 304 stainless steel andencapsulated in thermal plastic resin for maximum heattransfer and resistance to moisture penetration.

t. £&£££ - Clad in 304 stainless steel.

u. Lower Radial Bearing - Water lubricated diamond-hardceramic running against a tungsten-carbide shaft journal.

v. Thrust Bearing - Constructed of ceramic running againstself-aligning metal impregnated carbon pads.

w* Diaphragm - Rubber diaphragm automatically compensatesfor internal motor liquid expansion due to temperature orpressure changes.

ACCESSORIES

a. Submersible cable shall be provided. Length of cableshall be coordinated with Contractor.

Submersible PumpsSection 15B-XDATE: 1/22/92REVISED: 6/26/92


SECTION 15C

FLQWMETER

GENERAL

a. The Contractor shall furnish and install, ready tooperate, two of the four flow measurement systems, asshown on the drawings and specified herein.

b. The system shall consist of a Standard Grade TurbineFlowmeter and a Model MC-II Flow Analyzer as manufacturedby Halliburton, or approved equal.

c. System shall have flow rate and totalized flow displays.

DESIGN REQUIREMENTS

*• Turbine Flowmeter

1. Materials of Construction:

Body and Vanes: 316 Stainless steel.Rotor: Alloy CD4MCU.Shaft and Bearings: Tungsten carbide.

2. Flowmeter Size: 2 inch diameter.

3. Flow Range: 0 + 400 gpm.

4. End Connections: 2 inch female NPT.

5. Magnetic Pickup Connection: 1 inch male NPT.

b. Flow Analyzer

1. Weatherproof corrosion resistant polyethylenehousing.

2. Weatherproof pickup adapter to thread onto turbinemeter.

3. Totalizer and Flow Rate Display: 6 digit LCD.


PERFORMANCE SPECIFICATIONS

a. Accuracy: +1.0% over rated flow range.b. Working Pressure: 5000 psi.c. Operating Temperature Range: -40 to +140*F.

POWER REQUIREMENTS

One 3.6 volt lithium battery.

MAINTENANCE REQUIREMENT

a. The manufacturer shall supply three (3) copies ofoperating and maintenance manual with the equipment.

b. The manufacturer shall supply a spare parts listrecommending to the Owner parts to keep on hand toprevent any downtime of the equipment.


SECTION 15D

WELL SPECIFICATIONS

1. GENERAL

a. These specifications are for two ground water extractionwells which are to be installed at the NPI facility inEau Claire, Wisconsin. The wells are to be 6-inches indiameter and about 100 feet deep and will be made ofsteel casing and screens. The wells should produce atleast 150 gpm and will be permanently connected to aground-water recovery system.

2. PERSONNEL AMD EQUIPMENT

a. The drilling contractor (driller) shall be required tosupply experienced personnel and all necessary equipmentto complete the work specified in this document. Thedriller should include a list of personnel with relevantexperience described i the bid plus a description of thedrilling equipment he anticipates using for the work.Other equipment in the driller's possession can be listedas well if pertinent.

b. The Contractor personnel performing the work shall havehealth and safety training in accordance with OSHArequirements.

3. PERMITS AND COMPLIANCE WITH THE LAW

a. The driller shall be licensed to install wells and pumpsin the State of Wisconsin and shall be fullyknowledgeable as to Federal, State and/or local lawsgoverning has activities. The cost of permits, licenses,etc., shall be the driller's responsibility. The wellsshall be installed according to Wisconsin AdministrativeCode (NR 112.13),

4. MQBILIZATION/DE-MQBILIZATION

a. The driller shall mobilize and de-mobilize all necessaryequipment to the NPI, Eau Claire facility for the lumpsum stated in the bid. If a second rig is requested bythe Owner to expedite the work, the driller shall beentitled to an additional mobilization charge as providedin the bid documents. Mobilization shall not be chargedfor moving rigs between sites on the NPI facility.


5 . DRT-LLING METHOD

a. The wells shall be drilled by the direct hydraulic("mud11) rotary method or other approved method. A 10-inch nominal diameter hole will be drilled using awater/bentonite slurry as drilling fluid. Only potablewater from an approved source will be used to mixdrilling fluid.

b. The driller will be responsible for maintainingsufficient drilling fluid of the proper consistency toestablish an open borehole to the required depth untilall drilling, screen/casing installation, gravel packing,grouting and related operations are completed. Aportable mud pit will be used during the drilling and thedrill cuttings will be disposed of in a manner designatedby the Owner and Consultant. (See disposal of waste orunused materials). The driller will collect split-spocnformation samples at 5-foot intervals in the screenedzone and at changes in lithology plus flume samples ofeach 10-foot interval. Formation samples will be placedin glass or plastic jars and labeled with the wellnumber, depth and type of sample.

6. WELL CASINGS

a. Only new, 6-inch 1.0. steel well casings will be used.The casing shall be welded plain end, meeting therequirements of NR 112.17 and NR 112.18.

7. WPT.T. SCREENS -a. Only new 6-inch I.D. wire wrapped, low carbon steel

screens shall be used (Johnson Screen Co. or approvedequal). The screen shall be compatible with the wellcasing and shall have a welded, steel bottom plate.Screens will be constructed with an opening based on asieve analysis of core samples from the screen zone asdirected by the Project Geologist.

8. SAND PACK

a. Only rounded, silica well sand shall be used to pack theborehole annulus opposite the well screen. The sand maybe placed by gravity and the driller will be responsiblefor checking the elevation of the top of the sand pack asit is being placed so that any bridging of the sand canbe corrected. The sand pack will be extendedapproximately 5 feet above the top of the screen to allow

2 Well SpecificationsSection 15DDATE: 1/22/92REVISED: 6/26/92


for settlement. The sand pack we.ll construction shallcomply with NR 112.16.

9. GROUT SEAL

a. A grout mixture composed of neat cement with 5%bentonite added to avoid shrinkage. A grade of portlandcement suitable for well grouting will be used and mixedto a consistency which will allow pumping through atremie pipe while being installed. The grout seal shallextend from the top of the gravel pack as shown on thedrawings. Grout and grout placement will comply with NR112.20.

10. INSTALLATION OF CASINGS AND SCREENS

a. The well casing and screen shall be installed ascontinuous string, centered in the borehole withcentralizers placed every 10 feet along the casing andscreen. The driller shall maintain plumbness andalignment in accordance with NR 112.19 standards suchthat all pumps, drop pipes, etc. can be installed in thewell without touching the sides of the well.

11. WELL DEVELOPMENT

a. The well shall be developed by surging and pumping toremove drilling fluid and fine formation material fromthe gravelpack-formation interface. Development willcontinue until the well produces clear, sand-free wateror for a. maximum of 3 hours. A minimum of 10 wellvolumes shall be completed. The project geologist shallperform pH, conductivity and temperature measurements anddetermine when the well has been adequately developed.Development water will be controlled and disposed of on-site and in a manner approved by USEPA.

12. WELL TEST

a. Each well will be tested by continuous pumping for aminimum of 24 hours. The driller will monitor and recorddrawdown in the pumping well and will check specificcapacity at a minimum of once per hour. The test pumpingrate will be anticipated installed capacity of thepermanent pump which will be 100 gpm.

Well SpecificationsSection 15DDATE: 1/22/92REVISED: 6/26/92


13. RECORDKEEPING

a. The driller shall maintain all permits, logs, reports,etc. required by State regulations including but notlimited to the well drilling permit, driller's formationlog, daily log and materials log, well development andtest pumping data and a construction sketch of the wellas it was installed. The above records shall be kept atthe work site and final copies shall be submitted to theconsultant within two weeks of well completion.

14. ABANDONMENT OF UNSUITABLE BOREHOLES AND tfET'T'?

a. Boreholes or wells which do not meet these specificationsand which cannot be modified to conform thesespecifications will be abandoned in accordance with WONRregulations NRlll, 112 or 141. Abandonment will be atthe driller's expense but the driller may recovermaterials for his reuse if this is possible and permittedby State regulations. If abandonment is for theconvenience of the Owner, and the well otherwise conformsto these specifications, the driller shall be paid forthe work completed.

Well SpecificationsSection 15DDATE: 1/22/92REVISED: 4/7/92


SECTION 15E

PIPING

1. DESCRIPTION

a. General

This section covers the furnishing, installation andtesting for all piping, fittings, jointing materials,pipe hangers and supports, anchors, blocking, encasement,insulation, and all other necessary appurtenances asshown on the drawings and as specified herein, exceptwhere specific requirements are given in other sections.

b. Items Furnished Under Other Sections

The Contractor's attention is called to the fact thatcertain items furnished .under other sections of theSpecifications are to be installed in the piping underthis section of the Specification.

(1) Process Equipment accessories, including pumps,valves, controls, etc.

2. SHOP DRAWINGS

a. General

(1) Shop drawings and details for piping work shall besubmitted for approval in accordance with theGENERAL REQUIREMENTS and shall include pipe sizes,joint details, catalog cuts of accessories,dimensions, support and hanger details, and acomplete piping layout.

(2) The drawings indicate the required pipe sizes andgeneral arrangement of all piping and equipment.Exact locations shall be verified by the Contractorin the field. The Contractor shall obtain theapproval of the Owner or Engineer before changingthe locations of any of the work due to fieldconditions. All minor changes approved by theOwner shall be made at no additional cost to Owner.Under no circumstances shall pipe sizes indicatedon the drawings be changed without the writtenapproval of the Engineer.

1 PipingSection 15EDATE: 1/17/92REVISED: 4/7/92


(3) The Contractor shall determine and be responsiblefor the proper locations and character of allinserts for hangers, chases, sleeves, and otheropenings in the construction required for thepiping work, and shall obtain this information wellin advance of the construction progress so as notto delay the work. Final locations of all built-initems shall be coordinated with work of othertrades to prevent interferences.

(4) All installed piping shall form completelyconnected systems including connections to valvesand equipment specified in other sections of thespecifications to result in a satisfactoryoperating installation. No work shall be installedthat connects to equipment until complete shopdrawings of such equipment have been approved bythe Owner or his representative. Any workinstalled prior to the approval of shop drawingsshall be at the Contractor's risk'.

b. Piping Layout

The piping layout shall be made at a scale of 1/4 inch -1 foot. Piping under 4 inches in diameter may be shownas a single line.

c. Field Dimensions

Where piping is to connect to existing equipment,foundations, anchor bolts, equipment connectioncenterlines and dimensions shall be shown and referenced.

d. Equipment

Where piping is to connect to new or existing equipment,foundations, anchor bolts, equipment connectioncenterlines and dimensions shall be shown and referenced.

e. References

All new and existing salient building walls, floors,elevations, etc. shall be shown and referenced.

f- Shop Fabricated Piping

Each piece of shop fabricated piping shall be dimensionedand referenced.

PipingSection 15EDATE: 1/17/92REVISED: 4/7/92


Bill ofMaterials

A complete bill of materials, properly referenced, shallbe included. The bill of materials shall show thequantity, size, manufacturer, specifications, ate. of allpipe, fittings, jointing materials, accessories, etc.covered under this section of the Specifications.

MATERIAL

All pipe shall be produced in a plant of recognized reputationand regularly engaged in the production of pipe conforming tothe specified standards.

a. Galvanized and Black Steel Pipe

(1) Standard Weight Pipe

ASTH A53, A120, standard weightANSI B36.10, pipe schedule

(2) Fittings

(a) Threaded Fittings

Steel pipe threaded fittings shall be 150pound galvanized malleable iron, ANSI B16.3.

(b) Welding Fittings

Pipe line welding fittings shall conform to•ANSI B16.9 factory made wrought steel.

(c) Flanges

All flanges shall conform to ASTM A105 andANSI B16.1 specifications. All flangedconnections shall be furnished with a gasketas specified herein.

(3) Coatings

All external surfaces of black steel pipe shall bepainted.

(4) Bolts

Low carbon steel externally and internally threadedstandard fasteners, ASTM A307, Grade B.



(5) Gaskets

Flanged Gaskets: red rubber, ASTM 1330, Grade I,ring type, 1/8 inch thick.

b. Polyethylene Pipe

(1)

Polyethylene pipe shall conform toSpecifications D1243, D3035 and D3350 and shall beultra-high molecular weight polyethylene with amaximum SDK of 21.

(2) Fitrinas

Fittings shall conform to ASTM D2610 and shall bemade from the same material and have the same SDKas the pipe.

(3) Material

(a) The pipe shall be made from polyethylene resincompound qualified as Type III, Category 5,Class C. Grade P34 in ASTM StandardSpecification for polyethylene plasticsmounding and extrusion materials D1248 exceptthat the density of the base resin shall bewithin the limits of 0.941 to 0.943 asdetermined by ASTM standard procedure for themeasurement of density D792, Method B. Thismaterial shall have a hydrostatic design basiswhen tested and analyzed by ASTM StandardMethod D2837 of not less than 1390 psi, TableI of that standard notwithstanding.

(b) The raw material shall contain carbon-blackand an effective antioxidant as required byCSA Specification B137.1.

(c) The pipe shall contain no recycled compoundexcept that generated in the manufacturers ownplant from resin of the same specificationfrom the same raw material supplier.

(d) Compliance with the requirements of thisparagraph shall be certified in writing by thepipe supplier.



(4) Joining Methods

(a) Therma1 Butt-Fus ion

Butt-Fusion, which is the butt-joining of thepipe by melting the aligned faces of the pipeends in a suitable apparatus and pressing themtogether under controlled pressure, shall beused for all connections of polyethylene topolyethylene.

(b) Joining. Terminating or Adapting by MechanicalMeans

All flange adaptors for attachment to thepolyethylene pipe shall be made from the sametype and grade of polyethylene, from the sameraw material supplier as the pipe, shall bebutt-fused to the pipe ends and shall be thefabricated flange type. The flange adaptorsshall have the'same SDK as the pipe.

(c) The polyethylene pipe shall be adapted tosystems or fittings of other materials bymeans of an assembly consisting of apolyethylene flange collar, futt-fused to thepipe as specified herein, a back-up glange ofeither cast iron, steel or high silicaaluminum alloy made to ANSI B1645 dimensionalstandards, bolts of compatible material(insulated from the fittings where necessary)and a gasket of reinforced black rubber orelastomer cut to fit the joint. In all cases,the bolts shall be drawn up evenly and inline.

(d) In no case shall threaded male or femaleadapters of any plastic material be used foradapting polyethylene pipe to systems,fittings or auxiliary equipment of othermaterials, or for joining the installationlengths to each other.

(5) Installation

(a) Allow pipe to come to equilibrium earthtemperature prior to final connections. Thisis especially important for summer



installations where the pipe is installedwarm.

(b) Snake pipe in ditch in order to allow formovement caused by seasonal changes.

