APPENDICES TO FINAL INTERIM REMEDIAL DESIGN PACKAGE ON-SITE GROUNDWATER FOR NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN
eder associates consulting engineers, p.c. NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN
APPENDICES TO FINAL INTERIM REMEDIAL DESIGN PACKAGE ON-SITE GROUNDWATER FOR NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN
PROJECT #497-14 JUNE 1992
EDER ASSOCIATES CONSULTING ENGINEERS, P.C Ann Arbor, Michigan Locust Valley, New York Madison, Wisconsin Augusta, 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 Aquifer Cleanup"
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 Nauman National Presto Industries 3925 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 sewer system for discharge of groundwater. As I indicated in my letter to Mr. Eder on August 2, 1991, "the City of Eau Claire will allow the use of the City storm sewer system for 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, which discontinues pumping when the capacity of the storm sewer is taxed."
We look forward to working with you on your efforts to implement the remedial action.
Sincerely,
CITY OF EAU CLAIRE
'William L. Bittner Director of Public Works
WLB:gy APPENDIX B Pumping Test Results - Melby Road Disposal Area (Existing Wells) NATIONAL PRESTO INDUSTRIES, INC. SITE EAU 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, Michigan Locust Valley, New York Madison, Wisconsin Augusta, Georgia g:atmrs 091991 ecier 3S3Oc:cT9s consul t-nq engineer':,
TA3LE OF CONTENTS
Description Page
1.0 INTRODUCTION 1
2.0 HYDROGEOLOGIC CONDITIONS 1
APPENDIX A - TECHNICAL MEMORANDUM NO. 2 APPENDIX B - BORING LOG - NPI - Bl APPENDIX C - PUMPING TEST FORMS
LIST OF FIGURES
No. Description Page
1 Well Location Map 2 2 East West Cross-Section Melby 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 Testing Melby Road Site Addendum to Phased Feasibility Study On-Site Groundwater Operable Unit National Presto Industries Site Eau Claire, Wisconsin
1.0 Introduction
Aquifer pumping tests were performed at the Melby Road site during the period of July 16 through 19, 1991. The tests were dona to evaluate aquifer conditions and to demonstrate groundwater capture during short-term pumping conditions.
Two pumping tests were performed using MW-14 as a pumping well and MW-5A, MW-6, MW-9A, and MW-15 as observation wells. The locations 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 of this Addendum.
Eder Associates' hydrogeolegists ran the tests according to procedures (Appendix A) agreed upon by the USEPA ( and their contractor, Roy F..Weston, Inc.) and the WDNR. Representatives of USEPA, WDNR and Weston were on-site during the pumping tests.
2.0 Hvdroqeoloaic Conditions
The Melby Road site is underlain by deposits of glacial outwash (sand and gravel) which overlie the Mount Simon Formation (sandstone of Cambrian Age). The hydrogeologic cross-section on Figure 2 shows the thickness (about 100 feet) of the sand and gravel deposits. The log of (Appendix B) boring NPI-B1, near MW- 5A, indicates that the sand is generally fine to medium or coarse grained and some gravel is present in the sand matrix. Sand grains are generally subangular. Stratigraphic variations in the sand and r eaer Jsscc:ctss ccnsui'.i.i^ en-,ne= t1 rr ^
MELBY ROAD SITE
LEGEND 0 700' NPI Monitoring Well
WELL LOCATION MAP NATIONAL PRESTO INDUSTRIES, INC. EAU CLAIRE. WISCONSIN MS49704F West East
MW-14 MW-5A MW-5B MW-15 0-
20'-
Sand, Flno—Cse. With Some Gravol 5 40'-
60'-
80'-
100'- s/S/S/// / / / Sandstone Bedrock / /. '/(Based on Log of Boring NPI-B1) / Vertical Exag. = 1.5X EAST WEST CROSS-SECTION C) C' ••i) MELBY ROAD CAPTURE WELLS I'l ( MIONAL PRESTO INDUSTRIE". INC. EAU CLAIRE, WISCONSIN M549704G eder associates consulfina engineer gravel consist of vary thin layering of sand, sand and gravel and gravel (3-inch layer at 81 feet). A sampl-e of sandstone bedrock could not be obtained.
The lower 30 percent of the sand and gravel is saturated and is characterized by water table (unconfined) conditions. The direction of groundwater flew is generally to the northwest at the Melby Road site.
Wells MW-14 and 15 are fully penetrating 5-inch diameter wells with wire-wound well screens (.02^inch screen opening) . Monitoring wells used for water level measurements are screened in the upper 10 feet of the saturated sand and gravel. These wells are 2-inch diameter PVC with wire-wound PVC well screens (.01-inch screen opening).
Aquifer Pumping Tests
MW-14 and 15 had not been pumped at a rate higher than about 10 gpm when the wells were developed and sampled in October 1983. MW-14 and 15 were originally installed for potential use as recovery wells with pumping rates of about 30 gpm. In order to use these wells for a pumping test, the largest submersible pumps available (7.5 HP, Grundfos, stainless steel) were installed. This was done so that the highest possible pumping rate could be maintained in order to stress the aquifer, if possible. The calculation of aquifer transmissivity and the storage coefficient is dependent on pumping a well at a rate high enough to obtain drawdown during a specified time period in the pumping and observation wells. The distance of observation wells from the pumping well is also critical in determining aquifer parameters. These are important considerations at the Melby Road site because existing wells were designed for water quality monitoring and were not 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 85 gpm for 3-hour increments following two hours of static water level measurements at MW-5A, MW-9A, MW-14 and MW-15. Water levels were measured manually in MW-14 and MW-15 using an electronic water level measuring tape/device with .01-foot increments. Water levels in MW-5A and 9A were measured using down-hole pressure transducers and electronic recorders. The pressure transducer data from MW-9A was not considered usable because the data readout showed continuous drawdown throughout the pumping and recovery periods. Periodic measurements were made at MW-6 to monitor any ambient water level trends since no pumpage induced water level changes were expected 700 feet away from MW-14 at MW-6. All pumped groundwater was piped about 1,000 feet west of MW-14 and discharged directly into the Eau Claire Municipal sanitary sewer, as authorized by the City.
Water level measurements are presented on the attached pumping test forms (Appendix C). Specific capacities for MW-14 at the end of 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 water level within the first minute of each step indicated that the highest pumping rate possible for the well was not stressing the aquifer. Drawdown at 100 feet away in MW-5A amounted to .05 feet at the end of the 9 hour step test. This also indicated that the maximum possible pumping rate of about 100 gpm at MW-14 would not produce sufficient drawdown trends for pumping test analysis. However, there are alternate methods for estimating aquifer parameters from pumping tests and the 24-hour test was scheduled for July 18, following recovery of static water levels over a minimum of 12 hours.
On July 18 and 19, MW-14 was pumped at a maximum rate of 101 gpm for 24 hours. The drawdown plots for wells MW-5A, MW-14 and MW-15 are presented on Figures 3, 4 and 5. Drawdown in MW-14 stabilized within 15 seconds of the test start. The drawdown plot July 17-18. 1991
0 = Wlgpm at MW-14
r •* 100ft
• • ••
I I o
10 100 woo C) rime Since Pump Started (min.) C' m
NATIONAL PRESTO INDUSTRIES. INC. MS49704M FAIJ Cl AIKI-:. WISCONSIN July 17-18. 1991
O = 101gpm
I 1
10 100 woo o u> Time Since Pump Started (min.) ~AI a DRAWDOWN PLOT FOB MWzrM n, a NATIONAL PRESTO INDUSTRIES, July 17-18. 1991
0 = Wlgpm at MW-14
r = 200ft
0
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10 100 WOO o Time Since Pump Started (man.) c: DRAWDOWN PLOT FOR MW-15 IM NATIONAL PRESTO INDUSTRIES, INC. vtS497G-1J EAU CLAIRE, WISCONSIN eder associates consulting engineers. ^ : for MW-14 on Figure 3 shows only minimal drawdown (less than . 2 feet) after stabilization. The very slight recovery during the last 4 hours of the test may represent improved well efficiency as well development slightly increases during pumping.
Drawdown plots for MW-5A and MW-15 at distances of 100 and 200 feet, respectively, are shown on Figures 4 and 5. Measured drawdown at both wells was about .05 feet.
Recovery measuremants were made at MW-5A, MW-14 and MW-15 following the end of the 24-hour pumping test. These measurements are presented on the pumping test forms but were not plotted. Residual recovery data is tabulated on the pumping test forms for MW-14. The quick recovery of the water level in the pumping well, MW-14, did not provide a representative slope of the recovering water level required for calculation of transmissivity. Similarly, the small drawdown measured at MW-5A and recovery measured were not sufficient for analysis.
Water samples were collected during the 24-hour test of MW-14 after 5*s and 22*s hours and analyzed by Hazelton Laboratories for VOCs. The results are presented in Table 1.
Table 1 Results of VOC Analyses (pq/l) MW-14 24-Hour Test ^
Sample Data ' Time TCE TCA 1.1 DCA PCE 1.1 DCE 1.2 DCS MW-14-02 7/17/91 0630 <.2 160 69 3 2 .8 MW-14-03 7/18/91 1130 <.2 160 71 2 1 .7
Following 10 hours to allow the recovery of water levels, both MW-14 and MW-15 were pumped at 90 gpra each for 6 hours. Water levels in the pumping wells quickly stabilized while drawdown continued at MW-5A, amounting to .15-feet after 6 hours. associates consulting
Results
The 24-hour constant rate test at MW-14 did not sufficiently stress the aquifer to the extent required to calculate transmissivity and the storage coefficient using straight-line slope 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 specific capacity data obtained during the test. The following formula is based on the Jacob ' s equation for predicting drawdown where the transmissivity and storage coefficient are known:
s ~ T5OT This method makes several assumptions for aquifer variables, but given the fairly uniform nature of the sand and gravel aquifer, it should provide a reasonable estimate of transmissivity. For the MW-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 consistent with a sand and gravel aquifer.
The results of the test consisting of MW-14 and 15 both pumping at 90 gpm indicate that the two wells produce a combined capture zone at least 400 feet wide. This width consists of the distances between MW-5A and MW-14 and 15 (2 x 100 feet) plus 100 feet west and east, respectively, of MW-14 and 15. The continued drawdown at MW-5A after 6 hours of pumping MW-14 and 15 indicates that the capture zone was continuing to increase. The results of the capture zone modeling indicates that the width could extend to over 800 feet.
Modeling predictions for side-gradient groundwater capture zones would be verified during full-scale testing of the capture wells. The tests would be similar to the aquifer pumping tests performed at the Melby Road site and would be followed by periodic water 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-9A near the Melby Road site. In the southwest corner, existing monitoring wells MW-4A, MW-23A, MW-34A, and MW-39A, at a minimum, would be used for capture zone verification. The capture wells in the southwest corner would be located on the basis of the required capture zone width, VOC concentrations and hydrogeologic conditions. The capture well location and testing procedures would be specified in the Remedial Design (RD) worKplan which would be submitted to USEPA and WDNR for approval prior to implementation. The RD workplan would also contain recommendations for as many additional monitoring wells as needed to demonstrate capture zones at the Melby Road site and the southwest corner.
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APPENDIX A TECHNICAL MEMORANDUM NO. 2 ?der associate? consulting engine-:"s. -3
TECHNICAL MEMQRANDTIM NO. 2
TO: Michael A. Gifford, RPM File #497-04 USEPA, Region 5 M0606.MG FROM: William M. Warren cc: J. Boettcher, WDNR Eder Associates R. Nauman, NPI DATE: July 5, 1991 RE: Aquifer Pumping Test and Excavation Investigation Activities at National Presto Industries, Inc., Site, Eau Claire, Wisconsin This memorandum is being submitted to USEPA and WDNR in response to discussions at a meeting with NPI, EA, USEPA and WDNR in Madison, Wisconsin, on May 16, 1991. At that meerting, an on-site groundwater operable unit at the Melby Road site and southwest corner of the NPI site was discussed. It was agreed that a procedure for test pumping at the Melby Road location would be developed to provide data that could be used in establishing an operable unit for groundwater.
At that meeting the parties also discussed doing some excavation testing at the Melby Road site where previous investigations had identified magnetometer and soil vapor anomalies to determine if a source of those anomalies can be identified. This memorandum describes procedures to be used for the aquifer pump testing and the proposed excavation investigation at the Melby Road site.
Aquifer Pumping Test Procedures
Two 5-inch diameter wells (MW-14 and 15) were previously installed along the northern property boundary at the Melby Road site. Monitoring wells 5A, B, 6, and 9A, B have also been installed at locations that would provide water level data during the tests.
-1- eaer associates consulting encir-e-e'-
MEMO TO: Michael A. Gifford DATE: June 28, 1991 the purpose of test pumping MW-14 and 15 is to determine aquifer characteristics and the pumping rates required to establish a capture zone that would prevent the off-site migration of vocs in groundwater at the Melby Road site. This data would be used in a Phased Feasibility Study (PFS) to evaluate on-site groundwater remediation alternatives.
The Melby Road site aquifer pumping test would be conducted as follows:
1. Equip MW-14 and 15 with test pumps capable of pumping up to 100 gpm and make arrangements for flow measurements and 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 hour period prior to the start of the test. If more than a quarter inch of rain has fallen in the previous 48 hours, 24 hours ' of static water level measurements will be required.
The test will be initially performed as a stepped test on MW-14 to determine the pump ing rate for the 2 4 -hour constant rate pumping test. The steps will run at rates of 30, 60 and 90 gpm for 3 hour periods. Specific capacities (gallons per foot of drawdown) will be calculated and a rate for the 24-hour test will be determined.
4 . Following recovery of static water levels (minimum 9 hours) MW-14 will be pumped at the rate determined by Item 3 above, for 24 hours. Water level measurements -2- sder associates consulting srgmser
MEMO TO: Michael A. Gifford DATE: June 28, 1991
will be made in the pumping well and observation wells according to standard pumping test procedures.
5. Following the pumping test, recovery measurements will be made in all observation wells and MW-14 for at least 24 hours.
6. MW-14 and 15 will then be pumped simultaneously for up to 6 hours at a rata which should produce drawdown at MW- 5A,B. The test will be concluded after this pumping period.
The data collected from the Melby Road aquifer pumping tests will be used to determine capture zones under various groundwater recovery scenarios and to determine aquifer parameters such as transmissivity, hydraulic conductivity, and storage coefficients. This data could also be used to estimate capture zones and pumping requirements for groundwater remediation at southwest corner of the NPI site. eaer associates consulting engineers 3 :
APPENDIX B BORING LOG - NPI - Bl eder associates, consulting e: gineers p. c. V 7 ** -QR£ST AVENUE ,-CJST /»uiTr. N.r. '1360 W 3QQQ rxcji^ca :R|V£ UAOISCN. *. 33717 ii3 *. HURON STRET:. SUITE 220. ANN ARBOR. MI *aia* :F
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WATER DATE TIME D.T.W. REMARKS TEMP. IOSO /odo ///o -W3/ 7,2.32J 7^.30 2.7- /WO 7/70 J0.05 JO.OO Jo.co /A TO.OO 70.00 y - - /30C ^ _ ! 4 J.r i 73T£-ir associates consulting engineer^ PUMPING TEST FORM JOB f. T-JT^i PROJECT PACE -&O np WELL -> __ SCKEEN LENGTH AQUIFER THICKNESS M.P. ELEV. ______HT. ABOVE C.S. W.L MEAS. W/ I///}-/4 r ______PUMPING WELL S7*U < ' 0 ORIFICE WEATH START 7, _____ DRAWDOWN LOCATION SKETCH '(EST END DATE TIME t/f D.T.W. REMARKS (ff* ISfL 221 1303 'S T338 151 Ib 69.94 /o II /s-/ 49.94 I/.50 12. 111 O.I 93 JO III. ft &Z93 ,3.® MM i4 .01 13/1 tf.So MU #5777 Wfil* «der associates consulting engineers. PUMPING TEST FORM PROJECT JJ8 fa**/ #&k & 2_OF WELL LENGTH M.P. ELEV. HT. ABOVE G.S. W.L UEAS. W/ WEATHER DRAWDOWN RECOVERY LOCATION SKETCH TEST DATE TIME t/t* D.T.W. •SUP. REMARKS 145% 6931 /9 69. 9/ / -39 /&& 2.% 1338 69. 6 /3 ^4- MS . o &M. 30 TL r#L\ for, 7ZT&? eder associates consulting engineer' PUMPING TEST FORM .OF WEll AQUIFER THICKNESS M.P. HT. ABOVE G.S. W.L MEAS. W/ P1tUPfWrr DRAWDOWN LOCATION SKETCH TEST WATER DATE TIME D.T.W. REMARKS TEMP. //o M*8L 10 ISO ttolto !b3o 8.1' 340 I lib r+oo &&.& 300 kft.So 510 6,9.30 6ft, SO •Two 3330 Jfoo OO30 otoo 0/30 13.01 0300 0350 to '13.02. eder associates consulting engineers. PUMPING TEST FORM JOB t PROJECT PACE __OF - WELL SCREEN LENGTH AQUIFER THICKNESS M.P. ELEV. ——' HT. ABOVE C.S. W.L UEAS. W/ v ,-..; ^ c PUURNG WELL ;Aw-ju.— Q ORIFICE' WEATHER START \s ———— RECOVERY _ LOCATION SKETCH TEST END WATER DATE TIME t D.T.W. 3 Q REMARKS f t/r TEMP. i'jl Ii"^ 71.2 > tT-.ttr. ~_ ~ T~. • - '• .\ • ~ ./• ' ;• v j . - - 17. 2^ ~ •} 17.7,1 *? -\ 7Z.7'=> _^. ^ 7t-2-i ^ . ie."-: - ., . —, - - N 71 -~ -0 7? !•; - r - — *-4 — JT - 7?.ti ; 5 - - ~? • •; ' - TJ. " -" **» — i - "-.-1 • ''NV- . -- - 44 ' • ^ - ' —— *" *T7 " "- 0 i •». , "-, .- „•__ -T,: ....-.-- • r . 3 i -* - '* >/-•-.' - A ^ i - •• ^ V V •^."i - 2fl 0 7-> 77. 11 o 41 12. 7fl n <- 7?. ?.*? 0 ,5. o- 7?.:.-a 0 , T 1?. '^ n 7 ~ 1? -•; n —• i 7? -' r> f*~^ 77 -i ,'^ •^ • ->? ""• .0 '. 7- ~ ^> . - •V ' . /^ 30 'Sta-/* <• 6rO -t-0 - -i ,- ^- - ^ - - • r^. — ^- --• * /. - > - -• ."V - - — - . M'' ~~ - i •» - - - ~~ , ' . ' — -*. ^ ader associates consulting PUMPING TEST FORM inn f ^-~ - ^ pan.jrrT '-. f . k . - Pirr _ nc. 'i — . WFU N\V)' i, "T SCREEN LENGTH -C >' o-i 4.DIFI1R THIO( NF^S .% - ^ - M.P. ELEV. ^<7. ABOVE G.S. w r . UEAS. *f/ -V - .. ,^,./ K.J, i ^A\Aj.|/L o 7 -^.^ >• ~~ PUM PING WELL 3 noirir ST>IPT 7//bAt */ OMANOOWM RECOVERY ———— LOCATION SKETCH TEST EN i __"7//6i '^i / L WATER DATE TIME f t/f O.T.W. S Q REMARKS TEMP. "T/IU/T' 7. y-s. "2, -; CP 3 10- .,:• ^ -. .- - .-..., , ' ' •Vb 7?. ?•( n 1 ^l ^ z " ^ ^ ^i/ S : 0? 11. "•-• A |7 77 " - / , ^ ja. "T? " - 7 • - - ^ •s*- -i . •7- i « r T ' '"-• V? ^^ ^;. r . j; ^2 -•=. f i :> - -. 7? -a 1 7 ; /—s : iL l' t t" •^ s J • 77 --' ^ ,. ^?T , /- ;• >-~* . .. •r- •77 '-- , *"' i ~ ^Lo ^ • ^7 "** i ™™ •• - . V 1 ^ - •* • ; 4' s - 43 ———— •— 5^ ———— — \-^ 7 / • o - 7/.. ?P n 1 " — — z~ — ._ > 7" ?:* •-* £ r —— * <*i — — '• J- "72. ?* •/> 1 - —— ^ - . — -- ~> 72 -^ » • • i », — 3*3^- < ——— • — 1 -7-,' 7^ -//,. V ?-*. > ". -I/ £ i , ' .>- '? - - • 1< '*/"-: ' eder associates consulting engineers, PUMPING TEST FORM •Oft f ST iOT ——— ____ . DRAWDOWN RECOVERY ——— LOCATION SKETCH TEST EN •» WATER DATE TIME t f O.T.W. 9 a REMARKS t/r TEMP. -1-n-lf ;/;/^ VL.-7 ^-f-^c VJ.-iAc^ L:^^- nil 71. IT >ft- • -,- J- • >-, '' x • * >t).*l' //5? 7^.i7 ^:J' . ' '; //•4* 7t Zi 1 1 : 5 i 7r ^7 1^:03 77. 27 li:^ It -L- /?•••?» 72.. -L- ; i • H -: VL.tr -J./T.S- I - ,- -??.-:- eaer associates consulting -r^ree-s. : PUMPING TEST FORM JOB f PROJECT ^I SE/*-______PACE ^_3F j£ WELL MVO- I.FMRTH AQUIFER THICKNESS M.P. ELEV. —— HT. ABOVE C.S. W.L. MEAS. W/ PUMPING WELL ^ 'AJ- ! i n ORIRCE START V, 7/n . DRAWDOWN RECOVERY LOCATION SKETCH TEST rwn 2. "^ 7/15 WATER DATE ^*we- t ' t' O.T.W. 3 a REMARKS t/r TEMP. 7T/ ,na , A*^ - 4 Pftn.«rPT N ? I Rl /? 3, p*rtF ^ nr 5" / WELL I^V*-\€ SCREEN LENGTH •t*« A01FE1R THIOCNP5S ^ff* -C' - M.P. ELEV. 4T. ABOVE US, W.L. UEAS. W/ t_ ^ 1 PUUPING WEU N\\A} •K 0 lOO -TV* n»n^ ^•M — uffAiurn CvT\ * f.ln> ^'1 - ST>LPT JL:Sfa i f\i /*'• y DRAWDOWN RECOVERY ___ LOCATION SKET CH TEST ENI 1 WATER DATE Tfoifi t t' t/f D.T.W. 3 REMARKS a TEMP. 1 /17/a 1 Z. 4-0 7^.i»i • O4 r J ' ' —* — '" , r*"*\ ,— ————— 3 - r •? ^. rQ3 f*'* ' t '^1 'A .* It . 3 3o 7r,rs .^3 4 Tl.i^ • 05 4 la 7Z .7^ ,o3 •r iz.io • 0^ *~ ~ *i •^2 Z«! . -V 12'2/- , 72. 31 • Ci • •"" ^ f ' -'-- /•••- L 3o • "•7. . -»^» f'^ 7 72 2.^ . ">1 1 20 ":.^o ,.-4 8 -rt.ir. . 0;* g "j "^.«^ - ">£• r>, ' i-r . ^ 9 --• - • . . .^-i i-» _ . ^-f ro *• -. . . v" , • '. . - •- "/(S.^i ii j :-. 