(c) The pipe shall be installed according to themanufacturer's recommendations.

c. Wall Sleeves

(1) Wall sleeves shall be of cast iron or ductile iron.Sleeves shall have an intermediate waterstop whereinstalled in 'Wet1 or exterior walls. Pipe sleevesinstalled through floors provided with a specialfinish, such as terrazzo or vinyl tile, shall beflush with the finished floor surface and shall beprovided with nickel or chromium-plated floorplates. In all other locations where pipes passthrough floors, pipe sleeves shall project not lessthan 1 inch nor more, than 2 inches above the floorsurface, with the projections uniform in each floorarea.

(2) Holes drilled with a suitable rotary drill will beconsidered in lieu of sleeves for piping whichpasses through interior walls and through floorshaving special finish and not bearing on earth.

(3) The annular space between outside surfaces of pipespassing through sleeves in exterior or waterbearing walls or floor slabs bearing on earth andthe interior surfaces of the wall sleevestherefore, shall be thoroughly caulked with leadwool or otherwise sealed, and water-tight jointsobtained.

4.

Installation of piping work shall be complete in everyrespect, insuring systems which will operatesatisfactorily and quietly. All work shall be done byskilled workmen. All cutting, fitting repairing andfinishing of masonry, concrete, metal and carpentry workthat may be required for the Work under this sectionshall be done by craftsmen skilled in their respectivetrades and at the expense of the Contractor. Unlessotherwise indicated, all material and equipment shall be



installed in conformance with the manufacturer'srecommendations.

b. Proper and suitable tools and appliances for the safe andconvenient handling and installing of the pipe andfittings shall be used. Care shall be taken to preventdamage to any coatings and linings on pipes and fittings.All pieces shall be carefully examined for defects and nopieces shall be installed which are known to bedefective. If any defective piece should be discoveredafter having been installed, it shall be removed and.replaced with a sound one in a satisfactory manner by theContractor at his expense. Pipe and fittings shall bethoroughly cleaned before they are accepted in thecomplete work. Pipe and joints showing leakage shall bereplaced unless directed otherwise by the RPR.

c. All piping connecting to equipment shall be provided withunions or companion flanges located so that piping may bereadily dismantled from equipment. Connections betweenferrous and non-ferrous metals in piping systems shall bemade with dielectric unions.

d. All piping shall be installed in such a manner that itwill be free to expand and contract without injury toitself or its supporting structure. On all piping,expansion joints shall be installed as shown on thedrawings. Guides and anchors shall be furnished andinstalled in an approved manner.

e. All piping passing through walls and floors shall beinstalled in pipe sleeves or wall castings accuratelylocated before concrete is poured or placed duringconstruction of masonry walls.

Sealing between pipe and wall sleeve, where required,shall be accomplished with interconnected rubber linksequal to "Link-Seal", as manufactured by ThunderlineCorporation. Type of sealing to be used shall be asindicated on the drawings.

5. TESTING OF PIPING SYSTEMS

a. All piping systems installed under this section shall betested in the manner hereinafter specified. No pipingshall be concealed, or furred-in until it has been testedto the satisfaction of the Engineer. Testing media shallbe furnished and disposed of by the Contractor, and allmaterials, labor, and equipment required for the testingprocedures shall be at his expense. Any leaks or



defective piping disclosed by the test shall be replacedor repaired and the test repeated until all piping provestight. No caulking of defective piping or joints will bepermitted.

b. Piping which will convey water or aqueous solutions shallbe tested hydrostatically. Piping shall be tested for atleast 2 hours by filling with water under a hydrostaticpressure of not less than 150 percent of the maximumpressure to which the system will ordinarily besubjected. All joints showing leaks shall be correctedby approved means.

c. The contractor shall provide all temporary thrust blocks,weighting, bracing and other means as may be necessary toprevent unharnessed pipe and fittings from separatingduring the tests.

d. The Contractor shall furnish, install and removetemporary flanges, plugs or bulkheads whenever necessaryto complete the required' pressure tests. Regulators, ,gauges, traps and other apparatus or equipment which maybe damaged by the test pressures shall be isolated orremoved before tests are made.

6. LAYING PIPE

a. Pipe shall be protected from lateral displacement byplacing the specified pipe embedment material. Under nocircumstances shall pipe be laid in water, and no pipeshall be laid under unsuitable weather or trenchconditions.

b. When jointed in the trench, the pipe shall form a trueand smooth line. Pipe shall not be trimmed except forclosures, and pipe not making a good fit shall beremoved. Permissible defects shall be placed in the topof the pipe. ^

c. The pipe shall be installed so that the spigot ends pointin the direction of flow. Pipe laying shall be startedat the lowest point unless reverse laying is specificallyauthorized by the Engineer.

7. CONNECTION TO EXISTING STRUCTURES

Connections to existing manholes and other structures shall bedone in a neat and workmanl ike manner. Holes cut intostructure walls shall be no larger than necessary for the



proper installation of the pipes. Flexible connector shall bewatertight and used for pipe connection to existing manholes.

8. INSULATION

Two inch polyurethane foam insulation for outdoor use orapproved equal. Exterior covered with . 016 inch thickaluminum or PVC jacket.

9. HEAT TRACING

a. Aboveground piping and equipment as shown on the drawingshall be protected from freezing by placing self-regulating 5 watts per foot heating cable type SRL-5 asmanufactured by Chromalox or approved equal.

b. Power connection boxes provided shall be with integralambient sensing thermostat for temperature controxChromalox DL Series or approved equal. Factory presetand calibrated for 40*F operation.

10. KNIFE GATE VALVES

a. Knife gate valves shall be of the vee-orifice, designsuitable for throttling service. The stem and all wettedparts shall be constructed of 304 stainless steel. Theyoke sleeve shall be bronze. Multiple ring packing shallbe provided with a corrosion resistant packing gland toprevent leakage between the gate and body. Wafter bodyconstruction shall be provided suitable for mating toANSI 125 'pound flanges.

b. Knife gate valves shall be Series C, as manufactured byDeZurik or an approved equal.



DIVISION XVI

SECTION 16A

ELECTRICAL WORK

1. SCOPE

This section covers all electrical work as shown on thedrawings and as specified herein. The work shall include, butis not necessarily limited to, the following:

a. New 480 VAC, 3 phase, 60 Hz power feeder wiring fromexisting Northern State utility pole to new 7.5 HPsubmersible pumps in monitoring wells EW-l and EW-2. New480 VAC, 3 phase, 60 Hz power feeder wiring from existingNational Presto service pole to new 10 HP submersiblepumps in Wells EW-3 and EW-4. New 120/240 VAC, 1 phase,60 Hz power feeder wiring from existing Northern Stateutility pole to new float switch transmitting panel. Allpower wiring between utility meters, disconnect switches,starters, and panels.

b. Power and control wiring to all equipment, pumps andwells.

c. Coordination and installation of transmitting/receiver/recorder equipment including, but not 1imited totransmitter, receiver/'recorder panels, remote alarms,recovery wells wiring, conduit, heat trace cable andappurtenances necessary for a complete and operableinstallation.

d. Electrical modification work as specified in Section 11of these specifications.

e. Grounding.

f. Equipment supports and miscellaneous steel for electricalequipment.

g. All necessary permits, certificates and any related fees.

h. Testing.

i. Providing temporary electrical service duringconstruction for the Contractor's own use.

Electrical WorkSection 16ADATE: 1/22/92REVISED: 4/7/92


j. Coordination and installation o£ all control panels.

Jc. Instrumentation and signal wiring.

2. INTENT

a. It is the intent of these Specifications and the drawingsto cover and include all materials, equipment, apparatusand the labor necessary to properly furnish, install,equip, adjust and put in perfect operation the respectiveportions of the installation specified and to sointerconnect or interlock the various equipment or itemsof the facilities as to form complete and properlyoperating systems.

b. It is the intent of the drawings and Specifications toprovide complete workable systems ready for the Owner'soperation. Any items not specifically shown on thedrawings or called for in the Specifications but normallyrequired to conform with the intent are to be considereda part of the Contract.

c. The locations of equipment, pumps and other miscellaneousequipment indicated on the plans are approximate. Exactlocations shall be coordinated with other work and shallbe subject to such revisions as may be found necessary ordesirable at the time the work is installed in order tomeet field conditions.

d. Particular caution shall be exercised with reference tothe location of equipment. Exact locations shall beapproved by the Engineer before proceeding with theinstallation. It shall be distinctly understood that thedrawings show only the general run of conduits; actuallocation and placement shall suit field conditions.

e. Any significant changes in locations of electricalequipment that the Contractor may find necessary in orderto meet field conditions shall be brought to theimmediate attention of the Engineer and shall receive hisapproval before such alterations are made.

3. EXAMINATION OF WORK

a. In having submitted a bid, the Contractor represents thathe has examined and understands the requirements in thecontract documents pertaining to the electrical work,that he has fully acquainted himself with the conditionsto be encountered at the work site, and that he is ableto and will complete the Work according to the

2 Electrical WorkSection 16ADATE: 1/22/92REVISED: 4/7/92


requirements of this Contract. Electrical work shall bedone, to conform with the construction schedule andprogress of other trades. Electrical apparatus on allequipment shall be fabricated/ handled, set in place,connected, checked out, serviced and placed in readinessfor proper operation to the satisfaction of the Owner andEngineer, all in accordance with the National Electricalcode and applicable local regulations and ordinances.The Contractor shall, at his own expense, arrange for andobtain all necessary permits, inspections, and approvalby the proper authorities in local jurisdiction of suchwork.

b. All materials and equipment shall be submitted for reviewas required under the GENERAL CONDITIONS. Each sheet ofdescriptive literature submitted shall be marked by the •Electrical Contractor in black ink to identify thematerial or equipment as follows:

(1) Descriptive sheets shall show the schedule symboland location for which the sheet applies; <w

(2) Equipment and materials descriptive literature anddrawings shall show the_Specification paragraph forwhich the equipment applies;

(3) Sheets or drawings showing more than the particularitem under consideration shall have crossed out allbut the pertinent description of the item for whichreview is requested.

(4) Equipment and materials descriptive literature notreadily cross referenced with the drawings orSpecifications shall be identified by a suitablenotation.

(5) Schematics and connection diagrams for allelectrical equipment shall be submitted for review. Â manufacturer * s standard connection diagram orschematic showing more than one scheme o fconnection will not be accepted unless it isclearly marked to show the intended connections.

(6) In addition, complete Specifications anddescriptive literature shall be submitted for allcable before installation.

c. All drawings and literature marked "Revise and Resubmit"shall be corrected and resubmitted.



d. All drawings and literature submitted for review shallhave printed or marked thereon the current revision orissue number or date. When such material is supersededby a later issue or revision at any time during thecontract period, sufficient copies shall be supplied toreplace all copies of the latest preceding issuesubmitted, due, or requested. This shall also apply tocopies included in operation and maintenance manuals.

e. Except for transmittal information, all additional datamarked or printed on submittal material shall become partof the item to be repeated on subsequent copies, and anycharges therein shall require a new issue.

f. The Contractor shall familiarize himself with theinstallation requirements of the local electricalutilities, and shall furnish and install the equipment incomplete accordance therewith.

4. CURRENT CHARACTERISTICS

a. 480V, 3 phase, 3 wire, 60 Hz.

b. Lighting - 120V, 1 phase, 2 wire, 60 Hz.

c. Control - 120V, 1 phase, 2 wire or as required byequipment manufacturer specification.

5. ABBREVIATIONS AND SYMBOLS USED ON DRAWINGS AND SPECIFICATIONS

(See pages 5 and 6)



5. ABBREVIATIONS AND SYMBOLS USED ON DRAWINGS AND SPECIFICATIONS

The following abbreviations and symbols are used in theseSpecifications and on the Drawings:

V.

a.

w.Kw.

WHM

Kva.

Kw-hr.pri.sec.

in./"ft./1

CTPNLPT

CPT

CB

pb

P/B

J

AC

DC

HTR

Sp

St

R

G

Volts

AmperesWatts

KilowattsWatt Hour MeterKilovolt AmperesKilowatt-hours

PrimarySecondary

Inch or InchesFoot or Feet

Current TransformerPanel

Potential TransformerControl Power Transformer

Circuit BreakerPushbuttonPullbox

Junction BoxAlternating Current

Direct CurrentHeaterStopStart

Red LightGreen Light



HOA

HZ

ASTM

NEC

ANSI

IEEE

NEMA

UL

IPCEA

ETL

5

G

R

CR

$

Hand-Off-Auto Selector SwitchHertz (cycles per second)

American Society for Testing and MaterialsNational Electrical Code

American National Standards InstituteInstitute of Electrical and Electronic EngineersNational Electrical Manufacturers Association

Underwriters ' Laboratories , Inc .International Power Cable Engineers Association

Electrical Testing Laboratories, Inc.Motor No. IndicatedCircuit Breaker

FuseGreen "Stop" LightRed "Run" Light

Start or Stop PushbuttonControl Relay

Lighting FixturesSwitchSwitch

Transformer, Size and Characteristics

Contact normally openLevel Switch

Overload Relay

For additional symbols, see Contract Drawing E-l.



6. NAMEPIATES AND CABLE TAGS

a. Nameolates

A nameplate shall be provided for each feeder switch,circuit breaker, panel, control station, transformerdisconnect switch, relay and equipment enclosures.Inscriptions shall consist of name and number of theequipment as shown on the drawings and as approved by theEngineer.

b- Wire Tags

Each wire shall be tagged with a wrap-aroundself-laminating adhesive-backed tag or tags perdesignations shown and shall be shown on as-builtdrawings. The tags shall be Brady #B-l9l or approvedequal.

c. Cables

All cable shall be identified with 1" diameter brasstags. Tags shall be attached to cables at terminationsand in pullboxes, junction boxes, and handholes;identification shall be in accordance with cable andconduit schedule. Cable and conduit schedule shall beprepared by Contractor and submitted to Engineer forapproval.

7. EQUIPMENT SUPPORTS

a. The Contractor shall provide all structural supports forthe proper attachments of all equipment. Group or arraysof equipment may be mounted on adequately size steelangles, channels, or bars. Prefabricated steel channelsproviding a high degree of mounting flexibility, such asthose manufactured by Kindorf and Unistrut, may be usedfor mounting arrays of equipment.

b. Use of wire wrapping as a means of conduit support willnot be permitted.

c. Miscellaneous support steel shall be galvanized.

8. MAINTENANCE OF EQUIPMENT

The Contractor shall be responsible for the maintenance of allequipment and systems installed, until final acceptance byEngineer and Owner, and shall take such measures as necessaryto insure adequate protection of all equipment and materials



during delivery, storage, installation and shutdownconditions.

9. MOUNTING HEIGHTS

a. Unless otherwise indicated or called for, or requiredbecause of special conditions, mounting heights shall beas follows:

(1) Safety & DisconnectSwitches: 4I6" above finished floor.

or grade

(2) Panels: 6'0" to top breaker

b. All mounting heights are to be equipment center linesunless otherwise specified.

10. PAINTING

Panel boxes, pull and junction boxes, conduits, hangers, rods,inserts and supporting steel shall have at least one (1) primeor galvanized coat, inside and outside, and two (2) finishcoats. Equipment enclosures shall have at least one (1) primeor galvanized coat on all surfaces, and exterior surfacesshall have at least one (1) baked enamel or two (2) lacquerfactory coats, or two (2) field finish coats. Equipment shallbe touched up after installation.

11. BALANCING LOADS

The Contractor shall balance all light and power loads so thata phase-to-phase difference of 5% is not exceeded.

12. GROUNDING

a. All equipment enclosures, motor and transformer frames,neutral transformer taps, conduit systems, cable armor,exposed steel and similar items shall be groundedeffectively and in strict accordance with Article 250 ofthe National Electrical Code.

b. Grounding conductors shall be stranded bare copperconductors. Copper grounding conductors shall beprovided for all transformer frames, neutral transformertaps, and for the grounding of conduit systems. Thesizes of copper grounding conductors shall be as shown onthe drawings. Where no size is shown, copper groundingconductors shall be as required by the NEC except that noconductor smaller than No. 6 AWG shall be used. Copper



grounding conductors may be buried in the floor finishand require no conduit enclosures except where exposed tomechanical injury. Exposed connections shall be made bymeans of approved pressure clamps. Exposed connectionsbetween different metals shall be sealed with No-OxidePaint, Grade A or approved equal. All buried connectionsshall be made by a welding process equal to Cadweld.

13. CONDUIT AND FITTINGS

a. General

(1) All conduit shall be standard rigid high grade mildsteel, galvanized threaded electrical pipe, as perstandards of NEC, ANSI and UL. All conduit shallbe threaded and shall be shipped to the jobprotected by conduit coupling or by tightly fittedplastic or fiber thread protector.

(2) Ductbank conduit shall be PVC duct equal to theType EB power duct as manufactured by CarlonCompany. ^

(3) Conduit in corrosive atmospheres, where indicatedon the drawings, shall be PVC coated rigidgalvanized steel conduit: Conduits shall consistof a rigid galvanized steel conduit the same as in(1) above except covered with a bonded 40 milminimum thickness PVC jacket. Conduits shall besimilar to those manufactured by Robroy Industries"Plasti-Bond," Occidental Coating Co. OCAL-40, oras otherwise acceptable to the Engineer.

(4) Couplings and elbows shall be threaded, same asconduit.

b. Installation and Workmanship^^n>

(1) All excavation, backfilling, and concrete workshall conform to respective sections of theseSpecifications. Conduit shall be installed forincoming service connections, power distribution,control and interlocking connections, alarm wiring,and outlet wiring. Conduits shall be at least 12inches from piping. Underground conduits shalldrain to handholes or manholes. Handholes andmanholes shall be constructed as required for theproper operation of the equipment.



(2) Conduits shall be grouped whenever possible oncommon supports. Conduits shall be firmlysupported by conduit clamps or malleable ironstraps secured by screws, bolts and other approvedmeans. Conduit supports shall be placed a maximumof 6 feet apart.

(3) Bolts shall be steel of size commensurate withsupported weight.

(4) Conduits in fill or slab shall be run as direct aspossible with long radii bends. In no case shallconduits touch each other. Provide proper spacersto insure 2 inches minimum space between conduits.

(5) In no case shall conduits be run through or belowequipment foundations.

(6) Contractor shall coordinate electrical work withthe work of other trades.

(7) Underground conduits shall be encased in "red"concrete.

(8) Unless otherwise indicated, minimum conduit sizeshall be 3/4 inch. Conduits shall be sized as perNational Electrical Code.

(9) The Contractor shall provide all required conduit,conduit hangers, conduit supports, conduitfittings, expansion fittings, terminators, conduitconnection boxes, inserts, pull boxes, junctionboxes, terminal boxes, outlet connection boxes, asrequired for the installation of thoroughlyprotected electrical wiring systems.

(10) Conduit shall be installed as shown on the drawingsand as required to provide complete undergroundinstallations. All underground conduit runs shallhave a concrete envelope to provide concrete coverof not less than 3 inches and, except as otherwiseshown, shall be installed so that the top ofconduit encasement is not less than 2 feet belowgrade or as required by code.

(11) Continuity and Grounding: All rigid metallicconduit, flexible steel conduit and flexiblearmored cable shall be fastened to each adjacentsection and to all boxes, fittings, and equipmentwith firm, clean metallic contact so that the



entire conduit system is well and continuously- grounded.

(12) Conduit runs crossing expansion joints in concreteshall be provided with conduit expansion fittingssimilar to O.Z. Type EX or O.Z. Type DX whereapplicable.

(13) Cleaning of Conduit: Conduit shall be cleaned ofall obstructions and dirt prior to pulling in wiresor cables. This shall be done with ball mandrel(diameter approximately 85% of conduit insidediameter) followed by close fitting wire brush andwad of felt or similar material This assembly maybe pulled in together with, but ahead of, the cablebeing installed. Any conduit which rejects theball mandrel shall be cleaned in an approved mannerat no additional cost,

14. CONDUIT LAYOUTS

a. Conduits are shown diagrammatically only, and the -^drawings do not necessarily show the total number ofconduits for the circuits required, nor are the locationsof indicated runs intended to show the actual routing ofconduits. The Contractor shall furnish, install andplace in satisfactory condition, ready for operation, allconduits, cables and all other material needed for thecomplete alarm, power and other electrical systemsindicated on the drawings. Additional conduits and therequired wiring shall be installed by the Contractorwherever needed to complete the installation of thespecified equipment furnished.

b. The location of equipment, wireways and similar matters,as shown on the drawings, are approximate only and exactlocations shall be as approved by the Engineer duringconstruction. The Contractor shall obtain in the field ,all information required for the placing of his work.



15. CONDUIT FITTINGS

a. Conduit fittings shall be malleable or cast iron withthreaded hubs and full body design. Covers shall be ofstamped metal. Where vapor or weather proof constructionis required, blank covers shall be heavy cast metal withcomposition gaskets.

b. All ferrous metal conduit fittings shall be cadmiumplated or galvanized.

c. Conduit fittings for exposed work shall be equal toGrouse-Hinds Series OE for explosive areas and GrouseHinds series Form B for all others.

d. Outlets for switches and receptacles and small junctionand pulling point boxes shall be FS or FD type asmanufactured by Grouse-Hinds or Appleton.

e. Provide all pipe unions, reducers, conduit caps and anyother miscellaneous fittings and hardware required tocomplete all conduit runs'.

f. Lock nuts and proper insulating type bushings shall beused as required.

16. CONDUCTOR

Care shall be used when installing conductors to preventdamage to the conductor insulation and no excessive strainshall be exerted on the wires.

17. raT

a. Contractor shall furnish, install, connect, test andplace in satisfactory operating condition, ready forservice , all cable and wire required for new serviceconnection to all utility meters, electric power panels,motor controllers, motors, signal indicating and alarmequipment, motor control stations, and existingequipment.

b. Wire for branch circuits shall be no smaller than No. 12AWG. Wires of greater size, as indicated or required,shall be used to minimize voltage drops where circuitruns are exceptionally long.

c. The number of wires indicated on the drawings for thevarious circuits are determined for general schemes ofcontrol and particular systems. The actual number of



wires installed for each circuit shall in no case be lessthan the number indicated, and the Contractor shall addas many wires as may be required for the actual equipmentfurnished at no additional cost to the Owner.

d. Where enclosure sizes of terminals at control devicesfurnished make 7 strand No. 12 AWG wire terminationimpractical, the Contractor shall terminate externalcircuits in junction boxes of proper size and shallinstall No. 14 or No. 16 stranded wires in conduit fromjunction boxes to enclosures.

e. All cable shall be copper. The type of insulation andvoltage ratings of wire and cable for variousapplications shall be as follows:

(1) 480V power feeders, motor feeders and singleconductor control cable shall be provided with across linked polyethylene insulation type XHHW of aflame resistant construction. All cable shall havea 600 volt insulation rating.

(2) Multi Conductor: Control cables shall be providedwith flame resistant cross linked polyethylene 600Vinsulation. Cables shall be equal to RockbestosFirewall III.

(3) All conductors for power, control, and indicationshall be stranded.

(4) All cable shall be "Megger" tested. "Megger" testsof the insulation of all cable will be acceptedwhen the megger shows the insulation resistance tobe not less than one (1) megohm per 100 volts at 20degrees C using a 1000 volt megger.

(5) Instrumentation signal conductor cable shall beshielded, twisted pair copper wire with copperdrain wire and chlorosulfonated polyethylenejacket. Signal conductors shall be Okonite VFR,Type SP-OS by Okonite or an approved equal.

(6) color Coding:

Conductors for circuit wiring on circuit 600V andbelow shall be color coded as follows:



Color 480V 120V

Black Phase A Phase A, B, CBlue Phase BRed Phase CWhite Neutral NeutralGreen Equipment'Ground Equipment Ground

Control Wiring - Single conductor control wiringshall be color coded Red. Any wiring entering amotor control center or control panel equipped withpower disconnecting device shall be color codedYellow if it introduces an external source ofvoltage into the compartment when the disconnectingdevice is opened.

The colors shall be factory applied the entirelength of the cable*. On-site coloring or theapplication of color pressure sensitive tapes onthe ends of conductors for color coding will not beallowed.

(7) All cables must be manufactured within six (6)months prior to the installation and delivered tothe job site in their, original package or onfactory reels.

(8) The manufacturer of each cable type shall furnishcertificates of compliance with theseSpecifications.

f. Installation

(1) The cable manufacturer's recommended minimum cablebending radius and handling instruction shall beobserved at all times during handling o-f the cableto prevent damage to conductor insulation and thejacket during all stages of installation.

(2) Wire and cable shall not be drawn into conduit andraceways until all conduit work is complete. Theinside of conduits and raceways shall be dry andclean before wires are pulled.

(3) All wires and cables shall be continuous fromorigin to destination without running splices inintermediate pull boxes, splicing chambers or pullchambers. Sufficient free wire or cable shall beprovided to ease connection to all equipment.



(4) Care shall be used when installing conductors toprevent damage to the conductor insulation and noexcessive strain shall be exerted on the wires. Nooils, greases or compound other than powderedsoapstone shall be used as a lubricant to aid inthe installation of conductors.

(5) Cable shall not be flexed or pulled when thetemperature of the insulation or of the jacket issuch that damage will occur due to low temperatureembrittlement. When cable will be pulled with anambient temperature within a three day period priorto pulling is 40 degrees F or lower, cable reelsshall be stored during the three day period priorto pulling in a protected storage with an ambienttemperature not lower than 55 degrees F and pullingshall be completed during the work day for whichthe cable is removed from the protected storage.

(6) After cable has been installed and connected,conduit ends shall be sealed with Urethane Foam >^1-3/4 Ib density manufactured by Insta-Foam Inc.,and placed into conduits to a minimum depth equalto twice the conduit diameter. This shall applyfor all junction boxes and conduit connections toequipment. All outdoor equipment shall bepermanently sealed at the base, and all openingsinto equipment shall be screened or sealed asrequired to prevent the entrance of rodents andinsects.

18. WIRING DEVICES

a. Receptacles shall conform to NEMA and NEC standards.Devices shall be specification grade.

b. Outlet boxes for exterior use shall be cast types withweatherproof covers. Boxes and covers shall be anodized >"*cast aluminum where not in contact with concrete orgalvanized cast iron with threaded hubs, Crouse-HindsType FS or FD. Where dissimilar boxes and conduits areused, recommended fittings and compound shall be used forconnections.

c. Convenience receptacles (NEMA configuration 5-15R) shallbe duplex, 2 pole, 3 wire, grounded, rated 15 amperes at125 volts. Each receptacle shall be brown compositionbase suitable for side and back wiring having polarizedslots with "U" shaped slot and green terminal screws for


ed*r associates consulting engineers, p.c.

grounding. Receptacle shall have break-off feature fortwo circuit installations and mounting strap with washerplaster ears. Contacts shall be of phosphor reinforcedwith spring steel clips. Convenience receptacles shallbe for outside use and equipped with ground faultinterruption capability, U.L. listed, comply with U.L.Standard U943 for Safety Class A, and shall be made inaccordance with NEMA Standard WD 1-1.10. The GFIreceptacles shall be General Electric Co. TGTR115 withGeneral Electric Co. Cat. No. T11V wall plates.

19 .

a. The control panels shall be installed where indicated onthe drawings. Contractor shall submit shop drawings ofcontrol panel installation details. All control panelsmounted outdoors shal 1 be total ly wea therproo f . Allcontrol panels mounted indoors shall be NEMA 12enclosures.

b . Control panels shall include all indicating lights ,control power transformers, relays, alarms and similardevices as indicated on the drawings and as required toperform the complete system function.

c. Control panels supplied by the Owner shall be coordinatedand installed by the Contractor . Contractor shal 1furnish all necessary supports, hardware and additionalequipment required for a complete and operableinstallation.

20. SAFETY DISCONNECT SWITCHES

Safety disconnect switches mounted within a building orstructure shall be Cutler-Hammer heavy duty type in a NEMA 12enclosure. Safety disconnect switches mounted outdoors shallbe Cutler-Hammer heavy duty type in a NEMA IV X enclosure orequivalent.

21. MTSCBMAMBOTfi ffMcnucxL ITEMSa. Connectors for wire and cable shall meet requirements of

Fad. Spec. W-S-610b for "Splice, Conductor."

b. Solder used for jointing copper conductors shall meet therequirements of Fed. Spec. QQ-S-517d for "Solder; TinAlloy, Lead Tin Alloy; and Lead Alloy."

c. Friction tape shall meet requirements of Fed. Spec.HH-1-553 for "Insulation Tape, Electrical, (Rubber



Natural and Synthetic).1* Plastic tape shall meet theapplicable requirements of Mil. Spec. MIL-1-24391A.