1 1 : Z '• It / 17 j,, 7*.'i4 •!'5$ I*, • • . . > ':J?T -^-- ^.w /3 1* "'z:i^ .Oi _'.',.(.. ^,... 14 • w - * / . v^ -1- ... - ^ . ,•. 14 r-> 7^.3f "•5 /S T2 'I . '^6 (5 ?o -,._ -, , o^ T I'- I.?E Ot !(, 2o -- -.- .Qb fT » 7^.'-' ,3% r -* -:* ,n^ ''i 2.--T ,ok .j *.i — -.1 A'-' a /-\ '** l * ' * '_„ 1 '- •* „ lit 3, -. -- to - -•- ^ , > J ^ , 72. S^ .C'r -T/ia.M ? 1 71 3t .""*•* eaer associates consu.'.;rq e PUMPING TEST FORM JOR f i ' < ' **• . PRaiFPT V Kl. Kl/^l Darr 4- — / flff ?^' /. 1 1 WFM MW- 5 SCREEN LENGTH J^ ^" ^ AnnFER THICJ CNESS o . r- ; T/ ^-^' 0 -, \ r, ( M.P. ELEV. ~~I..,,,._. ., HT. AHQVE G.S. —— ~ ————— W..L UEAS. W/ 3 » r " PiiuPiwr: wFi i ^\AJ-|4-,Q OO -ic ^ nBirs/-c "~ \«CATUCO ^*- WATER DATE TIME V t' t/f O.T.W. 3 a REMARKS TEMP. I 7 /IS,*! £i ^o 71. 3 t , (7^ '4 , • .,,. - - - --.- .„.-!, ' ' Z2. -7?.^ tQ\c 22. ?^ 72.51 .0^ ^(^ ^^:Vi_ M-?a ' 2^ 7Z.3Z. ,O(S 2^ -50 72-Jl. ,0l£ «-^0 t—r >. i7:^C.Pv ; --. z4 ^^ ; V <-,ti— f ..;,...- \2-c^, ;,. -/. 5* «.-* li .31, _ / /«. v" 7t. '*V- . / f T?.*?. _. II.Z-L . • ' 1?_ 3Z. -. TL . n. -iv ^T_ • , ' 77. .4J **.r 71.*,' j- 72.3 / '1 .. T2.30 72. 3o {*> 72 3^ •2.* ' 1^.30 "*. i. 7^.3a ** ^ 72, 3o -i- 72.. ?>O , , 7- 77 10 -!l\&,* -o li . io •der associates consulting engineers, PUMPING_TEST_EQBM oo j -»^~— * pgrurrT - _ —— i.!*T 2r/r-; • PAr.? ^ nc G WFIL ^u.- - 7 AS/* I »" *" 7J.?o - • • • O 72.7.7 O —• •Mwt ZV.oo1 ^-^ , 30 15.11 ^?.so ^l.7^r> duwejl pu.\-V1 Tilt" 7A°>/*I Ik* 75.7ft QO. ^O 24; oo ' ' / 1 1 1t>~ 15. a^ -^4-?.bL5 Q^.no 1 ?7.a*i 3.bi ^O.fV^C O\ ! 00 2 -30 iS.^-s 3. (A, <50. ,OP f "~ "• '- 4- ppfiiFrr ___._W 1 Kl - c o*rr / nr ' |R ' ' -T, ,„ wrti t\A\AJ - f'.'? SCREEN LENGTH I -, 71.8n -a** AmIFER THICKNESS r\^f-rf J?0 ' M.P. ELEV. "" HT. ABOVE G.S. ".. . Wl_ UEAS. V .-j.^W ' ,«7T!L. .... PIJUPIWC WFII ••• ..,,r~ Q —— noinrc ^4,-n.iro 40T y , ST r ORAWOWN *^ RECOVERY ———— LOCATION SKETCH TEST EN r» WATER DATE TIME t t' D.T.W. Q REMARKS «/f • TEMP. V A 7/n/ — / , - ,. ,. /-!' ••••- -7^.7«- ]?£.-,.-. .-., A* - •-'* 7S 7» •" .' J ,r . ' 7>^.^^ E., , ,' P.:-.. .. ~~* a Wj--- - : 23:jo la .15 ^fe/\ 7-J-OO ^X 7/I3/JI /.'oo/U I 78,75 ' "2 ; OO'1 •A — /*• "*- L:^U.-M 7/io Ai v•v5"^ *' r»'.-T7 £h.-< .-) ^- I,/ .;..«. ^r - * * " ' ' APPENDIX C Specifications for Remedial Design, Interim Action, On-site Groundvater NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN SPECIFICATION FOR REMEDIAL DESIGN INTERIM ACTION ON^SITE GROUNDWATER PROJECT #497-14 JUNE 1992 EDER ASSOCIATES CONSULTING ENGINEERS, P.C. Locust Valley, New York Madison, Wisconsin Ann Arbor, Michigan Augusta, Georgia LLV2031 062692 eder associates consulting engineers, p.c TABLE OF CONTENTS Page DIVISION I SECTION 1A - DESIGNATION OF RESPONSIBILITIES 1-16 DIVISION II SECTION 2A - EXCAVATION AND SITE GRADING 1-16 1. Descriptions 1 2. Definitions 1 3. Removals 2 4. Clearing 2 5. General Requirements - Excavation 2 6. Unstable Material 3 7. Excavation for Structures 4 8. Trenching for Underground Lines 4 9. Bedding 5 10. Backfilling 6 11. Projection Condition 7 12. Site Grading 8 13. Roadways 8 14. Compaction 8 15. Pipe Embedment 11 16. Settlement 12 17. Property Protection 12 18. Restoration of Surfaces 12 DIVISION III SECTION 3A - CONCRETE WORK 1-17 1. Description 1 2. General 2 3. Materials 2 4. Reinforcing Steel 4 5. Woven Wire Fabric 5 6. Storage of Reinforcing Steel 5 7. Formwork 5 8. Concrete Design 7 9. Inspection and Tests 8 10. Mixing 9 11. Built-in Items 10 eder associates consulting engineers, p.c. TABLE OF CONTENTS - continued - Page 12. Preparation for Placement of Concrete 10 13. Placement of Concrete 10 14. Protection and Curing 12 15. Defective Concrete 12 16. Cold Weather Placement 13 17. Hot Weather Placement 13 18. Finish for Structures 13 19. Patching 14 20. Filling Holes 14 21. Slabs on Grade 15 22. Pumping of Concrete 15 23. Curing, Hardening and Dust-Proofing 15 24. Dovetail Anchor Slots 15 25. Protection Paper 15 26. Waterstops 15 DIVISION V SECTION 5B - STRUCTURAL STEEL 1-6 1. Description 1 2. Work Covered Under Other Sections 1 3. General 1 4. Materials 1 5. Shop Drawings 2 6. Fabrication 2 7. Welding 3 8. High Strength Bolts 4 9. Erection 4 10. Field Measurements 5 11. Damage to Material 5 12. Painting 5 13. Shop Coating 5 SECTION 5C - ANCHOR BOLTS AND EXPANSION ANCHORS 1-2 1. Scope 1 2. General 1 3. Materials 1 4. Anchor Bolts 2 5. Expansion Anchors 2 eder associates consulting engineers, p.c. TABLE OF CONTENTS - continued - Page DIVISION VI SECTION 6A - CARPENTRY WORK ' 1-3 1. Scope 1 2. Work Not Included in This Section 1 3. Temporary Provisions 1 4. Lumber 1 5. Preservation Treatment 2 6. Framing 3 7. Blocking and Nailers 3 8. Workmanship 3 DIVISION XI SECTION 11A - MODIFICATIONS TO EXISTING FACILITIES 1-2 1. Description 1 2. General 1 3. Removal of Existing Pipe 2 4. Structural Alterations 2 5. Interference with Owner Operations 2 DIVISION XV SECTION ISA - MECHANICAL 1-9 1. General 1 2. Intent 1 3. General Electrical & Mechanical Requirements 1 SECTION 15B-1 - SUBMERSIBLE PUMP 1-2 1. General 1 2. Construction 1 3. Accessories 2 eder associates consulting engineers, p.c. TABLE OF CONTENTS - continued - SECTION 15C - FLOWMETER 1-2 1. General 1 2. Design Requirements 1 3. Performance Specifications 2 4. Power Requirements 2 5. Maintenance Requirement 2 SECTION 15D - WELL SPECIFICATIONS 1-4 1. General 1 2. Personnel and Equipment 1 3. Permits and Compliance with the Law • l 4. Mobilization/De-Mobilization 1 5. Drilling Method 2 6. Well Casings 2 7. Well Screens - 2 8. Sand Pack 2 9. Grout Seal 3 10. Installation of Casings and Screens 3 11. Well Development 3 12. Well Test 3 13. Recordkeeping 3 14. Abandonment of Unsuitable Boreholes and Wells 4 SECTION 15E - PIPING 1-9 1. Description 1 2. Shop Drawings 1 3. Material 3 4. Installation 6 5. Testing of Piping Systems 7 6. Laying Pipe 8 7. Connection to Existing Structures 8 8. Insulation 9 9. Heat Tracing 9 10. Knife Gate Valves 9 eder associates consulting engineers, p.c. TABLE OF CONTENTS '. - continued - Paae SECTION 15A - ELECTRICAL WORK 1-21 1. Scope 1 2. Intent 2 3. Examination of Work 2 4. Current Characteristics 4 5. Abbreviations and Symbols Used on Drawings and Specifications 5 6. Nameplates and Cable Tags 7 7. Equipment Supports 7 8. Maintenance of Equipment 7 9. Mounting Heights 8 10. Painting 8 11. Balancing Loads 8 12. Grounding 8 13. Conduit and Fittings 9 14. Conduit Layouts 11 15. Conduit Fittings 12 16. Conductor Installation 12 17. Cable and Wire 12 18. Wiring Devices 15 19. Control Panels 16 20. Safety Disconnect Switches 16 21. Miscellaneous Electrical Items 16 22. Testing 17 23. Instrumentation 19 eder associates consulting engineers, p.c. DIVISION I SECTION 1A DESIGNATION OF RESPONSIBILITIES The following identifies the various key personnel that would be involved in the project implementation. 1. Owner - National Presto Industries, Inc. 3925 N. Hastings Way Eau Claire, Wisconsin 54703 2. Project Engineer/Geologists - Eder Associates 480 Forest Avenue Locust Valley, NY 11560 3. Resident Project Representative - Employee designated by National Presto Industries, Inc. 4. Contractor - Pending Designation of Responsibilities Section 1A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. DIVISION II SECTION 2A EXCAVATION AND SITE GRADING 1. DESCRIPTIONS This section covers the requirements for performing the following operations, as shown on the Drawings, as evidently required to complete the Work, and as specified herein. a. Excavation, filling, stockpiling, disposal of waste material, trenching and backfilling for cascade aeration structures 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 and similar material which shall be free from organic material and debris and which may contain some stones, pebbles, lumps and rock fragments up to six inches in largest dimension. b. Select Earth "Select earth" shall mean sand, gravel and similar material which shall be free from clay, loam, organic material and debris and shall contain only small amounts of stones, pebbles or lumps over one inch in greatest dimension, but none over two inches in greatest dimension. c. Unstable Material "Unstable material" shall mean debris, topsoil, peat and materials containing peat, and all wet, soft or loose material which does not remain in position when cut for excavation or which does not provide sufficient bearing 1 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. capacity to satisfactorily support pipes or other work placed thereon. d. Unsuitable Material "Unsuitable material" shall mean excavated material which does not meet Specification requirements for backfill purposes and includes "unstable material". ®- Select Fill "Select fill" shall consist of "select earth" as defined above, or imported sand or other granular material, as approved by the Engineer. 3. REMOVALS a. Existing Pipelines and Structures Existing underground pipelines and structures shall be removed within the limits indicated on the drawings and as required to accommodate new construction. Open ends of pipe indicated to be abandoned shall be sealed with approved plugs. Existing utilities, process piping and structures shall not be removed from service until new utilities, process piping and structures have been installed and accepted. b. Backfilling All excavations resulting from the removal of pipes shall be backfilled and compacted in accordance with the requirements specified hereinafter. 4- CLEARING Before removal of topsoil and start of excavation and grading operations, the areas within the grading limits shall be cleared of all vegetation, rubbish and other objectionable matter. Removed material shall be disposed of on the site or away from the site by the Contractor at his expense as directed by the RPR. Burning of material at the site will not be permitted. Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 5. GENERAL REQUIREMENTS - EXCAVATION a. (1) Classification Excavation shall comprise and include the satisfactory removal and disposition of all materials which are encountered within the retired widths and depths of the excavations regardless of the nature of the materials, the condition of the materials at the time they are excavated or the manner in which they are excavated. Excavation will not be classified. (2) Inspection All foundation areas shall be observed by a Soils Engineer prior to fill or footing placement. b . Disposal of Excavation Materials (1) Excavated materials meeting' Specification requirements shall be used as a backfill and shall be stored in an orderly manner at a sufficient distance from the banks of excavations to avoid overloading and to prevent slides or cave-ins. Excess excavated material shall be promptly disposed of by the Contractor at his responsibility and cost, as directed by the Resident Project Representative (RPR) . (2) Stored or piled material shall not obstruct roads, driveways or sidewalks, or interfere with drainage along gutters, ditches or drainage channels or adversely affect the operations normally carried on by the Owner. e* Cleanup All trash and debris resulting from the excavation and filling work shall be removed from the site. All excavated and filled areas shall be raked down. 6. Vy-?TABLE MATERIAL "Unstable material" in trench bottoms and excavations which is incapable of supporting structures shall be removed. The "unstable material" shall be removed to the extent and depths as required and as directed by the Engineer, and the 3 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. excavation refilled and compacted as required to the proper grade with approved "select fill11 or, if so ordered by the Engineer, concrete cradles, encasement or pile foundations shall be provided. For structure foundations, any excavation below the foundation subgrade shall be backfilled with concrete of the same class as foundation concrete of the structure or as otherwise directed by the Engineer. Whenever the material encountered is in the Contractor's opinion incapable of providing adequate support, he shall immediately notify the Engineer and in each such instance, the Engineer will determine if the soil is suitable for support. All such notifications shall be verified in writing by the Contractor. Where material is authorized and replacement with approved selected fill or concrete is ordered or if concrete cradles, encasement or pile foundations are ordered, a mutually acceptable adjustment in the Contract Price will be made to compensate therefore. 7. EXCAVATION FOR STRUCTURES a. General Excavation shall be carried to the elevations indicated on the Drawings and shall extend in sufficient distance from pile caps, foundation walls and footings to provide adequate clearances for construction operations, including sheeting and bracing, if required, and for inspection purposes. Approximately the last 4 inches of foundation subgrade in earth shall be trimmed by hand to finished subgrade elevations just before concrete is placed or structure installed. &. Overexcavation Excavation below indicated elevations, which is not authorized in writing by the Engineer, shall be backfilled to proper line and grade with concrete of the same class as the foundation concrete of the structure at no additional cost to the Owner. c. Subarades Subgrades shall be approved by the Engineer before concrete is placed or structure installed. Subgrades shall be adequately protected against freezing by means of insulated blankets, hay or other approved methods. Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 3. TRENCHING. FOR UNDERGROUND LINES a. Length of Oen The length of trench to be opened at one time shall be kept within reasonable limits and unless otherwise permitted or directed by the RPR. b. Widths of Trenches (1) Trenches shall be excavated so that pipes can be laid straight at uniform grade without dips or humps between the terminal elevations as shown on the drawings. (2) Trench bottoms for direct burial cable shall be over-excavated by three (3) inches. (3) Trench bottoms for conduit shall be trimmed by hand to line and grade to provide continuous support on undisturbed soil. d. Tunneling No tunneling will be permitted, except by written approval of the Engineer. BEDDING a. First Class Bedding Except as otherwise specified or directed, all pipe shall be installed in First Class (Class B) Bedding, as detailed on the Drawings or as shown in this specification. Bedding material shall be approved excavated or imported "select fill". Bedding shall only be installed on approved subgrades and shall be thoroughly compacted in layers not over four (4) inches thick. It shall be installed to the dimensions shown and carefully shaped to fit the lower part of the pipe with full bearing provided for a minimum of the lower one hundred twenty (120) degrees of the perimeter of the Pipe. 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 5 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. compacted in the bottom of trenches for direct burial cables and plastic pipe. Bedding material shall consist of soft earth, sand, or other fine fill all passing the 1/4 inch sieve. It shall be shaped to fit the lower part of the cables, conduits or plastic lines with full bearing provided for a minimum of the lower one hundred twenty (120) degrees of the perimeter of the pipe. 10. BACKFILLING a. General Unless otherwise directed, excavations and trenches shall be backfilled as soon as possible after structures are built, pipes are laid, and the Work is inspected, tested as required, and accepted, and when permission to backfill has been given by the Engineer. Immediately prior to backfilling, all rubbish, debris, forms and similar materials shall be removed from the excavations. Backfilling shall not be done in freezing weather, nor with frozen materials, nor when materials already placed are frozen. b- Backfill Material Unless otherwise specified, backfill shall consist of "select earth". Where excavation does not provide sufficient "select earth" material, the Contractor shall import approved additional material from off-site at no additional cost to the Owner. c. Backfill at Structures Backfill shall not be placed against structures until the approval of the Engineer has been obtained and unti 1 concrete has been in place for at least seven (7) days. Mortar joints and exterior plaster coating of masonry structures shall be thoroughly set, and shall have been in place at least three (3) days and dampproofed and waterproofed surfaces properly cured. Backfill shall be deposited in horizontal layers, not over six (6) inches in compacted thickness, uniformly spread and compacted to the specified density. Special precautions shall be taken to prevent wedging action against the walls of structures. A Soils Engineer shall be present prior to and during backfill placement. Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. d. Backfilling of Pipe Trenches (1) Material The full depth of backfill over pipe embedment shall 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 and carefully compacted. Backfill shall be brought up evenly or. both sides of the pipe, and care shall be taken to insure compaction under the haunches of the pipe. The remainder of the backfill in unpaved areas may be placed and compacted in twelve (12) inch layers by mechanical equipment. Puddling or waterflooding for consolidating the backfill will not be allowed. e. TOD of Backfill Backfill shall be brought up to adjacent finished grade minus the depth of any required topsoil or gravel. Any excavations improperly backfilled, or where settlement occurs, shall be reopened to the depth required for proper compaction and shall then be refilled and compacted with the surface restored to required grade and degree of compaction at no additional cost to the Owner. The finished surfaces over trenches shall be left slightly mounded. f. Compaction Each layer of backfill material shall be compacted to the density specified under paragraph 14, COMPACTION, herein. 11. PROJECTION CONDITION In trenches where it is necessary for pipes to be laid in fill, 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 compacted in accordance with the requirements of paragraph 10, BACKFILLING, herein. The fill shall be carried up to an elevation at least two (2) feet above the elevation of the top 7 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. of the pipe to be laid, and the pipe trench shall then be re-excavated and shaped to provide firm support for the bottom quadrant of the pipe at the required elevation. The re-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 uniformly graded to the lines, grades and elevations shown on the Drawings. Finished surfaces shall be reasonably smooth, compacted and free from irregular surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily obtainable from either blade grader or scraper operations. b« Subarade and flrofr?nkment Protection During construction, excavations shall be kept shaped and drained. Ditches and drains along the subgrade shall be maintained in such manner as to drain effectively at all times. Where ruts or erosion" occur in the subgrade, the subgrade shall be brought to grade, reshaped if required, and recompacted prior to the placing of the overlying embankments or concrete. The storage or stockpiling of materials on the subgrade will not be permitted. The overlying concrete shall not be laid until the subgrade has been checked and approved by the RPR, and in no case shall 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 the percentage of the maximum density obtainable of optimum moisture content, as determined and controlled in accordance with ASTM Standard D1557. Field density tests shall be made in accordance with ASTM Standards D1556 or D2922. Each layer of backfill shall be moistened or 8 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. dried as required, and shall". be compacted to the following densities, unless otherwise specified in the project 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 be subject tj the prior approval of the Engineer. The Contractor shall compact the soil to the specified density in the various areas on the site. All compaction work shall meet the requirements of the tests specified. In compacting by rolling or operating heavy equipment, displacement of, or injury to, the structures shall be avoided. Movement of construction machinery over underground lines at any stage of construction shall be at the Contractor's risk. Any pipe or structure damaged thereby shall be replaced or repaired, as directed by the Engineer or RPR and at the expense of the Contractor. c. Testing (1) Field Density Testa The cost of field density tests shall be paid for by the Contractor. The laboratory to perform this work shall be selected by the RPR. Locations for field density tests shall also be as directed by the RPR. (2) Failure to Reach the Required Density Failure of the compacted fill to reach the required density as evidenced by these tests is cause for rejection by the Owner's RPR of the Work in the affected area(s). Unless the Contractor can rework and compact the fill to the required density, he shall remove the fill in the areas affected. Subsequently, the Contractor shall replace the removed fill with material which he can compact to the required density. Field density tests and 9 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. rejection of the compacted fill shall be repeated until test results are accepted by the Owner's RPR. (3) The Contractor shall allow a reasonable time for the performance of all tests necessary for approval of fill materials prior to placement and field tests to control the moisture content and compaction of the fill. (4) Laboratory Maximum Density Testa Laboratory maximum density tests shall be made as required by the RPR for each material proposed for use in constructing subgrades and backfilling for structures. The cost of laboratory tests shall be borne by the Contractor (S«e Subsection 14- Compaction for test methods. 