22. TESTING

a. The inspection and tests specified herein establishminimum acceptance requirements.

b. All inspections and tests specified herein shall be madeby the Contractor in the presence of the Owner'srepresentative.

c. The Contractor shall notify in person or by letter allinterested parties at least 2 4 hours prior to test,establishing a time the test is to be performed.

d. The Contractor shall make a record of each test specifiedherein, and shall furnish a legible copy of each test tothe Owner. This shall include written megger testresults of all 460 volt, 3-phase motors.

e. The Contractor shall replace any work found defectiveunder test and shall retest such work after replacement.

f. Final acceptance of the work depends on successfulcompletion of complete operational tests on all equipmentto show that the equipment will perform the functions forwhich it was designed.

g. Wire and cable installation shall be checked forworkmanship, correctness of connections, proper phasingand freedom from grounds and shorts.

h. Tests shall.be made for continuity and identification ofeach conductor. Both ends of a given conductor shall beidentified alike, with same circuit number. Beforecircuit terminal connections are made, continuity andidentification shall be checked by means of a DC testdevice using a bell or buzzer to ring out the wires, orwith battery phones.

i. Cables for 480 volt service shall be tested with a 2000Vmegger between phases and between each phase and ground,with test maintained until readings are steady for one(1) minute. Lighting transformer primaries shall besimilarly tested between all phases tied together andground with secondaries grounded. Minimum meggerreadings shall be 30 megohms.


associate* consulting •ngin**™, p.c.

j. Cables for lower voltages, including all control wires,and lighting transformer secondaries shall be similarlytested, utilizing a 1000V megger with minimum meggerreadings, in accordance with H.E.C.

k. Megger tests to be made to ground with all covers orequipment, motor connection made up, and cover on motorbox.

1. All megger readings shall be corrected to 20 degrees Ct

m. Check motors for proper rotation. *n. Before making cable connections, all 460V motors shall be

tested with a 1000V megger between phases tied togetherand ground. Minimum megger readings shall be one megohm.

o. Short operational tests shal1 be conducted with eachmotor to check for proper rotation, lubrication,excessive vibration, adjustment and alignment. At thetime this test is made, observe that the motor starter,associated relays and pilot lights are operatingproperly.

p. Check to see that 3-phase, 460 volt motors and equipmenthave a direct connection to ground.

q. Check to see that the neutral conductor (white) is notgrounded at any point, except at the power source.

r. Check to see that wells and monitoring wells, controlpanels and starters are properly grounded.

s. When signal and instrumentation circuits are beingtested, adequate precautions shall be taken to insurethat no damage is done to delicate sensing elements,electronic devices, etc.

t. The) conduit installation shall be checked as follows:

p)t. Check the conduit installation for firm support ofconduits and conduit accessories.Check condulets, junction boxes and outlet boxes

• for loose or missing covers. Replace all missingcovers.

u. The initial energising of all 480 volt system equipmentand circuits, including the secondary main breakers and



feeder breakers shall be done only by responsiblepersonnel as directed by the Owner's representative.

23. INSTRUMENTATION

(1) General

The Contractor shall furnish and install one transmitterpanel near storm sewer (approximately three blocks fromNational Presto site), one receiver/recorder panel nearMonitoring Wells EW-1 and EW-2, and one receiver/recorder panel near recovery wells EW-3 and EW-4. Thereceiver/recorder panels shall have provisions to shutdown the new four submersible pumps upon receiving thehigh-level signal from the transmitter panel. When thissignal is received, a recorder will be activated andmonitor the time the pumps are shut down. This recordershall also be provided with a 24-hour battery powerbackup to operate during any loss of AC power.

(2) Scope

The following shall be provided within the panels:

(a) Transmitter

(1) FM transmitter with antenna(2) Panel heater and thermostat(3) High Level Alarm(4) Reset and indicating light(5) Receptacle

(b) Receiver/Recorder

(1) Panel heater and thermostat(2) Recorder with battery backup(3) Reset and indicating light(4) FM receiver with antenna(5) Receptacle(6) Circuit breaker for supply power

to heat trace cable(7) Pump power disconnect relay


td«r associates consulting *ngin**n, p.c.

NATIONAL PRESTO INDUSTRIES, INC.BAU CLAIRE, WISCONSIN

MOTOR LIST

It'enftlN ^

301

310320

330

|;,:,;- ::;g: f. •S2MS *iJP ^ fei@Submarsibla Pump BW-3Submarsibla Pump EW-4Submarsibla Pump EW-1Submarsibla Pump EW-2

10107.57.5

111!!!440460

460460

SSS- lps isS*! •

3333

i Amps '1414

1111

NOTE:

All pumps to ba automatically shut down upon racaiving high-watarlaval alarm signal via float switch in storm savar.

20 Elactrical WorkSaction 16ADATE: 1/22/92REVISED: 4/7/92


NATIONAL PRESTO INDUSTRIES, INCEAU CLAIRE, WISCONSIN

CABLE & CONDUIT SCHEDULE

ConduitNo. .

Fl

F2

F3

301-01

310-01

320-01

330-01

401-01

401-02

401-03

Siz«

1"

1"

1"

14"

14"

tt"

%"

1"

1"

'A"

TYP*

GS

GS

GS

GS

GS

GS

GS

GS

GS

GS

Front

Existing NorthernState UtilityPole

Existing NationalPresto ServicePoleExisting NorthernState UtilityPole

Wireway No. 2

Wireway No. 2

Wireway No. 1

Wireway No. 2

Utility Meter byRemote StormSewerDisconnect Switch

Transmitter Panel

To

New WirewayNo. 1

New WirewayNo. 2

New UtilityMeter byRemoteStorm SewerSubmersiblePump EW-3

SubmersiblePump EW-4

SubmersiblePump EW-1

SubmersiblePump EW-2NewDisconnectSwitch

TransmitterPanelFloatSwitch

Cable: Size

3 #6

3 #6

3 #6

3 #12

3 #12

3 #12

3 #12

3 #6

3 #6

2 #12

Purpose

460V, 30Supply

460V, 30Supply

120/240V,10 Supply

Motor Leads

Motor Leads

Motor Leads

Motor Leads

120/240V,10 Supply

120/240V,10 SupplySignal


APPENDIX D

"CAPTURE-ZONE TYPE CURVES:A TOOL FOR AQUIFER CLEANUP"

Capture-Zone Type Curves:A Tool for Aquifer Cleanupby Iraj Javandel and Chm-Fu Tsanga

ABSTRACTCurrently a common method of aquifer cleanup is to

extract the polluted ground water and, after reducing theconcentration of contaminants in the water below a certainlevel, the treated water is either injected back into theaquifer, or if it is environmentally and economicallyfeasible, released to a surface-water body. The properdesign of such an operation is very important, botheconomically and environmentally. In this paper a methodis developed which can assist in the determination of theoptimum number of pumping wells, their rates of dischargeand locations, such that further degradation of the aquiferis avoided. The complex potential theory has been used toderive the equations for the streamlines separating thecapture zone of one, two, or more pumping wells from therest of the aquifer. A scries of capture-zone type curves arepresented which can be used as tools for the design ofaquifer cleanup projects. The use of these type curves isshown by an hypothetical field case example.

INTRODUCTIONA recent publication by the Environmental

Protection Agency (EPA, 1984) refers to thelocation of 786 hazardous waste sites, out of which538 had met the criteria for inclusion in theNational Priorities List (NPL) and another 248sites had been proposed for addition to the NPL.

aEarth Sciences Division, Lawrence BerkeleyLaboratory, University of California, I Cyclotron Road,Berkeley, California 94720.

Received July 1985, revised October 1985, acceptedDecember 1985.

Discussion open until March 1, 1987.

The NPL identifies the targets for long-term actionunder the "Superfund" law (CERCLA, 1980).This list has been continuously growing sinceOctober 1981 when EPA first published an inteh**?priority list of 115 sites. In addition, as of October1984, EPA has inventoried more than 19,000uncontrolled hazardous waste sites. The groundwater beneath many of these sites is contaminatedwith various chemicals. Based on the Sec. 104.(a)(l)of CERCLA, the EPA has the primary responsibilityfor managing remedial actions at these sites unlessit is determined that such actions will be doneproperly by the owner or operator of the facility,or by any other responsible party.

Once a plume of contaminants has beenidentified in an aquifer and it has been establishedthat remedial action should be undertaken, themajor task for the person in charge is to determinewhich remedial alternative is cost-effective. This i*^srequired by Sec. 105(7) of CERCLA (1980) andSec. 300.68(J) of the National Contingency Plan(1983). One alternative for remedial action isaquifer cleanup.

Currently a common method of aquifercleanup is to extract the polluted ground water and,after reducing the concentration of contaminantsin the water to a certain level, the treated water iseither reinjected into the aquifer, or, if it is per-mitted and feasible, it is released to a surface-waterbody.

Given a contaminant plume in the groundwater and its extent and concentration distribution,and, further assuming the source of contamnationhas been eliminated, one has to choose the leastexpensive alternative for capturing the plume.

616 Vol. 24, No. 5-GROUND WATER-September-October 1986

vlaj°r questions to be answered for the design ofoich projects include the following:

1. What is the optimum number of pumpingwells required?

2. Where should the wells be sited so that nocontaminated water can escape between thepumping wells?

3. What is the optimum pumping rate for eachwell?

4. What is the optimum water treatmentmethod?

5. Where should one reinject the treated waterback into the aquifer?

The purpose of this paper is to introduce asimple method for answering four of the abovequestions which are of hydraulic nature.

First, we shall develop the theory and give aseries of sample type curves which can be used astools for aquifer restoration. Then, the procedurefor application of the curves will be given inanswering the above questions.

THEORYConsider a homogeneous and isotropic aquifer

with a uniform thickness B. A uniform and steadyregional flow with a Darcy velocity U is parallel toand in the direction of the negative x-axis. Let uspropose that a series of n pumping wells penetratingthe full thickness of the aquifer and located on they-axis are used for extracting the contaminatedwater. For n greater than one we want to find themaximum distance between any two wells suchthat no flow is permitted from the interval betweenthe wells. Once such distances are determined weare interested in separating the capture zone ofthose wells from the rest of the aquifer. We shallstart with n = 1 and expand the theory for largervalues of n. The following development is based onapplication of the complex potential theory(Milne-Thomson, 1968).

Case 1, n - 1In this case for the sake of simplicity and

without losing the generality, we shall assume thatthe pumping well is located at the origin of thecoordinate system. The equation of the dividingstreamlines which separate the capture zone of thiswell from the rest of the aquifer is

SINGLE-WELL CAPTURE-ZONE "VPE CURVES1000.

2BUtan'1 J- (1)

where B = aquifer thickness (m), Q = well dischargerate (mVsec), and U = regional flow velocity(m/sec). One may note that the only parameter in

500. -

0. -

-500. -

-1000. C-500. 0. 500 .1000 .1500 .2000 .2500 .

MetersFig. 1. A set of type curves showing the capture zones of asingle pumping well located at the origin for various valuesof (Q/BU).

equation (1) is the ratio (Q/BU) which has thedimension of length (m). Figure 1 illustrates a setof type curves for five values of parameter (Q/BU).For each value of (Q/BU), all the water particleswithin the corresponding type curve will eventuallygo to the pumping well. Figure 2 illustrates thepaths of some of the water particles within thecapture zone with (Q/BU) = 2000, leading to thepumping well located at the origin. The intersectionof each of the curves shown in Figure 1 and thex-axis is the position of the stagnation point whosedistance from the well is equal to Q/2?rBU. In fact,equation (1) may be written in nondimensionalform as

1 1 M Y DYD = ± T-T- t an 1 —2 ZJT XD

where yD = BUy/Q, dimensionless, and

(2)

1000

500. -

0. 500. 1000. 1500. 2000. 2500

MetersFig. 2. The paths of some water particles within the capturezone with (Q/BU) - 2000, leading to the pumping welllocated at the origin.

617

0.50

0.25 f-

0.00

-1.0 0 .0 1 .0 2 .0 3 .0 4 .0 5 .0

Fig. 3. Nondimeniional form of the capture-zone typecurve for a single pumping well.

XD = BUx/Q, dimensionless. Figure 3 shows thenondimensional form of the capture-zone typecurve for a single pumping well.

Case 2, n =• 2Here, we shall consider two pumping wells

located on the y-axis, each at a distance d from theorigin. Each well is being pumped at a constantrate Q. The complex potential representing thecombination of flow toward these two wells andthe uniform regional flow is given by

ln(z + id)] +C (3)

where z is a complex variable which is defined asx + iy and i = >/-!.

The velocity potential * and stream function^ for such flow system are the real and imaginarypans of W in equation (3) which can be written as

. . . . . (4)Q y-d y + d

= Uy + —- {tan'1 -—— + tan'1 -——} (5)

In general, when the distance between two wells istoo large for a given discharge rate Q, a stagnationpoint will be formed behind each pumping well. Inthis case some fluid particles are able to escape fromthe interval between the two wells. When thedistance between these two wells is reduced whilekeeping Q constant, eventually a position will bereached where only one stagnation point willappear and that would be on the negative x-axis.In this case no fluid particles can escape from thespace between the two wells. If we keep reducing

the distance between the two wells, again twostagnation points will appear on the negative x-axis.one moving toward the origin and the other awayfrom it, and still no fluid particles could escapefrom the space between the wells. The followingderivation gives the reason for such behavior.

To find the position of the stagnation pointsone must set the derivative of W to zero:

dW Q 1 1dz 2*6 z - id z + id

The roots of equation (6) are given by

.., Q± V[QV(rrBU) : ] - 4d:)

(6)

(7)

When 2d > Q/rrBU, that is, the distance betweenthe two wells is larger than Q/rrBU, equation (7)would give two complex roots. Each of these rootscorresponds to the position of a stagnation pointbehind each pumping well. The coordinates of thesetwo stagnation points are

- [Q2/(7rBU)3])

and

Note that only when 2d > Q/irBU the coordinatesof these two stagnation points become approxi-mately [-(Q/2irBU),d] and [-(Q/2ffBU),-d].When 2d > QArBU, contaminated water can escapefrom the space between the two pumping wells;the larger the distance, the more fluid will escape.It is apparent from equation (7) that if the distancebetween the two wells 2d is equal to Q/irBU, thenboth roots of equation (6) are equal and real suchthat

z, - (8)

In this case we shall have one stagnation point onthe negative x-axis whose distance from the originis Q/27rBU. Under this condition no flow can passbetween the two pumping wells.