10 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 6/26/92 eder associates consulting engineers, p.c PIPE EMBEDMENT NOTES: Compacted Embedment Shall be finely divided j ob excavated materia1, free from debris, organic material and stones, placed in uniform layers not more than 8" thick, and compacted to 95 percent maximum density; inundated sand; or graded gravel. Granular '.'. . •. --.r .-•••'• . " ' '•. .• • • embedment may be substituted for all or part of compacted embedment. Compacted Granular Class B First Class Bedding Legend Shall be crushed rock or pea gravel with not less D Outside Pipe Diameter than 95 percent passing 1/2" (95 percent passing y///// Compacted Embedment 3/4" for 30" and larger pipe) and not less than 95 Compacted Granular percent retained on a No. Embedment 4; to be placed in not more than 6" layers and compacted by slicing with a shovel or vibrating. Class B Bedding Class B bedding shall be used for all steel, ductile iron, vitrified clay, PVC and poly- ethylene pipelines and for corrugated metal pipe culverts. 11 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 16. SETTLEMENT The Contractor shall be responsible for all settlement of backfill and fills which may occur within one year after final completion of the Contract. The Contractor shall take all precautions required to prevent differential settlement between all of the structures. 17. PROPERTY PROTECTION a. Buildings, poles, roadways, sewers and all other property shall be protected unless their removal is authorized. Any property damaged or removed without authorization shall be satisfactorily restored by the Contractor at his expense. b. The Contractor shall preserve intact any underground pipes or other utilities encountered during construction unless the Drawings specify otherwise. If any such utility or other structures are accidentally broken or damaged, they shall be immediately repaired or replaced at the Contractor's expense to a condition at least equal to that in which they were found. c. The Contractor is directed to-exercise the utmost care to protect all underground existing electrical, steam, gas, water and sewer utilities in the project area and, whenever necessary, to notify the Owner's RPR for pipe identification. Such utilities shall be protected whether shown on the Drawings or not. Whenever utilities are encountered and may be in any way interfered with by the Contractor * s operation or layouts, the Contractor shall notify the Owner's RPR for relocation before Work is performed. d. The Contractor shall not interrupt existing utilities serving facilities occupied and used by the Owner or others, except when permitted in writing by the Owner's RPR, and then only after temporary utility services have been provided. 18. RESTORATION OF SURFACES a- General This section covers the restoration of existing surfaces and related items which are damaged or disturbed as a result of the Contractor's operations in performing the 12 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. Work. The Work includes, but is not necessarily limited to, the restoration of all grades, pavements, road surfaces, driveways, parking areas, walks, curbs, manholes, walls and foundations. b. Contractor's Responsibility (1) Except as otherwise shown, surfaces shall be restored so as to be equal to or better than the original condition which existed at the time they were damaged or disturbed. The Contractor's obligations will not be considered as fulfilled until all restoration work has been approved by the RPR and by public authorities having jurisdiction. (2) It shall be the Contractor's responsibility to ascertain all requirements for work on public streets, to procure all necessary permits and inspections, and to pay all necessary fees, deposits, etc., wh.ich may be required by the authorities. (3) Existing pavements to be restored shall be replaced with new pavement equivalent or superior to the existing in quality, thickness, bearing capacity and surface finish. Immediately prior to placing any pavement course over the subgrade, the subgrade shall bo thoroughly tolled with a 10-ton roller to achieve a 90% compaction density in accordance with SECTION 14-COMPACTION, or its equivalent, and must be approved and accepted by the Engineer. Before replacing flexible pavement, undisturbed pavement surface and binder course shall be cut back with straight and vertical edges at least 12 inches (12**) beyond the walls of the backfill to form an undisturbed ledge of base course under the new pavement surfacing. (4) Pavement materials and methods of construction shall be in accordance with the applicable requirements of the State's Highway Department's Standard Specifications for Roads, Bridges and Incidental Construction in which the Work is being performed. (5) Finished surfaces shall be thoroughly rolled and shall match existing adjacent surfaces as nearly as practicable. If approved, surface may be left 13 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. slightly mounded to allow for possible future settlement. (6) Top soil from the stockpile shall be spread in a uniform depth over all areas which have been disturbed and other areas from which top soil has been removed. Following spreading of top soil, the areas shall be brought to final grade, harrowed and disked to break down the clods and lumps so as no provide a suitable bed for fertilizing and seeding. Commercial fertilizer, minimum analysis 5-10-5, shall be applied and worked into the top two inches of the soil at the rate of 1000 pounds per acre. Grass seed shall be sown at the rate of 150 pounds per acre. The seed shall be fresh latest crop, mixed in the following proportions be weight, and meeting the following standards of pure live seed content . The tolerance for P . L. S . (purity X germination) shall be those as tabulated on Page 5 of the US Department of Agriculture, Bulletin No. 480. Grass P.L.S. Weed Seed 50 percent Creeping Red Fescue (Illahee Strain) 90 percent 0.50 percent 30 percent Kentucky Blue Grass 85 percent 0.50 percent 10 percent Redtop (Fancy Recleaned) 85 percent 1.00 percent 10 percent English Perennial Rye 85 percent 0.50 percent 14 Excavation and Site Grading Section 2A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c DIVISION III SECTION 3A CONCRETE WORK 1. DESCRIPTION a. This section covers the requirements for concrete and ali related and incidental work, as shown on the drawings and as specified herein. b. The specifications shall be supplemented by the State Building Construction Code and any other building codes which may apply. Except as modified by the code and the requirements specified herein, the following codes and recommendations 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, and Placing Concrete (ACI-614). (5) Recommended Practice for Concrete Formwork (ACI-347). (6) Recommended Practice for Selecting Proportions of Concrete (ACI-211.1). c. Any material or operation specified by reference to the published specifications of a manufacturer, the American Society for Testing and Materials (ASTM), the American Concrete Institute (ACI), the Portland Cement Association, the Concrete Reinforcing Steel Institute, shall comply with the requirements of the current specification or standard listed. In case of conflicts between the referenced specifications or standards, the one having the more stringent requirements shall govern. Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 2. GENERAL The general requirements for cast-in-place concrete are applicable to all concrete work of the contract unless superseded by more restrictive requirements specified elsewhere in the specifications or on the drawings, or required by applicable codes. The special requirements are applicable to the contract, including concrete strengths, reinforcement grades, finishes, treatments, accessories and similar items. 3. MATERIALS a. General All materials shall be carefully selected, of uniform quality, meeting the requirements of the specification and sub j ect to the approval of the Owner' s Representative. Cement aggregates shall be stored at the site or at the mixer in a manner that will prevent deterioration or the intrusion of foreign matter. Any materials which have deteriorated or been damaged shall not be used and shall be removed at once from the site. All concrete for the job shall be ready or transmit mixed, except that small amounts for miscellaneous work may be job mixed, with the permission of the Owners1 Representative. b- Cement Except where otherwise specified or noted, cement shall be Portland cement of approved brand, and shall conform to ASTH Standard C150, Type I. c. Aggregates Aggregates shall conform to ASTM Standard C33 uniform gradation. All aggregates shall be approved by the RPR prior to use in the Work. (1) Fine Aggregate Fine aggregate shall conform to the following requirements: (a) It shall be capable of developing 100 percent of the compressive strength of Ottawa Sand when tested in accordance with ASTM Standard C87. 