Finally, if 2d < QArBU, equation (6) wouldyield two real roots. The coordinates of the twostagnation points corresponding to these two rootsare

-4d 2 ,0)

and

-4d3 ,0}

618

•isObviously, when 2d becomes smaller and smaller,Ot\e of these points tends to the origin and theother one tends to the point with coordinates of[-(Q/ffBU), 0]. When 2d < Q/ffBU, no flow canpass between the two pumping wells. Therefore, itis established that the condition for preventing theescape of contaminated fluid between two pump-ing wells separated by a distance 2d is

2d<rrBU

(9)

The optimum condition is achieved at thelimit when 2d = Q/ffBU and the distance of thestagnation point from the origin is (Q/2ff8U). Theequation of the streamlines passing through thisstagnation point is

2f fBU(tan

, y - dM - —— tany + d Q

"1 - —— ) = ± — (10)x BU

One may note that again the only parameter inequation (10) is (Q/BU). Figure 4 shows the plot

a pair of these streamlines for (Q/BU) = 800;some useful distances on this figure are alsoidentified. Figure 5 gives a set of type curvesillustrating the capture zones for two pumpingwells and for several values of parameter (Q/BU).One may note that equation (10) also can bewritten in nondimensional form as

+ — [tan"2rr

+ tan ., yol - -] =±1

-. (U-)

where yo = BUy/Q, dimensionless; andXD = BUx/Q, dimensionless.

1000

500

-500

-1000-500. 0. 500. 1000. 1500. 2000. 2500.

MetersFig. 4. Capture zone of two pumping wells properly locatedto prevent any leakage from the space between the twowells.

DOUBLE-WELL CAPTURE-ZONE TYPE CURVES1500.

1000.

500. -

Q. -

-500. -

-1000. h

-1500.-500. 0. 500. 1000. 1500, 2000. 2500. 3000.

MetersFig. 5. A set of type curvus showing the capture zones oftwo pumping wells located on the y-axis for various valuesof (Q/BU).

Case 3, n * 3In this case we shall consider three pumping

wells, one at the origin and two on the y-axis at(0, d) and-(0, -d). The regional flow, as before, hasa velocity of U and is parallel to and in the directionof the negative x-axis. The complex potential repre-senting flow toward these three wells and theuniform regional flow is given by

2 IT 8—— [lnz + ln(z-id) C (12)

The velocity potential 0 and the stream function \l/for this flow system are given by

{In(x 3+y>)

ln[x (y + d)J] } -t- C (13)

2ffBy y-d y+d

(tan"1 - + tan"1 -—— + tan"1 ——) (14)

Here alsot when d is large, fluid will escape betweenthe wells and three stagnation points will be formed,one behind each well. Keeping the rate of dischargeof each well constant and reducing the distancebetween each pair of wells, eventually a positionwill appear where no flow will pass in between thewells.

Again, to find the position of the stagnationpoints one must set the derivative of W in equation(12) equal to zero:

dW"dT

_ IT 1 1Q r 1_ r _2nB z z- id z + id

] =0 (15)

(16)

Equation (15) may be written as

3 ll' d' — -A Z" A "

where A = -(2rrBU)/Q. The discriminant ofequation (16) may be written as

_ .. . d4 d: 1

It can be shown easily that D is positive, except forthe limiting case when d - 0. In that case Dvanishes, too. As a result, when d ^ 0 equation(16) has one real root and two oiher roots whichare complex conjugates of each other.

When d > Q/2nBU we obtain three stagnationpoints located at

Q Q Qz, . (- __!_, 0), Z2 : (- ————, d), Z3 : (- —-^- , -d)

2;rBU 27TBU

THREE-rtELL CAPTURE-ZONE TYP£ C

When d becomes smaller and smaller, that is,the distance between the wells decreases, thestagnation point on the x-axis moves away from theorigin and the other two tend to come closer to they-axis while appraoching the x-axis. Such that ford = (2 V2) Q/2ffBU the position of stagnationpoints are

2ffBU,0),za:(-0.73 i p

' '

The value of d = (2 Vl) Q/27rBU is themaximum distance between two pumping wellswhere no fluid could escape between the wells. Onemay note that this distance is approximately 1.2times the optimum distance between two wells forthe case of n = 2.

Eventually, when d becomes zero, that is,when the outer two wells coincide with the middleone, three roots of equation (16) correspond to onestagnation point on the negative x-axis with adistance of 3Q/2jrBU from the origin and the othertwo collapse at the origin. At the optimum condi-tion, the equation for the streamlines passingthrough the stagnation point on the negativex-axis becomes

y+ ———(tan'1 —7 2;rBU x+ tan ) = ±

2BU

. . . . . . (18)

where d = VI Q/(7rBU). Since d is only a functionof (Q/BU), it is apparent that once again equation

-500. 0. 500. 1000. 1500. 20CO. 2500. 3000

Meters

Fig. 6. A set of type curves showing the capture zones ofthree wells all located on the y-axis for various values of(Q/BU).

(18) is dependent on one parameter (Q/BU).6 shows a set of type curves illustrating the capturezones for three pumping wells located on they-axis for several values of parameter (Q/BU). Notethat one of the pumping wells is located at theorigin and the other two are on the positive andnegative y-axis with a distance of V2 Q/n-BU fromthe origin.

Here, one can also write equation (18) in anondimensional form as

+ — [tan"1 — + tan"

tan ., XD +(V2/ir) IX 2

where XQ and yp are dimensionless coordinates asdefined before.

General CaseWe shall now attempt to extend the solution

for a larger number of pumping wells. Table 1shows some characteristic distances for the casesthat we have already discussed. There are twogeneralizations that one can infer from Table 1.(1) The distance between dividing streamlines farupstream from the wells is equal to (nQ/BU) andit is twice the distance between these streamlinesat the line of wells. (2) The equation of the dividingstreamlines for the case of n pumping wells can bewritten down by comparing the correspondingequations for one, two, and three pumping wells;

620

1. Some Characteristic Distances in Flow Regimesfor One, Two, and Three Pumping Wells Under a

Uniform Regional Ground-Water Flow

: lumber ofpump"1* *ell»

i___— —————— ,

one

—— ——————— '

two

thre*

I

Optimum distancebetween e&ch purof pumping wells

_2_*BU

•v'i Q'8V

Distance betweendividing streamlines

it iht line ofvvttlj

_2_1BV

•3BU

391BV

Distance betweenitreamlines

far uplift im fromthe wells

Q

ai-

1S.av

HBU

——————————

^^ f -1 ,——— (tan l ——2rrBU x

+ tan

+ tan

2BU(20)

where ylt y2, . . . yn are y-coordinates of pumpingwells 1 , 2 , . . . , and n.

Finding the optimum distance between twoadjacent pumping wells when n gets larger thanfour becomes quite cumbersome. Our investigationindicates that for the case of four pumping wells,the optimum distance between two adjacentpumping wells is approximately 1.2 Q/(*BU) whichis about the same as for the case of three pumpingwells. Figure 7 shows a set of type curves for thecase of four pumping wells for several values of

FOUP-WELL CAPTURE-ZONE TYPE CURVES1500.

1000.

500.

i

i o.i-500.

-1000.

-1500.-500. 0. 500. 1000. 1500. 2000. 2500. 3000,

Meters

Fig. 7. A set of type curves showing capture zones of fourpumping wells, all located on the y-axis for several values of(Q/BU).

parameter (Q/BU). Note that two of the wells areon the positive and the other two are on thenegative y-axis. The distance between each pair ofwells depends on the type curve (i.e., Q/BU value)chosen. Once the type curve is selected, the optimumdistance between each pair is d = 1.2 Q/(*BU).

APPLICATIONAs was discussed earlier, presently a common

method of aquifer cleanup is extracting the pollutedground water, removing from it the contaminants,and disposing or reinjecting the treated water.Naturally, the cost of such operation is a functionof the extent of cleanup. However, the importantpoint is that once the maximum allowable contam-inant level of certain chemicals is given, the cleanupprocess should be designed such that U) the cost isminimum, (2) the maximum concentration of acontaminant in the aquifer at the end of theoperation does not exceed a given value, and(3) the operation time is minimized. To insure thatthe above conditions are satisfied, one has toanswer those questions which were posed in theIntroduction.

The exact solution to this problem could bequite complex and site-specific. However, thefollowing simple procedure could be useful formany cases and could avoid common errors.

The criteria which we want to follow is that,to the extent which is possible, only those particlesof contaminated water which are within thespecified concentration contour line should fall inthe captured zone of the pumping wells.

Suppose a plume of contaminants has beenidentified in an aquifer, the concentration distribu-tion of certain chemicals has been determined, andthe direction and magnitude of the regional flowfield is known. Further assume that the sources ofcontamination have been removed. The lastassumption is not a requirement for this technique,however, it is logical to remove the sources ofcontamination, if they are still active, beforeproceeding for cleanup. The following procedureleads to answers to the above questions.

1. Prepare a map using the same scale as thetype curves given earlier in this paper. This mapshould indicate the direction of the regional flowat the site. Furthermore, the contour of the maxi-mum allowable concentration in the aquifer of agiven contaminant should be indicated (from hereon it will be called the contour line of the plume).

2. Superimpose this map on the set of typecurves for one pumping well given in Figure 1.Make sure that the direction of the regional flow

621

on the map marches the one in Figure I. Move thecontour line of the plume toward the tip of thecapture curve and read the value of Q/BU from theparticular curve which completely encompasses thecontour line of the plume.

3. Calculate the value of Q by multiplying(Q/BU) obtained in step 2 by (BU), the product ofthe aquifer thickness, B, and the magnitude ofregional velocity U.

4. If the well is able to produce the requireddischarge rate Q obtained in step 3, we havereached the answer. That is, one is the optimumnumber of pumping wells. Its optimum location iscopied directly from the position of the well onthe type curves to the contour map at thematching position.

5. If the well is not able to produce at such arate, then one has to follow the above procedureusing the type curves for two pumping wells givenin Figure 5. After identifying the appropriate typecurve and calculating the rate of discharge for eachwell, one has to investigate the capability of theaquifer to deliver such discharges to both pumpingwells. An important point to note is .that becausethe zones of influence of two wells have someoverlap, one may not be able to pump the sameamount of flow rate from each individual well asone could from a single well, for the sameallowable drawdown.

If the aquifer is capable of delivering suchflow rates to both pumping wells, then theoptimum number of pumping wells is two, andtheir position can be traced directly from the typecurves at the matching position. Note that theexact distance between each pair of wells dependson the choice of the type curve and should becalculated from the equations given before.However, if the aquifer is not able to deliver thatrate of discharge required for each well, then onehas to use the type curves for the three-well case asgiven in Figure 6. This procedure could be carriedout until the optimum number of wells are found.

If one decides to reinject the treated waterback into the aquifer, then one strategy could beto do this at the upper end of the plume. Thiswould substantially shorten the total cleanup timeof the aquifer.

To find the appropriate location for thereinjection well(s), one can use the same techniquewhich we introduced for siting the extraction wells,neglecting the interference between the rechargeand extraction wells. Here, one should match thecontour line of the plume with the type curves in away that the direction of regional flow on the

contour map becomes parallel and opposite to thedirection of regional flow on the type curves. By sc

doing, we ensure that all the particles of the inject^water stay within the present position of thecontour line of the plume and force the contami-nated water toward the extraction wells. The onlyshortcoming of this technique is that a smallvolume of the contaminated water currently locateat the tail of the plume will fall within a zone ofrelatively very small velocity and mav stay therefor a long time. This also can be overcome bymoving the recharge well(s) upstream as much ashalf of the distance between the calculatedlocation and the rail of the plume.

EXAMPLEThis example is designed to illustrate the use

of this technique for aquifer cleanup. It is assumedchat leakage from a faulty injection well hascontaminated a confined aquifer with trichloro-ethylenc (TCE). A thorough investigation of th^ sitehas identified the TCE concentration distribui^âs given in Figure 8. Hydrologic studies haverevealed the following data: aquifer thickness, 10 m;regional hydraulic gradient, 0.002; aquifer hydraulicconductivity, 10"4 m/s; effective porosity, 0.2;storage coefficient, 3 X 10"s; and permissible draw-down at each well, 7 m.

Suppose we want to clean the aquifer suchthat maximum remaining TCE concentration afterthe cleanup operation does not exceed 10 ppb. Tooptimize the aquifer cleanup operation cost wewant to minimize the cost of pumping the contam-inated water and treating it at the surface. Reinjec-tion of the treated water is an option which shouldnot be ignored.

The first step is to choose the optimumnumber of pumping wells, their location, and

900 lOOOntTCE CONCENTRATION

in ppb

Fig. 8. Observed TCE concentration distribution.

622

calculate their rate of discharge, using the proceduregiven above. Figure 8 includes the contour line of10 ppb. The area within this curve identifies thezone where the TCE concentration is above 10 ppbchat should be captured and treated. Direction ofthe regional flow is also shown in this figure. Thescale of this map is identical to that of Figure 1.Superposition of this map on Figure 1 and match-ing the direction of flow indicate that the size ofthe area within the 10 ppb contour is larger thanall of the type curves presented in Figure 1.Although one could easily prepare other typecurves with larger values of (Q/BU), extrapolationsuggests that a type curve with Q/BU = 2500 willencompass the 10 ppb contour line. Now weshould first calculate the regional velocity U:

U = Ki = (10'4m/s)(0.002) = 2.0 X10'7 m/sec (21)

Therefore, the corresponding discharge rate of thewell is

(2500 m)00 m)(2 X 10'7 m/sec) = 5 X 10'3 mVsec. . . . . (22)

Since cleanup operation usually lasts for severalyears, corresponding drawdown at the well boremay be calculated using either the equilibrium ornoncquilibrium equation for large values of timesuch as a year or so:

2.3Q , 2.25KBtAn s ——— log —-——4rrKB 6 r'S

(23)

where Ah = drawdown in the aquifer (m);Q = pumping rate (mVsec); K = hydraulic conduc-tivity (m/sec); B = aquifer thickness (m); t - timeelapsed since the start of pumping (sec);rw = effective well radius (m); and S =* storagecoefficient.

Substituting for variables in equation (23),the value of drawdown after one year and forrw = 0.2 m becomes 9.85 m. Note that this calcula-tion gives drawdown only in the aquifer. To obtaintotal drawdown in the well, one has to add to itthe well losses. These losses are a function of thewell design, and the best way to obtain the totaldrawdown in a well is to find the specific capacityof the well and its variation with the rate of dis-charge and time. In the above case, since thedrawdown in the well is more than the permissibledrawdown, we will have to use more than onepumping well. Thus, we superimpose the 10 ppb

contour on the double-well capture-zone typecurves given in Figure 5. Matching the directionof the regional flow and moving the contour line tothe left, we see that the capture curve withQ/BU = 1200 completely encompasses the 10 ppbcontour. The corresponding rate of discharge foreach of the two wells now becomes Q = 0.0024mVsec.

To check the drawdown at each of these twowells, we should add the drawdowns of both wellsat the position of each well. The optimum distancebetween these two wells is obtained fromequation (9):

„, QTrBU

= 382m (24)

and drawdown at each of these two wells is obtainedfrom

2.25KBtAh =

2.3Q4rrKB

2.25KBt ,log(2d)2S

(25)

Substituting for 2d, the drawdown after one yearbecomes 6.57 m. Generally, the well losses forsmall discharge rates such as 0.0024 mVsec aresmall. However, if the amount of well lossestogether with the calculated drawdown 6.57 mbecome larger than the assumed maximum allow-able drawdown of 7 meters, we have to examinethe possibility of using three pumping wells.

Superposition of the 10 ppb contour line withthe three-well capture-zone type curves (Figure 6)gives a matching parameter of Q/BU = 800. Figure9 shows the 10 ppb contour line of TCE on the

THREE-WELL CAPTURE-ZONE TYPE CURVESt T T T T-'T T I r] I I"'1 T ] I ' 1 < 1 I I

-SCO. -

-1000. -

-1500.

-500. a 500. lOOO. 1500. 2000. 3500. 3000.Meter*

Fig. 9. The 10-ppb contour tine of TCE at the matchingposition with the capture-zone type curve oV (Q/BUI =» 800.

623

three-well capture-zone type curves at the matchingposition. The area within the contour line has beencrosshatched for clarity.

The rate of discharge for each pumping well is

Q = 800(10)(2X 10"7) = 0.0016 mVsec

Drawdown in the middle well is the sum of thedrawdowns of the two lateral wells in that wellplus its own drawdown, which amounts to 5.7 m.If we are convinced that the total drawdown is lessthan 7 m or field tests indicate that, then ouroptimum number of wells is three and the rate ofdischarge from each one is 0.0016 mVsec. One ofthese wells is on the origin and the other two areat (0, z 320) as shown in Figure 9.

DISCUSSIONThe method introduced in this paper is

intended to provide guidance to proper siting ofextraction wells and to determine their appropriaterates of discharge for cleaning aquifers contaminatedwith hazardous chemicals. It is important to notethat the theory was developed based on theassumption that the aquifer is confined, homoge-neous, and isotropic. Obviously, for aquifersconsisting of impermeable clay lenses and high con-ducting flow channels, this technique may giveerroneous results. For example, in some fluvialaquifers, highly permeable channels can easilycarry away the contaminants at a much faster ratethan the general average regional flow. If the fieldinvestigation has clearly identified such a channelsystem, one can easily adapt this method to take itinto consideration, However, these features can bemissed during typical site investigations. Therefore,it is recommended that some array of monitoringwells be constructed downstream and beyond thecapture zone of the extraction wells. These wellsshould be continuously monitored during thecleanup operation to insure that such channelingdoes not exist.

Although this technique minimizes the cost ofaquifer cleanup, it does not necessarily minimizethe operation time. Once we choose the minimumpumping rate, it takes a long time to extract all ofthe contaminated ground water. In the exampledescribed above, the total volume of contaminatedwater within the 10 ppb contour is about 5.16million cubic meters (MCM). The rate of dischargefrom all three wells is 0.0048 m3/sec which is about414.7 mVday. Therefore, ignoring biodegradationand adsorption, the total period required to remove5.16 MCM of contaminated water at the above rateis about 34 years. This is, of course, based on the

assumption that no water with concentrationbelow 10 ppb is extracted by the wells. Our investigation using RESSQ (Javandcl et ai, 1984) showsthat it takes about 48 years to extract the totalvolume of contaminated water presently locatedwithin the 10 ppb contour. This period could beshortened substantially if we reinject the treatedwater back into the aquifer at an appropriatelocation upstream from the extraction wells.

To avoid mixing the highly contaminatedwater with the surrounding water, it is oftenbeneficial to consider one or more extraction wellsin the high concentration zone of the plume. Thetechnique described here could be used to sitethese wells.

Extraction wells are assumed to penetrate andbe open over the total thickness of the aquifer. Ifthe wells are partially penetrating the aquifer, thecleanup is effective at elevations corresponding tothe screened zone and is subject to error in theelevations corresponding to the nonpenetratedzone of the aquifer. In other words, contaminantslocated in the nonpenetrated zone may not betotally captured if the extraction wells are onlypartially penetrating. Obviously, if the plume islocated only at the upper or lower part of theaquifer, then partially penetrating extracting wellsare beneficial.

The method is based on two-dimensional flowsystems which implies that the aquifer is confined.For unconfined aquifers the solution is morecomplex. However, if the amount of drawdownrelative to the total saturated thickness of theaquifer is small, the error is not expected to belarge.

SUMMARY -Optimum design of the cleanup operation

a contaminated aquifer is an important task for thepeople in charge of such activities as well as for theregulatory agencies responsible for enforcing therequirements set by law and the National Con-tingency Plan. An important part of such task iscapturing the contaminated water and pumping itto surface. Rigorous analytical soltuions have beenpresented which give the position of stagnationpoints and optimum distances between pumpingwells to avoid any escape of contaminated waterbetween the wells. Equations for the dividingstreamlines defining the capture zone of thepumping wells from the rest of the aquifer are alsopresented. A series of capture-zone type curves forone, two, three, and four pumping wells are given,A procedure is recommended to facilitate selection

624

of the optimum number, location, and dischargeest]- rate for the pumping wells. The criteria for such

—commendations include minimizing the cost,3voiding degradation of the water quality beyondthc selected zone, and achieving the goal that themaximum concentration of a contaminant in theaquifer at the end of operation does not exceed agiven value. In case that the treated water needs tobe returned to the aquifer, a procedure is suggestedfor siting recharge wells. This is based on thecapture-zone technique which avoids mixing of thecreated water with fresh water while reducing theaquifer cleanup time.

ACKNOWLEDGMENTSThis work was supported by the U.S. Environ-

mental Protection Agency (EPA), Robert S. KerrEnvironmental Research Laboratory (RSKERL),in part pursuant to Interagency AgreementDW 89930722-01-0 between the U.S. EPA andthe U.S. Department of Energy and in panunder U.S. Department of Energy ContractDE-AC03-76SF00098. The authors would like tothank Jack W. Keeley and Joseph F. Keely ofRSKERL for their technical guidance, encourage-ment, and review of this manuscript. We wouldalso like to thank Marcelo Lippmann for reviewingthis manuscript.

REFERENCESComprehensive Environmental Response, Compensation,

and Liability Act of 1980. Public Law 96-510. The.Bureau of National Affairs, Inc. S-632, 71-0701-0716.

Environmental Protection Agency National Oil andHazardous Substances Pollution Contingency Plan

Under the Comprehensive Environmental Response,Compensation and Liability Act of 1980 40CFR300.Amended by 48 FR 40669, September 1983. TheBureau of National Affairs, Inc. 5-672,101:1001-1043.

Javandel, I., C. Doughty, and C. F. Tsang. 1984. Ground-water Transport: Handbook of Mathematical Models.American Geophysical Union, Water ResourcesMonograph 10, Washington, D.C. 228 pp.

Milne-Thomson, L. M. 1968. Theoretical Hydrodynamics.Macmillan Company, New York. 743 pp.

U.S. Environmental Protection Agency. 1984. NationalPriorities List, 786 Current and Proposed Sites inOrder of Ranking and State, Ocrober 1984. HW-7.2,7 5 p p .

Iraj Javandel received his Ph.D. in Civil Engineering,majoring in Geobydrology, from the University ofCalifornia, Berkeley, in 1968, In 1969 be joined the PahlaviUniversity faculty in Shiraz, Iran, where he was an AssociateProfessor and Chairman of the Civil Engineering Depart-ment. He has also taught courses in fluid mechanics andflow in porous media at the University of California,Berkeley. He has been a staff scientist in the Earth SciencesDivision of the Lawrence Berkeley Laboratory since 1980.His current principal interest is in hydraulics of wells,mathematical modeling of ground-water contamination,aquifer restoration, and underground injection.

Chin-Fu-Tsang received his Ph.D. in Physics from theUniversity of California, Berkeley in 1969, and is currentlya Senior Staff Scientist and Deputy Group Leader of theHydrogeology and Reservoir Engineering Group in the EarthSciences Division of the Lawrence Berkeley Laboratory. Hisresearch interests range from advanced well test methods toflow of fluids and contaminant transport through porousand fractured media. He has been the Editor of the Inter-national Seasonal Thermal Energy Storage Quarterly News-letter and was one of the Editors for the Journal ofEnvironmental Geology.

625

APPENDIX EResults of On-Sita Sewer Evaluation


TABLE OF CONTENTS

LETTER CF TRANSMITTAL

I. SEWER PIPE INSPECTION SUMMARY

II. CONCLUSIONS AND RECOMMENDATIONS

TABLE 1 - STORM SEWER PIPE SURVEYFIGURE 1 - MANHOLE SITE PLAN LOCATIONS

ATTACHMENT A - VISU-SEWER CLEAN AND SEAL INCTELEVISION INSPECTION REPORT

Paae

e eder associatesconsulting engineers, p. c.

LOCljbt V'3i:ev

Madison, ',VIAnn Arbor. MlAugusta. QA

June 24, 1992File $497-14

Michael A. GiffordRemedial Project ManagerWaste Management Division-Michigan/Wisconsin BranchEPA Region V77 West Jackson-HSRW6JChicago, Illinois 60604

Re:

Dear Mr. Gifford:

Results of On-site Sewer SurveyNational Presto Industries, Inc. SiteEau Claire, Wisconsin

Pursuant to your request, the enclosed report summarizes theresults of the on-site sewer survey conducted at the NationalPresto Industries, Inc. site.

The survey indicates that overall the sewers are in good conditionand need only minor repairs. Upon satisfactory completion of therepair work, the sewers should be adequate to convey the treatedgroundwater to the Eau Claire city sewer.

If you have any questions, please call.

Very truly yours,

EDER ASSOCIATES CONSULTING ENGINEERS, P.C.

Stephen HadjiyaiProject Manager

SH/tgEnc.

cc: J. BoettcherJ. LemckeOm PatelD. ManningR. NaumanW. WarrenL. Eder

LLV2341

480 FOREST AVENUE. LOCUST VALLEY. NEW YORK 1156O • (516) 671-8440 • FAX (516) 671-3343


I. SEWER PIPE INSPECTION SUMMARY

The on-site sewers that will be used in the groundwaterremediation program at the National Presto Industries (NPI) sitewere inspected to determine the location of any blockages orobstructions as requested by the United States EnvironmentalProtection Agency and the Wisconsin Department of NaturalResources.

On January 29, 1992, Visu-Sewer Clean and Seal Inc. conducteda television inspection of the on-site sewers that would be used toconvey treated groundwater to the Chippewa River via the Eau ClaireCity storm sewer system. Table 1 summarizes the observations madeby the survey firm. Figure 1 presents a site plan of the manholelocations referenced in Table 1. The Visu-Sewer Clean and SealInc. survey report is attached. The survey was conducted betweenmanholes (MH) Nos. 1 through 21 and covered a total sewer length of3,442 feet. The sewers are constructed of concrete or vitrifiedclay pipe. In general, the sewers were not obstructed and showedonly minor root growth. Minor cracks common to sewer pipe of thistype was also observed. The summary indicates that the sewersshould be able to accommodate the flows from the four extractionwe11s .

The condition of the sewer between MH-14 and the oil waterseparator inlet (MH-17A) could not be established, because the sewercontained standing water. A review of the sewer hydraulicsindicates that the sewer and oil water separator elevations causethis condition. This standing water would be pumped out of thesewer in order to allow its inspection.

The sewer piping between MH-17 and 20 could also not beinspected because of a collapsed section near the railroad track.

LLV2341 1

oder associates consulting engineers, p.c.

Plant personnel indicate that this collapse was caused by a trainderailment. This sewer also contains standing water. The sewerwould be repaired and the standing water removed prior toreinspection.

The plant knew of a portion of the sewer near MH-9 which wasbricked off in the past and this was indicated on the designdrawings for the contractor to field verify. The survey verifiedthis location.

LLV2341


II. CONCLUSIONS AND RECOMMENDATIONS

Based on the inspection by Visu Clean, the overall conditionof the NPI sewer that was inspected appears adequate to convey thetreated groundwater to the city sewer. However, the following workis recommended.

1. Pump out and, if necessary, clean a portion of the sewerupstream of the oil water separator and reinspect..

2. Repair the collapsed section of sewer near the railroadtracks and reinspect.

3. Remove the brick blockage near manhole 9 and replace thissection of sewer.

LLV2341


NATIONAL PRESTO INDUSTRIES, INC.EAU CLAIRE, WISCONSIN

TABLE 1

STORM SEWER PIPE SURVEY

LocationFrom - To

Manhole 1 to 2Manhole 2 to 3Manhole 3 to 4Manhole 4 to 5

Manhole 5 to 6Manhole 6 to 7Manhole 7 to 8Manhole 8 to 9Manhole 9 to 10Manhole 10 to 11Manhole 11 to 12Manhole 12 to 13"Manhole 13 to 14Manhole 14 to 17AManhole 17B to 18Manhole 18 to 19Manhole 19 to 20AManhole 20A to 21Manhole 20 to 17

Distance

0 + 892 + 120 + 693 + 091 + 77

1 + 95

2 + 65Q + 753 + 28

0 + 752 + 310 + -803 + 35

Type of Pipe

ConcreteConcreteConcreteConcreteConcrete •

Vitrified ClayVitrified Clay

ConcreteConcreteConcreteConcrete

Vitrified ClayVitrified Clay

PipeDiameter

8"8"8"8"8"15"

15"12"12"

24"

24"

24"

24"

Piping not surveyed; camera underwater1 + 444 + 303 + 570 + 71

ConcreteConcreteConcreteConcrete

24"

24"

24"

24"

Piping not surveyed (collapsed pipe)

NOTE:

1.2.

17A and B designate inlet and outlet to oil water separatorObstruction in MH-9, bricked off downstream.

LLV2341

OModatM consulting •ngbiMn, p.c.FIGURE 1

GROUNDWATER REMEDIATIONSTORMSEWER SITE PLAN

NATIONAL PRESTO INDUSTRIES. INC. SITEEAU CLAIRE, WISCONSIN

CLOSED CIRCUIT

TELEVISION INSPECTION

RECEIVEDAT EA

2 1992

MM.

OTHE

REPORT

FOR


NATIONAL PRESTO INDUSTRIES, INC,

A P R I L 1992

v7ieU-SEWE:= CLSAN S SEAL. ^JVA/ISCQIMSIIM

NS9 \A/1 4397 Bobolink Av«.MenamonBB Falls. Wl S3OS1

[414)252-3203Fax 414-352-31 95

MINNESOTA3849 Hsdberg priva

Minnaapolis. MN 55343CS1 23 593-1 9O7

FaxS12-593-7SS2

VISU-3EWE?? CLEAN a SEAL, INC.2849 Hedberg Drive. Minneapolis, Minnesota 55343

(612)593-1907

April 13. 1992

Mr, Bill WarrenEder Associates315 West HuronSuite 240Ann Arbor, Michigan 48103

Dear Mr. Warren,

Enclosed are the results of the Closed Circuit TelevisionInspection conducted at the National Presto Industries Plantin Eau Claire, Wisconsin. A total of 3,442 lineal feet ofsewer pipe was inspected.