2 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (b) Not more than 3 percent shall pass the No. 200 sieve. (c) The gradation of the sand shall be constant and the fineness modulus shall not vary mora than 0.2 within the range between 2.3 and 3.1. (2) Coarse Aggregate Coarse aggregate shall consist of hard crystalline stone or gravel free from clay, silt, shale, or decomposed or thin laminated pieces. The pieces shall be clear and uncoated. The aggregate shall have a uniform gradation. For thin concrete sections 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 inch sieve, provided the space between the reinforcing bars therein is 1-1/3 inches greater than the maximum aggregate, and 100 percent shall be retained 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 be potable. If there is any question as to its suitability, it shall be tested in accordance with AASHO Standard Method of Test T-26. e. (1) Dewey and Almy Chemical Company "Darex AEA" air entraining agent or approved equal for use with Type I cement, conforming to ASTM C-260 and ACI-318. (2) W.R. Grace "WRDA with Hycol" water reducing admixture or approved equal for use with Type I cement, conforming to ASTM C-494. (3) The admixtures shall be added as a part of the computed mixing water requirements and be used strictly in accordance with the manufacturer ' s directions and these specifications. Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 4. REINFORCING STEEL a. The term "reinforcing steel" shall include all bars, hooks, stirrups, dowels, ties, tie-wire, chairs, and spacers noted on the drawings and/or specified harein, and as evidently required. b. Reinforcing bars shall be new, free from loose rust, and shall conform to ASTM Standard A615 Grade 60 and ACI-313, unless otherwise indicated. c. Reinforcing steel shall be accurately fabricated to the details and dimensions shown on the drawings. Bars shall be 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 or straightened in a manner which will injure the material. Stirrups and ties shall be bent around a pin of diameter equal to at least twice the bar thickness, but in all cases the diameter of the bend shall be at least large enough to accommodate the supporting bar. For other bars, the pin shall be of a diameter at least six times the bar thickness except that for bars larger than one inch, the pin shall not be less than eight times the minimum thickness of the bar. All bending of bars and stirrups shall be in accordance with the requirements set forth in "The Manual of Standard Practice of the Concrete Reinforcing Steel Institute.1* e. All splices in the reinforcement shall be as shown on the drawings. The lapped ends of the bars shall be either separated sufficiently to allow the embedment of the entire surface of each bar in concrete or connected as a single continuous bar to develop the full strength of the bar. Splicing shall not be made at the points of maximum stress, and joints shall be staggered, with no adjacent bars spliced at the same points. f. Reinforcement shall be accurately positioned and secured in place against displacement or distortion. g. All reinforcing within the limits of a day's concrete pouring shall be in place, firmly supported and wired together, before concrete placement starts. Reinforcing shall have proper cover as indicated on the drawings and where not indicated shall conform to ACI requirements. No steel shall be set after concrete is placed. Any bars Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. bent or displaced shall be straightened or replaced prior to placing of concrete. WOVEN WIRE FABRIC Woven wire fabric shall be welded wire fabric conforming to ASTM A-1S5. STORAGE OF REINFORCING STEEL Reinforcing steel shall be stored off the ground under cover and protected from rusting, oil, grease and distortion, FORMWORK a. General (1) All forming materials and methods shall be subject to the Engineer's review, but the Contractor shall be responsible for their adequacy and accuracy. Formwork shall be strong and rigid, accurately formed to the lines, shape, form, grade and dimensions given on the drawings, and shall be designed to permit removal without damaging the concrete, and shall be substantial and sufficiently tight to prevent leakage of mortar or liquid. (2) Forms shall be braced, tied together and supported to maintain position and shape, and be of adequate strength to support, without deflection or distortion, the pressure and weight of the concrete, together with the movement of men and equipment, and shall not endanger workmen, passersby or property. The design, construction and use of forms and form supports shall conform to the up-to-date ACI-347, recommended practice for concrete forrowork, and to all codes and regulations applicable at the Work site. All parts of removed forms reserved for re-use shall be inspected, cleaned and repaired. Any part or panel which has been dented, deformed, or otherwise rendered unsafe or unfit for re-use, shall be discarded or removed from the Work site. b. Construction (1) Forms shall be constructed of plywood conforming to DEPA interior and exterior plyform as required. Support spacings for the various thickness shall be 5 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. .in accordance with DEPA' recommendations with deflection, flexural strength and shear strength being limited to 1/270 of the span, 200 psi and 94 psi, respectively. Alternate forms may be used upon submittal to and approval by the Engineer. (2) Forms for all concrete to be exposed upon completion of the Work shall be constructed to produce finished surfaces free from fins, ridges or other noticeable defects. Where forms for continuous surfaces are placed in successive units, care shall be taken to fit the forms over the hardened concrete surface to obtain accurate alignment of the surface, prevent leakage of mortar and to prevent formation of fins or ridges at the joint. c. Openings The Contractor shall form for and leave all openings in the concrete work where required for the installation of his own work and/or for the work of others. He shall carefully examine all drawings for the need of such openings and in failing to provide openings as shown on the drawings, he shall cut them at his own expense. Except as otherwise noted or specified, all such openings shall be filled with concrete after the work to be installed therein has been completed. Cleaning Temporary openings shall be provided, where required, to facilitate cleaning and inspection, prior to placing concrete. This is particularly required at the bottom of wall forms. Shavings, clips and all refuse shall be removed and the forms shall be broom cleaned before any concrete is placed. e. Forms Forms shall be properly coated with an approved oil or shall be thoroughly soaked with clean water before concrete is placed. Oil shall be applied before reinforcing is placed and all surplus oil shall be removed. In cold weather when, in the opinion of the RPR, freezing temperatures are probable, oiling shall be mandatory and the use of water will not be permitted. Form ties and spreaders may not be closer than one inch from the surface of any concrete. Forms must be used for 6 Concrete Work Section 3A DATE: 1/17/92 REVISED; 4/7/92 eder associates consulting engineers, p.c. the sides of all footings. Concrete shall be deposited only on original, undisturbed soil for all footing work. f. Form Removal Forms shall be removed in such a manner as to insure the comp 1 ate sa fety o f the structure. in no case sha 11 supporting forms or shoring be removed until the members have acquired sufficient strength to support safely their weight and the loads thereon. The removal of forms shall be performed with care to prevent spalling, marring or any injury whatsoever to the concrete, and any damage to the concrete by premature or careless removal of forms shall be repaired by and at the expense of the Contractor. Prying against concrete will not be permitted. The concrete shall ring like stone when struck with a carpenter's hammer. 8. CONCRETE DESIGN a. Concrete shall be proportioned and mixed for a 28-day compressive strength of 3,000 psi when tested in accordance with ASTM Standard C31 and C39. b. Design of the mix shall be in accordance with ACI-211.1 and shall conform to the specified mixing requirements when used in the following areas: (1) All Areas Including Footings. Walls and Slabs In no case shall the Portland cement factor be less than 5.8 bags per cubic yard of concrete. The maximum water-cement ratio shall be 5.6 gallons per bag. . The amount of water required shall be sufficient to produce concrete with a slump of 3 to 4 inches. c. A design mix containing a water reducing admixture may be substituted for that which is specified. The admixture is to be used strictly in accordance with the manufacturer's directions and the resulting design mix, with certified cylinder test from trial mixes or previous work, is to be submitted to the Engineer for approval before use in the Work. d. Certified mix proportions and test data for the specified strength and mix requirements shall be submitted to the Engineer for approval prior to use in the Work. 7 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c 9. INSPECTION AND TESTS All concrete will be subject to inspection and tests at the plant and in the field. The Contractor shall furnish all necessary cooperation and assistance. a. Compression (1) Make one (1) set of four (4) test cylinders, ASTM C-31 per each day's pour and per each 75 cubic yards poured, but no less than one (1) set of four (4) cylinders per 2500 square feet of slab or wall surface area poured. (2) Test one (1) cylinder at 7 days, and two (2) cylinders at 28 days, per ASTM C-39. The remaining cylinder shall serve as a spare. ( 3 ) The RPR shall pay all laboratory costs in connection with testing cylinders. (4) Testing laboratory is to be selected by the RPR. (5) Clearly identify area of job into which sampled concrete was used. (6) Seven day tests to show at least 67 percent of design strength for Type I. (7) Laboratory to send test results directly to the Engineer and Owner in triplicate. b. Make one (1) test from each truck load delivered to the site. Use ASTM C143 procedure. The concrete shall have a slump of 3 to 4 inches. Maintain records of results at site. Clearly identify area of job into which tested concrete was used. c. Failure to Meet Requirements If test cylinders fail to meet 28 day strength specified herein, or if honeycombed concrete is present, check tests for strength may be made of cores taken from the structure, in accordance with ASTM C42 and ASTM C39, at the expense of the Contractor. The Contractor shall repair or replace, as directed by the Owner, those Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. portions of the structure which fail to develop the required strength and/or meet the testing requirements. 