During the course of the inspection 6 of the 17 linesinspected shoved root growth in the pipe joints. Althoughthe growth was minor, the roots could begin to become moreactive once the lines are put back into the service. Theamount of root growth present should not hinder typical flowsfor which the sewer will be used. The sewer lines justupstream of the oil water separator could not be adequatelyinspected or cleaned. Those lines contain material which isgoing to take special handling to remove and clean up.

If you have any questions, please give me a call.

John F. GroveDistrict Manager

JFGigg

memOer of

Serving-Muniooanties. Utilities and Inauscry

INDEX

TELEVISION INSPECTION . 2

ABBREVIATIONS S DEFINITIONS

MAP

INDEX

LOCATION

PrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPrestoPresto

EasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasementEasement

tffi TO MH

1 to 22 to 33 to 44 to 55 to 66 to 77 to 88 to 99 to 10

10 to 1111 to 1212 to 1313 to 14

17B to 1818 to 1919 to 20A20AtO 21

PAGE

123456789

1011121314151718

-.ean a sea;, ^ric.i"i.439' boDOiir.K Ave., Menomonee ?'ai:s,

MN 55343i^none:Pnone:

Sortware Release 3.1

Sewer Type SanitaryLocation Presto EasementPrecioit UFrom MH 1To MH 2Lengtn 89.0

FootageBegin end Observations and

041485156586167707073767989

Upstream ManholeRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointCracked JointRoots in JointRoots in JointRoots in JointDownstream Manhole

Copvrignt 1990 - All Riants Keservea

Date 01/2^/1992Direction Down Stream to tne sGround con 0Surtace Non-pavedPipe Type 8-Concrete- 3.0Video Tape 1:0000-0235

Test and SealComments Value Pres Chem Gai

(range 1-10) m(range 1-10) m(range 1-10) m(range 1-10) m(range 1-10) m(range 1-10) ra(range 1-10) m(range 1-10) 1

(range 1-lOj m(range 1-10) " m(range 1-10) m

Project: National Presto Crew Leader: BG

Paae 1

i ?w e v -, 5 ar. » j e a. , . n ~ .--fj'- 2coo:ir.x .-we., Menomone*?neaoerc jr.- Minneaooi is . MN :software .re:ease 3.1 - conyriant

• -% 0 « - rT. 0 P. P : i 4 i 4 'Pnone: i612

Aii xiants xeservea

Sewer Type sanitaryLocation Presto EasementPrecioit 0From MH 2To MH 3Lena t a 212.0

Footagebegin end Observations and

C ; [Upstream Manholee

81112142426384145485154576376212

! Roots in Joint; Roots in Joint1 Roots in Joint; Roots at a possibl1 Roots in Joint; Roots in Joint; Roots in Joint: Roots in Joint; Roots in Joint: Roots in Joint! Roots in Joint1 Roots in Joint; Roots in JointI Roots in Joint! Roots in Joint! Roots in Joint

Dar.eDirectionGround ConaurracePipe TvoeViaeo Tape

Comments

(range 1-10)(range 1-10)(range 1-10)

e cracK on top ot pipe(range 1-10)( range 1-10)(range i-10)(range 1-10)(range 1-10 )(range 1-10)(range 1-10)(range 1-j.O)(range 1-iu)(range 1-10)(range 1-10)(range 1-10)

oi/ 2*'iy92uown scream to trie suNon-oaved

a-ijoncrete- 3.U1:0235-0940

Test ana SealVaiue Pres Cnem o'ai

322

325321124311

! Downstream MannoleiNOTE: Minor rootsi are first 80

i

at most joints. Heaviest rootsfeet.


^ " : 4 j ^ -ooo i i r .x A v e . . M e n o m o n e e.-.eaoer- J r . , y . inneaooi ia . MN 3 " 5 o 4 ;sor tware xeiea5e j.. - ôovriar.r j. A:: rcants x?servea

Sewer 1'ype Sanitary Date 01/29/1^9^Location Presto Easement Direction Down Stream to tne sPrecipit 0 Grouno Con 0From MH 3 Surrace Non-pavedTo MH 4 Pipe Type 8-Concrete- 3.0Lengtn 69.0 Viaeo Tape 1:0940-1055

Footage Test ana SealBegin ena Observations and Comments Value ?res Cnem Gal

069'

Upstream ManhoieDownstream Mannoie


Paae 3

•.'isu-aewer J.aan a seai , .r.c.?159 *i4j9"' ijQQOiinK Ave. . Menomonee r'a::s

neaoerg Dr.. Minneaoo.is. MN 55543Sortware Release J.i - Coovriant l

^JUb.: l-r.or.e : i i-t . Jb^-j:.

Al: Giants xeservea

Sewer TypeLocationPrecipitFrom MHTo MriLength

SanitaryPresto Easement045305. 0

Date:Direction :Ground Con:Surrace :Pipe Type :Viaeo Tape:

01/29/1992Down Stream to0Non-pavea

8-Concrete-1:1055-1490

tne s

.1.0

FootageBeam ena Observations ana Comments Value

Test ana Seal?res Cham Gai

08

424551546063

309

Upstream ManholeCircular CrackRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointRoots in JointDownstream Mannoie

(range i-10)(range 1-10){range 1-10)(range 1-10)(range 1-10)(range 1-10)

mmmmmm

Project: National Presto Crsw Leader: 3G

Page 4

aewer -.-ear. ^ sea. . _ r . * -* i 4 3 y ' / b c i D a : ins A v e . . M?nomoneenecoerg J r . , Minneaoons . MW :Sor tware Re lease j . j . - c n p v r i g n t i^ r t i anrs rreservea

Sewer TypeLocationErecioitFrom MHTo MHLengcn

SanitaryPresto Easement056177.0

FootageBegin end Observations and Comments

Date:Direction :Ground Con:Surrace :Pipe Tyoe :Viaeo Tape:

01/29/1992Down Scream0Non-oaveo.

CO

8-Concrete-1:1490-1750

ValueTestPres

tne s

3.0

ana SealChem Oai

04

1017

177

177

Opstream ManholeCircular CracKCracxea PipeCircular CracKDownstream Mannoie


Visu-sewer J.ean a aea; , inc.N:>y «i4.i*'.< yoDo:mx Ave, , y.enomonee rai:s. «2849 rieaoerg Dr., Minneapolis, MN 55343

Sorcware Release 3.i - Copvriant i^Pnone: (6i: • 593-190

All Kiants Keservea

Sewer TypeLocationPrecipitFrom MHTo MHLength


Date:Direction :Grouno. Con:Surface :Pipe Type :Video Tape:

01/29/1992Down Stream to tne 50Non-paved

15-Vitritiect Ciav-1:1750-1980

3.0

FootageBegin end Observations ana Comments Value

Test and SealPres Cnem Gal

0172172184195

Upstream ManholeCracked JointRoots in JointRoots in JointDownstream Manhole

(range 1-10)(range 1-10)

n»m

Project: National Presto Crew Leader: 3G

Din A C

r ,. ear. $

hecDera 3r. .sortware- -teiease

i n c .u.enomonee

coovnant i^

i 4:4 • J 5 . - - jPnone: i 01,: • sy j -

Ai i Giants .êservea

Sewer 1'vpeLocationPrecioitFrom MHTo MHLengtn

Sanitary.Presto Easement073265 .0

Date: 01/29/1*92Direction : Down Stream to tne wGrouna Con: 0Suriace : Non-paveaPipe Tyoe : 15-Vitririea Clay- 3.UViaeo Tape: 1:1980-2285

Footage3eqin ana Conservations ana comments

Test ana Seal.-res

0265

Upstream ManholeDownstream Mannole

Pro:ect: National Presto Crew Leader: BG

Paae 7

Dewer ,. ear. a êa. . .r.c ,Hj.4j^7 joDOiinK Ave , Msnomonee : a. ;? *heanerc Or. , Minneaooiis. MN 5534JSoriware xeiease J.i - Coovrigr.t .^y

Pnone: i D±. • a93-j.Ai i xiancs .".eservea

Sewer TypeLocationPreciDitFrom MHTo MHLength



01/30/19*2Down Stream to tne suNon-pavea

12-Concrete- 6.01:2285-2360

FootageBeam ena Observacions and Comments Value

Test anc SealPres Chem Gai

0 ;75

;Upstream HannoieDownstream Manhole


* _ 4 j ^ ' :oooiir..\ .-we,, y.en.-.ecnerc Dr. . M i n n e a o o i i s ,D o r t w a r e weiease i.i -

MN :Coovnant i* xeservec

Sewer Type SanitaryLocation Presto Easementr*recipit 0r'rom KH 9To MH 10Lengtn 328.0

Date: 02/0,>/l*y2Direction : Down stream co tne wGrouna Con: uSurrace : Non-paveaPine Type : 12-cancret.e- 3.0Viaeo Taoe: i: 4160-4470

FootageBegin ena Observations ana Comments

07

76798288yi94

155158161164168171174177180183186189192328

i UpstreamIROOLS; Roots'.Roots; Roots;Roots; Roots; Roots; Roots; Roots; Roots;Roots; Roots[Roots; Rootsi Roots; Roots! Roots; Roots! Rootst Roots

inininininininininininininininininininin

ManholeJointJointJointJointJointJointJointJointJointJointJointjointJointjointJointJointJointJointJointJoint

( range(range(range( range(range( ranae( range( range( range( range(range( range(range( range( range( range

- ( range( range( range(range

1-10)1-10)1-10)1-10)i-10)i-iu)1-10 11-10)1-10)i-iori-10)i-iO)1-10)1-iOj1-10)1-10)1-10)1-10)1-10)1-10)

Test ana SealValue .-res Cnero Gal

2m1i1ii22i233,5332232

! Downstream Manhole

i

t

iiii


Page 9

-? *-4.y-' -ccoiinx Ave . . Mep.or.on6? r'a:.^. vi ;d 4 ? - s c 2 ? r T IT . M i r. n 9 3 " c . i j M N " c j 4 j

Sort war? ,-:e:ease J.^ -

rT.cr.e: < 4 _ - t _3^-j,^ n c ?. ? : i n „ _ ,?.;-,i: ,-/.ic.':r:s .-.sservec

Sewer VypeLocationPrecipitFrom HHTo MHLenaen

SanitaryPresto Sasement0101 "l

75.0

Date: ui/Direction : Down Stream to tne uGround Con: 0Surtace : Non-oavea_-iDe ?YDe : 24-Concrete- 0.3Viaeo Taoe: ?.:236u-2bOO

FootageBeam ena ODservations and Comments Vaiue

Test ana Seal?res Caem Gai

075

;Upstream MannoieDownstream Mannoie


Page 10

-sar. > 5 = 1. . i n c .^ o c . i n x n v e . , Menomonee .-a; i s ,jr. . y.ir.neaoons • .M.N 3 o o 4 jxeiease j.i - coDvna.ir ;^

."none: i 4^4\ o.. y j - i

All .*.iants xeservea

bewer TypeLocations*recipitFrom MKTo MHLenotii

aanitaryPresto £asement0ii

231.0

Date:Direction : Down Stream to tne wGrouna Con: 0Surrace : Non-oaveaPine Type : 24- concrete - o.bViaeo Taue! l:250u-2785

FootageBeam er.d ODservations ana Comments Value

Test ana UeaiPres Cnem Gai

0 ;231 ;

Upstream MannoieDownstream Manhole


s u - o e w e r _. âr. ^ aea. .r.c ,9 «"i 43 9" iooo: IDK AVS . - v.er.crr.onee

rteaoers j r . . Minneaoons . MNSorûare he iease j .i - Copvr i an t 1^9 xeservea

SewerLocat

Typeion

PrecipitFromTo MH

MH

Lengtn

SanitaryPresto iasement012 •1380.0


FootageBegin

0780

end

iii

Observations and Comments

; Upstream Mannoie;Minerai Deposits on siae ot; Downstream Mannoie

pipe

ul/3u/iy*2Down Stream to tne sw0Pavea

24-VitriEiea Ci1:2735-2930

TestValue Pres

ay- 6.0

and Seaj.Chem Cai


'.'isu-Sewer -.ean i Seai . Inc.N59 «14397 3oDonnK Ave., Menomonee :a:;s.2849 HeaDerg Dr., Minneaooiis, MN 55343

Sortware Release 3.i - Copyrignt 1

iT.one: i 4i4 i . -. ujPnone: (612) 593-1907

Aii Riqnts xeservea

Sewer TypeLocationPrecipitProm MHTo MHLength


FootageBegin end Observations and Comments

Date:Direction :Grouna Con:Surrace :Pipe Type :Video Tape:

01/30/1992Down Stream0Non-pavea

to the sw

24-Vitririea Clay- 61:2930-3355

ValueTest?res

.5

and SealChem Gal

0176335

335Upstream ManholeCamera Under WaterDownstream Manhole


ansJewer J.ear. a Sea., Inc.Wi4j?/ 2000:1.1,1 Ave.. Menomoneeheaoerg Dr., Minneapolis. MN

u , : - - eiease 3.1 - Copvria.it :fnone: (ai2 i oyj-i

Aii Hiants keservea

Sewer TypeLocationPrecipitFron. MHTo MHLength

SanitaryPresto Easement017B18144.0

Date:Direction :Grouna Con:Surtace :Pipe Type :Video Tape:

02/03/1992Down Stream to0Non-paved24-Concrete-

1:3480-3600

tne sw

6.0

FootageBegin end Observations and Comments Value

Test and SealPres Chem Gai

0100144

Upstream ManholeRoots in Joint (range 1-10) IDownstream ManholeNOTE: This is the second viewing of this line to get

a better picture. Minor roots are at most joints.