10. MIXING a. Concrete Sources All concrete shall be procured from an aporoved commercial batching plant. Ready-mix concrete " shall conform to the applicable requirements of ASTM Standard C94, and the plant shall conform to the "Concrete Plant Standards" of the Concrete Plant Manufacturer's Association, and shall be of the automatic proportioning type. b. Transportation Dry concrete batches shall be transported from the plant to the site in approved truck mixers. Truck mixers shall be properly maintained .and operated.. Mixers shall conform to the requirements of the Truck Mixer and Agitating Standards of the Truck Mixer Manufacturer's Bureau. Mixing equipment must be clean and free from hardened concrete and foreign matter, c. Mixing (1) Mixing water shall be added only at the site and in quantity as per the approved design mix. Truck mixers shall not mix or agitate concrete batches of greater volume than maximum capacities on the manufacturer's rating plate, and shall mix or agitate at drum speeds within rating plate tolerances. Mixing shall continue until a uniform concrete is produced with a minimum of 100 revolutions to the drum. If uniformly mixed concrete cannot be produced by mixing as specified in 15 minutes or less, the concrete shall be rejected. Mix all ingredients per ACI-614. (2) Concrete pours of less than 5 cubic yards in minor structures may be machine mixed at the site. (3) All concrete shall contain 5 percent, plus or minus one percent entrained air. Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 11. BUILT-IN ITEMS a. General The Contractor shall make all necessary provisions for the forming and setting of all items required to be built into concrete work. Location of items shall be such as not to impair the strength or stability of any structural member, and all locations shall be subject to the approval of the Engineer. Items to be built-in shall be standard approved typas suitable for their intended purpose. 12. PREPARATION FOR PLACEMENT OF CONCRETE a. General Water shall be removed from excavations, and any flow of water shall be diverted in a manner to avoid washing over freshly deposited concrete. Hardened concrete, construction debris, ice and snow shall be removed from inside forms. Reinforcement and formwork shall be secured in position, inspected and approved. All built-in work shall have been inspected and approved. Hardened concrete shall be removed from conveying equipment, and all necessary runways shall be prepared for wheeled equipment. Wheeled equipment shall not run upon, 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 or running water. All foundations shall be inspected and approved by the Owner and engineer prior to concrete placement. During cold weather, the Contractor shall provide an equivalent of 4 1/2 feet of earth insulation or approved equal over and adjacent to all footings to keep soil from freezing beneath footing bottoms. 13. PLACEMENT OF CONCRETE a. Weather Conditions (1) No concrete shall be placed when, in the opinion of the RPR and the engineer, weather conditions are not suitable for the proper placing, finishing or curing of the concrete. Unless otherwise approved 10 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. . by the RPR and engineer, concrete shall be placed only in dry weather and, in the event of sudden rainstorms, freshly placed concrete shall be adequately protected. (2) In sudden freezes, concrete which has not attained final set shall be protected in an approved manner from damage by freezing. All necessary protective materials shall be on hand, ready for use when concrete is being placed. The use of salts or chemicals to melt ice or snow in the forms or on the ground will not be permitted. b. Consistency and Quality of Concrete Concrete shall be mixed, transported and placed so as to maintain proper consistency, avoid segregation, and insure placement in final position before initial set takes place. Under no circumstances will retempering of concrete be permitted. The rate of placement shall be such that the concrete is at all times plastic and flows readily into spaces between the reinforcing bars and can be worked into corners, around inserts, and prevent formation of voids. Concrete temperature shall be between 55* and 85'F unless approved by the engineer. c. Conveying and Placing Concrete Concrete shall be conveyed from mixer or truck to the forms as rapidly as practicable by approved methods which will not cause segregation or loss of ingredients. Free fall from mixer or truck to conveyance shall not exceed 3 feet. When placing concrete in final position, the free fall shall not exceed 6 feet unless approved methods are employed. Use of chute more than 36 feet in length or with more than a one vertical to a two horizontal slope is prohibited. Concrete shall be placed so as not to contact reinforcing steel or the surface of the forms above the top of the lift being poured. d. Vibration Unless otherwise directed by the RPR, all reinforced concrete shall be vibrated. Only approved mechanical vibrators shall be used. Vibrators shall be applied at uni fonnly spaced po ints not further apart than the visible effectiveness of the machine. Concrete shall be sufficiently vibrated to produce satisfactory consolidation without causing objectionable segregation. 11 concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. Reinforcing bars shall be shaken manually to insure bond with the concrete. Vibrators shall not be used to transport concrete in the forms. Vibrators shall not be inserted into lower layers of concrete that have begun to set. 14. PROTECTION AND CURING a- General Concrete shall be protected adequately from injurious action by sun, rain, flowing water, frost and mechanical injury for a period of at least 7 days after placing. Curing shall be accomplished by any of the following methods or combinations thereof. Whenever unusual temperature or other conditions occur, the Contractor shall adopt additional protective measures as directed. b. Water Curing Concrete surfaces shall be kept continuously wet by covering with water, by continuous spraying, or by covering with burlap, cotton mats or other approved material thoroughly saturated with water and kept wet by intermittent hosing. Water cured concrete shal1 be protected against freezing for the full curing period specified. c. Waterproof Paper and Sheeting Surfaces shall be covered with approved reinforced Kraft paper, polyethylene sheeting not less than 0.004 inch thick, of Kraft paper coated with not less than 0.002 inch thick polyethylene sheeting. Surfaces shall be completely covered, with edges and ends lapped at least 4 inches and sealed with approved mastic or pressure-sensitive tape. Sheeting shall be weighted or otherwise held in place against displacement, and tears or holes appearing during the curing period shall be immediately repaired. 15. DEFECTIVE CONCRETE a. General All porous, defective or damaged concrete or any kind, occurring prior to the acceptance of the Work, shall be remedied by the Contractor at his own expense and to the satisfaction of the Engineer. 12 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 oder associates consulting engineers, p.c. b. Corrective Measures When, in the opinion of the Engineer, work has not been performed in accordance with the drawings and specifications, such disapproved work shall be removed and replaced correctly. Should the Contractor wish to correct the work by methods other than removal and replacement, he may submit alternate corrective procedures for the approval of the Engineer. If approved, such corrective measures shall be taken as directed by the Engineer. All costs arising from such measures shall be borne by the Contractor. Excessive honeycombing shall not be permitted. 16. COLD WEATHER PLACEMENT Unless otherwise approved in writing by the RPR, concrete shall not be placed when the ambient temperature is below 40 *F, nor when the concrete is likely to be subjected to freezing temperatures before expiration of the curing period. Where cold weather placement is approved, special procedures shall be adopted to heat the materials and to protect the concrete from damage by freezing during mixing, placing and curing. All such special procedures shall be subject to prior approval of the RPR and must follow ACI Codes 318 and ACI Bulletin 306. 17. HOT WEATHER PLACEMENT Unless otherwise approved in writing by the RPR, the maximum allowable temperature of the concrete as it is placed shall be 85*F. When the temperature of the concrete approaches or exceeds this maximum and placement has been approved by the RPR, special procedures shall be adopted to control the temperature of the materials and to protect the concrete from damage due to hot weather during mixing, placing and curing. Al 1 such special procedures shal 1 be subj ect to the prior approval of the RPR and follow ACI Code 305. 18. FINISH FOR STRUCTURES a. Concrete surfaces which will be exposed to view in the completed construction shall have a smooth, dense steel trowel, even surface when completed. Forms shall be stripped as soon as concrete will safely sustain itself and repairs made to surface as soon as forms are stripped. Unsightly ridges or lips on exposed concrete shall be removed by tooling and rubbing. 