Project: National Presto Crew Leader: SO

Visu-aewer C.ean & beai , inc.Nb9 Wi4J**'/ BoooiinK Ave., henomonee Fails. Ml 53Qbi2849 Heaoerq Dr., Minneapolis, MW 55343

Sortware Release 3.1

Sewer Type SanitaryLocation Presto EasementPrecipit 0From MH 18To MH 19Length 430.0


0f

131925313743495561677379869297103109115121128133140146152158164170176182188194200206212219

{Upstream Manhole{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint! Roots in Joint{Roots in Joint; Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint{Roots in Joint

Copyncmt 1990

Date:Direction :Ground Con:Surtace :Pipe Type :Video Tape:

Comments

(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)

Pnone: (414) 252-3^Pnone: (6i2) 393-1907

All kights Heservea

02/03/1992Down Stream to tne sw0Non-paved24-Concrete- 6.0

1:3600-3880

Test and SealValue Pres Chem Gal

111111111111111111111122232322122333


sea.

heaoerc Jr., Minneapolis. MNaoztware xeiease 3.; - Convn nt .990

Sewer TypeLocationPrecipit (From MHTO MI:Lengtn

FootageBegin end

224230236243248254261267291303309430

- »i*^4â^t^ w i l d •rfV^'L*'-*^

SanitaryPresto Easement318L9130.0

Observations ana Comments

Roots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeRoots in Joint (rangeDownstream Mannoie

-'' .T i . -T.» u ,1 1. i r\s5 ;; t vet;

Date: 02/03/1992Direction : Down Stream to tne swGrouna Con: 0Surface : Non-pavedPipe Type : 24-Concrete- 6.0Video Tape: 1:3600-3880

Test and SealValue Pres Cnem Gal

1-10) 31-10) 31-10) 31-10) 31-10) 31-10) 31-10) 31-10) 31-10) 31-10) 31-10) 3


'/is".-sewer -.ear. j- Sea: . .ric.ND1* iNi-ijy" soooiinK Ave.. Menomone?284y heaoerc Or., Minneapolis. MN 2

Sortware Release J._ - coovriant i*

*. : i 4J4 'tPnone: i oil; •

An Riants Reservea

Sewer Type SanitaryLocation Presto EasementPrecipit 0From MH 19To Mil 20ALength 357.0


03944505675117129135141147153160166172178189196213219225231237249280357

; Upstream Manhole{Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Joint! Roots in Jointi Roots in Joint! Roots in Joint! Roots in Joint[Roots in Jointi Roots in Joint; Roots in Joint1 Roots in Joint! Roots in Joint; Roots in Jointi Roots in Jointi Roots in Joint{Roots in Joint! Roots in Jointi Roots in Jointi Roots in Joint{Downstream Manhole

Date:Direction :Ground Con:Surtace :Pipe Type :Video Tape:

Comments

(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-iO)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)(range 1-10)

02/03/1*92Down Stream to the sw0Non-pavea24-Concrete- 6.0

1:3880-4100

Test ana SealValue Pros Chem Gal

222112233324432222222222


D»if Jk I

s «- r^wer - . 3ar. a sea. .y * . 43 ?'' 2CDOI in>; .-we .4* hecoers Dr.,

Sorcware Keiease

Menomone? .- a : .is , MN 55j4j- coovriant I i rciants xeservec

Sewer TypeLocationPrecipitFrom MHTo MHLengtn

SanitaryPresto Easement to City St020A2171.0

Date: 02/03/1992Direction : Down StreamGround Con: 0SurtacePipe Type

to tfte sw

Paved24-Concrete-

Video Tape: 1:4100-41606.0

FootageBegin end Observations and Comments Value

Test and SealPres Cr.em Gal

071

Upstream ManholeDownstream Manhole


M* 10

ABBREVIATIONS AMD DEFINITIONS

Apron

Bend

Broken pipe

Camera under water

Catch basin

Circular crack

Collapsed pipe

Cracked joint

Cracked pipe

Deteriorated pipe

Deflected pipe

See Figure 1

Departure from true line. Canbe a defect or by design.

BL Bend to Left.BR Bend to Right.

BP A series of cracks thatindicate a condition whichpipe is seriously demaged ordefective. The next state ofdeterioration would lead tocollapsing pipe.

CUW Indicates a flow depth inexcess of one-half pipe.

CB A chamber or well, usuallybuilt at the street curb,which admits surface waterfor discharge into a stormdrain.

CC A crack around thecircumference of the pipe.

COL Indicates that a section ofpipe is broken and in dangerof falling in.

CJ A joint that has been damaged.Damage can be a crack aroundor extending from the jointfor a distance not exceedingone foot.

CF A series of irregular cracksor a crack that progressesdown the pipe in a corkscrewconfiguration.

DE Dead-end manhole

DET A pipe which has damage due tohydrogen sulfide gases.Usually concrete pipe.

DEF A pipe which has started or hasbeen compressed. Usually pipesof the aiastic variety.

Downstream Manhole

Inside Drop

Joint leaking

Lamphole

Leaking

Longitudinal crack

Mineral deposits

Offset joint

Open joint

Outside drop

Piece missing

DS

GPM

HP

IN

JL

LH

LC

MD

MH

OSJ

OJ

PM

Manhole where the flow isgoing in a downstream flow.

Gallons per minute

High point manhole

Inches

See Figure 1

A leaking or dripping joint.Assigned value in gallons perminute (estimated).

A small vertical pipe or shaftextending from the surface ofthe ground to the sewer, inwhich a light may be loweredfor the purpose of inspection.

A measurable, steady flow ofextraneous water entering asewer pipe through a service,faulty joints, crack, or otherstructural deficiency.Assigned value in gallons perminute (estimated).

A crack parallel to the flow.

Stone-like formations of soilminerals carried into a seweror manhole with enteringgroundwater.

Manhole

A misalignment of the joint.Assigned value representsdegree of offset in inches.

A joint which is separated.Assigned value representsinches of separation.

See Figure 1.

A piece broken out of the pipewall.

Protruding tap

Reverse setup

Roots in joint

Roots in service

Sag

Sanitary sewer

Service leaking

Service running

Storm sewer

Tap connection

PT A tap connection that projectsbeyond the interior of the pipewall. Assigned valuerepresents inches ofprotrusion.

REV Starting at the opposite end ofthe line being televised afterbeing unable to proceed fromthe original direction in theline.

RJ Root penetration in joint.Assigned value representsamount of restriction on ascale of I to 10.

RS Root penetration in service.Assigned value representsamount of restriction on ascale of I to 10.

SAG A section of pipe which hassettled causing flow depth toincrease and accumulate debris.

SA A sewer which" carries domesticindustrial and commercialwastewaters.

SL Extraneous water entering thesewer between the pipe walland service connection.Assigned value in gallons perminute (estimated).

SR A steady flow of extraneouswater entering the pipe from aservice connection. Assignedvalue in gallons per minute(estimated).

ST A sewer which carries runoffwater from rainfall and/orsnowmelt.

TC A line that is connected to ahouse or building wnich hasbeen connected to the main linesewer by tying into the pipewall.

Test

Test and Seal

Trough

Upstream Manhole

Hye connection

T This is used on a groutingreport. This is the initialair pressure test of a joint.

T&S This is used on a groutingreport. This is when a jointhas tailed the subsequent airpressure test. The sealing isthe amount of grout used tosea] that joint.

See Figure 1,

US Manhole where the flow isgoing toward the upstreammanna1e.

WC A line that is connected to ahouse or buliding. It isconnected to the main line viamanufactured or cast inconnection to the main linesewer.

OP PIPE

- Asbestos cement pipe

- Cast iron pipe

- Corrugated metal pipe

- Concrete pipe

- Ductile iron pipe

- Polyvinyl chloride pipe

- Reinforced concrete pipe

- Transite pipe

- Truss pipe (ABS PIPE)

- Vitrified clay pipe

TYPICAL MANHOLE CROSS SECTIONMANHOLE LID

MANHOLE FRAME SPACER RING(4)

OUTSIDE DROP

FLOW

MANHOLE STEPS

MANHOLE WALLS

CLEANOUT

IMPROPERCONSTRUCTION

OP INSIDE DROP

INSIDE DROP

/ TROUGHINVERT

APPENDIX FInterim Action Monitoring Veil

Installation Procedures

Monitoring Well Installation ProceduresInterim Action

National Presto Industries, Inc. SiteEau Claire, Wisconsin

The two inch diameter monitoring wells will be installedaccording to the following procedures:

(1) All drilling equipment will be steam cleaned prior toarrival at the site. Drilling equipment (augers, rearportion of the machine, split spoons, and split spoonpreparation and opening area) will be steam cleaned uponcompletion of each monitoring well.

(2) No water will be introduced into the well while usinghollow stem augers unless required to prevent sandheaving, or during the use of bentonite based drillingfluids for mud rotary drilling. In those events,Chippewa Falls water will be used and samples collectedfor VOC analysis. Temporary casings may be used toprevent the collapse of the borehole.

(3) Subsoil conditions will be continuously logged andclassified by a qualified geologist. Samples will becollected at 10-foot intervals using a 1-3/8" diameter,24-inch long split spoon sampler. Standard penetrationtests will be carried out and recorded in the field lognotebook for each split spoon sample taken. Grain sizeanalyses will be carried out at monitoring wells MW-67Band MW-70B for samples from the water bearing zone.

(4) At each monitoring well cluster location, the firstboring will be drilled by hollow stem augering or mudrotary techniques to the top of bedrock. This boringwill determine the monitoring well screen settings at thelocation. The following sections described possiblemonitoring well cluster configurations.

a) If the bedrock is 10 feet or less below the watertable, the first well will be a water table well withsufficient screen length (10 or 15 feet) to fully screenthe saturated outwash and allow for up to 5 feet ofscreen above the water table. In this case, the secondmonitoring well cluster would be screened (10-foot) inthe upper portion of the sandstone bedrock allowing 5feet between the top of the screen and the bedrocksurface for a well seal. This monitoring well cluster isshown on Figure E-l.

b) If the bedrock is at least 20 feet below the watertable, the first boring will be completed as a monitoringwell with its 10-foot screen in the saturated outwashjust above bedrock. (A 5-foot screen will be used forthe deeper well if the water table to bedrockdifferential is 10 to 20 feet.) The water table wellwould then be installed with a 15-foot well screen asdescribed in 4a, above. This monitoring well cluster isshown on Figure E-2.

c) If the differential between the bottom of the watertable monitoring well screen and the top of the deepermonitoring well screen is 40 feet or more, a thirdmonitoring well will be installed at the cluster. Thethird well would have a 10-foot screen placed half-waybetween the water table and deeper monitoring well screenzones. This monitoring well cluster is shown on FigureE-3.

(5) Upon completion of each borehole, the two-inch diameterPVC well assembly will be placed in the hole. The water-table well assembly will be schedule 80 flush jointed,internally threaded riser pipe attached to 15 feet ofmachine perforated schedule 80 flush jointed well screen

eder associates consulting engineers, p.c.FIGURE E-1

0

10

20

^5Q

11

50

60

Ben ton it e_ Grout ————

V2*0 PVC

Well Screen ——(0.01* Slot)

0

Xs

;i

i'.

' It

^ MH^H

•»«»

• •HH

••. •Ml

S

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with a slot size of 0.01 inch (10 slot). No glues willbe used in the well assembly.

(6) If the borehole stays open below the water table, a cleansilica sand filter (#30) will be installed in the annulusto a point two feet above the top of the screen bygravity placement. If the sand formation caves in aroundthe screen (below the water table), clean silica sandwill be added to bring the filter pack up to a point twofeet above the top of the screen.

(7) To prevent contamination from the surface or crosscontamination between portions of the water bearing sandformation, an annular seal will be installed by pumpinga bentonite/cement slurry'via tremmie pipe terminated twofeet above the sand pack. The bentonite/cement seal may-extend to a depth just below grade and at least 5 linearfeet of annular seal (concrete) will be installed.

(8) For monitoring well integrity, the open hole ormonitoring well will never be left unsecured and, uponcompletion, a protective locking overpipe will beinstalled per WDNR guidelines. The protective overpipewill be installed in a manner to prevent damage by frostheaving.

(9) Well development will be carried out as soon as possible,after well completion by one of the following methods:removal of 10 well volumes of water using a steam cleanedsteel bailer assembly or surging the well with A-rods anda leather surge "block" followed by removal of 10 wellvolumes with a steam cleared bailer assembly or aGrundfos small diameter pump. Development will beconsidered complete when the well produces clear,relatively sediment free water after purging 10 wellvolumes. For monitoring wells drilled by the mud rotary


method, at least 20 volumes of water will be removedduring development.

g:\sites\49714\reports\draft

APPENDIX GWDNR Letter - WPDES Monitoring Requirements

WISCONSINOEFT. OF NATURAL RESOURCES

State of Wisconsin \ DEPARTMENT OF NATURAL RESOURCES

1300 West Clairemont AvenueP. O. Box 4001

Eau Claire, Wl 54702-4001TELEPHONE 71 $33^700

TELEFAX 715-83a«07G

RECF /EDAT 1A

Carroll D. BesadnySecretary

December 6, 1991 File Ref: 4400

Mr. Mike GiffordUSEPA, Region 5HS RW-6J77 WesC JacksonChicago, IL 60604

Dear Mr. Gifford:

Re: WPDES Permit Limits for the National Presto IndustriesGroundwater Pump and Treat Interim Action

I spoke with Bob Masnado and Jim Schmidt of WDNR's Water Resources ManagementBureau on December 3, 1991 regarding the status of WPDES permit limitcalculations for the ground water extraction system identified in the secondPhase Feasibility Study for the National Presto Industries (NPI) superfundsite.

I had earlier been advised that Jim Schmidt had completed his calculations forlimits for the parameters for which data had been provided to him.

On December 3, I was told that David Olig of Eder Associates had contacted JimSchmidt and informed him that groundwater sampling would soon be conducted foradditional parameters that were not included in the data set that I sent tohim in September, 1991 (PAHs and base neutral compounds). Jim is holding thelimits package until all limits are calculated.

Bob advised me that recommendations for aquatic life toxicity testing will befinalized as soon as Jim Schmidt has completed his chemical-specific review.It is likely however, that Bob's recommendation will include two options forNPI. The first option would provide NPI with the opportunity to do "worstcase" toxicity testing on raw groundwater prior to discharge. Evidence ofacute toxicity from such samples would provide NPI and Eder Associates withadditional information to consider in the design of the treatment facility.Demonstration of adequate treatment via toxicity tests on bench scale effluentmay be acknowledged by a recommendation for a reduced monitoring frequency inthe WPDES permit.

Mike Gifford December 6, 1991

The second option would be for NPI to do nothing prior to commencement ofdischarge, but follow a very rigorous monitoring frequency for the first threeyears thereafter. Inherent Co that type of monitoring requirement would bemandatory retesting immediately following any test "failure." The results ofthose retests would be used by WDNR and U.S. EPA to determine the need for anyfurther actions, including, but not limited to: (1) accelerated frequency ofmonitoring; (2) performance of a toxicity identification/reduction evaluation;or (3) cessation of the discharge.

If you have any questions, feel free to contact me.

Sincerely,

James E. BoettcherDistrict Hydrogeologist

Rich Nauman - National Presto Industries, 3925 North Hastings Way,Eau Claire, WI 54703

Bill Warren - Eder Associates, 315 West Huron Street, Suite 220/240,Ann Arbor, MI 48104

Superfund Unit Leader - SW/3Jim Schmidt - WR/2Bob Masnado - WR/2