13 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. b. All surfaces requiring rubbing shall be thoroughly washed with .water after the rubbing is' completed. Voids or stone pockets shall be cleaned out and patched. Wires and rods shall be cut off, depressed not less than one inch below finished surface. Loose stones and all holes shall be cleaned out and the defects repaired with concrete to a smooth, even surface. Holes left by removal of form ties shall be thoroughly and completely filled with patching concrete, as specified below (see paragraph 19, PATCHING). PATCHING Defective areas for which patching is required shall be cleaned of all dust, dirt, grease, laitance and loose or spalling concrate and be given a brush applied coat of "Sikadur Hi-Mod" bonding compound as made by the Sika Chemical Corporation, or a similar material approved by the Owner's Representative. The compound shall be mixed in accordance with the manufacturer's instructions. The patching mortar shall be freshly mixed and shall be composed of the same materials and proportions as were used for the original concrete , including the admixture , except that the coarse aggregate shall be omitted and fine aggregate substituted therefor. The placing of mortar shall begin immediately after the bonding compound is applied and shall be completed within the contact time. The bonding compound must be sticky to the touch during placing of mortar. The patching shall be finished to match adjoining concrete, and cured and protected as specified for concrete. 20. FILLIN Holes left by withdrawal of rods or by removal of end ties shall be filled solid with mortar, using epoxy bonding compound in the same manner as specified under "Patching", above. For holes passing entirely through a wall, a plunger type grease gun or other device shall be used to force the mortar through the walls starting from the back face. A piece of burlap or canvas shall be held over the holes on the outside and when the hole is completely filled, the excess mortar shall be struck off with the cloth flush with the surface. Holes not passing entirely through the wall shall be filled using small tools that will pack the hold solid with mortar. Excess mortar at the surface of the wall shall be struck off flush with a cloth. 14 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 21. SLABS ON GRADE Unless otherwise specified, all slabs on grade shall be poured on well dampened compacted subgrade. No slabs shall be poured on frozen subgrade or on standing water. 22. PUMPING OF CONCRETE Pumping of concrete will be allowed only with the permission of the Owner's Representative. If the Contractor desires to use pumping as the method of placing concrete, he shall submit complete data regarding the proposed pumping equipment, hose or pipe sizes, mix design, aggregate gradation, and evidence of successful experience with the equipment and mix design proposed. If required, pumping tests shall be performed. No aluminum pipe shall be used to transport concrete. Minimum pipe size shall be 4 inches. All concrete for test cylinders shall be taken at the point of placement. 23. CURING. HARDENING AND POST-PROOFING All floor slabs shall be treated immediately after finishing with Sonneborn "Sonosil", Aquabar Company, "Iron Clad", USM Corporation, UPCO Division "Vitrox", or approved equal, applied in strict accordance with the manufacturer's requirements, and shall be warranted by the manufacturer for five 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 label Sisalkraft with side joints lapped 4 inches and end joints lapped 6 inches. Paper shall be weighted to prevent displacement. Rips or tears appearing in the paper shall be immediately patched. No use shall be made of the floor for the first five days and only light use for an additional ten day period after floors are poured. 26. WATERSTQPS a. Waterstops shall be ribbed type, manufactured from virgin polyvinyl chloride and shall conform to the details shown on the contract drawings. 15 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 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 the contract drawings and in the following locations: (1) Construction joints in walls with one surface in contact with soil and the opposite surface dry and exposed. (2) Construction joints in walls with one surface in contact with liquid and the opposite surface dry and exposed. (3) Vertical construction joints in walls with one surface in contact with liquid and the opposite surface in contact with soil. (4) Construction joints in slabs on grade except building floor slabs located at or above finished grade or other slabs, specifically omitted. d. Anchor waterstops securely to the formwork to prevent dislocation while placing concrete. Waterstops shall be continuous around corners and intersections* Corners and intersections shall be prefabricated to permit splicing of the waterstop in a straight run. Do not bend waterstops. Hake splices with an electric splicing tool as recommended by the waterstop manufacturer. 16 Concrete Work Section 3A DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. SECTION 5B STRUCTURAL STEEL 1. DESCRIPTION This Section covers all structural steel work as shown on the drawings and as specified herein. 2- WORK COVERED UNDER OTHER SECTIONS Setting of Anchor Bolts Concrete and Grouting Miscellaneous Steelwork Finish Painting 3. GENERAL a. The current rules and practices set forth in the Code of Standard Practice for Steel Buildings and Bridge, and the Specification for the Design, Fabrication and Erection of Structural Steel for Buildings of the American Institute of Steel Construction shall govern this work, except as otherwise noted on the drawings or as otherwise specified. b. Welding shall be in accordance with the Standard Code for Arc and Gas Welding in Building Construction of the American Welding Society. c. Where high strength bolts are specified, they shall be used in the, manner prescribed by the "Specification for Assembly of Structural Joints Using High strength steel Bolts'* as approved by Research Council on Riveted and Bolted Structural Joints of the Engineering Foundation, except as otherwise noted on the drawings or as otherwise specified. 4. MATERIALS a. Structural Steel Structural steel shall be new and unused, and shall conform to ASTH Standard A36. Structural Steel Section 5B DATE: 1/17/92 eder associates consulting engineers, p.c. b. High Strength Steel Bolts High strength steel bolts, nuts and washers shall conform to ASTM Standard A325. 5. SHOP DRAWINGS a- The Contractor shall prepare shop drawings of all structural steel, based on the design drawings, for approval in conformance with the design. These drawings shall give all necessary information for the fabrication, erection and painting of the structure and shall be based on AISC Specifications. Provisions for the connection of other work where required shall be indicated. b. Substitution of section, or modification of details, or both, shall be made only when approved, in writing, by the Engineer. 6. FABRICATION a. General Workmanship shall be in accordance with AISC Specifications, appropriate local Building Codes, and as specified herein. All work shall be fabricated in ample time to prevent delays in the progress of the work and shall be delivered as required for proper coordination of the 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, the connection shall be designed to provide for the reaction due to the maximum uniformly distributed load that the beam is capable of carrying for its span, based upon allowable unit stresses. In addition, such connections shall be designed to properly transmit the total reactions, moments and stresses that are indicated on the drawings or can be reasonably inferred from information given on the drawings, without exceeding allowable unit stresses. When connections are detailed on the drawings, no deviation shall be made without the approval of the Engineer. One-sided or other types of eccentric connections will not be permitted where two-sided connections can be used. Structural Steel Section 5B DATE: 1/17/92 eder associates consulting engineers, p.c. Welding Where welding is indicated on any detail on the set of drawings, welding must be used. Contact surfaces shall be thoroughly cleaned before assembly. Assembled parts shall be brought into close contact. Drift pins shall be used only for aligning members, and shall not be used in a manner which will damage metal or enlarge or distort holes. Members requiring accurage alignment shall be provided with slotted holes and/or washers for alignment of the steel as required. All finished members shall be true to line and free from twists, bends and open joints. 7. WELDING a. Restrictions Welding will not be permitted where base metals are of different welding characteristics. b. General Welding in shop and field shall be performed by operators qualified as prescribed in the American Welding Society "Standard Qualification Procedure" to perform the type of work required. c. Shoo Drawings Shop drawings shall indicate the size, length, spacing and type of all welds. d. Equipment Equipment shall be of a type which will supply proper current in order that the operator may produce satisfactory welds. e. Electrodes Electrodes shall conform to the requirements of any of the E-60 series conforming to ASTH Standard A233, or to Specification A-51-1 of the American Welding Society's latest conditions of intended use as per manufacturer's instruction. 3 Structural Steel Section 5B DATE: 1/17/92 eder associates consulting engineers, p.c. f. Surfaces Surfaces to be welded shall be free from loose scale, rust, grease, paint or other similar or dissimilar foreign material except that mill scale that withstands a vigorous wire brushing may remain. A light film of linseed oil may be disregarded. Joint surfaces shall be free from fins and tears. g. Temperature No welding shall be done when the temperature of the base metal is lower than 0 degrees F. At temperatures between 0 and 32 degrees F, the surfaces of all areas within 3 inches of the point where weld is to be started shall be heated to an adequate temperature. Preheat shall be maintained if atmospheric or metallurgic conditions require it. 8. HIGH STRENGTH BOLTS Bolts shall conform to ASTM Standard A325 as approved by the Research Council on Riveted and Bolted Structural Joints of the Engineering Foundation. 9. ERECTION &• General Steel members shall be set accurately in place and shall be promptly aligned. Temporary bracing shall be provided wherever necessary during assembly and erection, and shall be left in place as long as required. All steel and iron work specified under this section shall be erected in its designed location. b- Field Errors Field errors shall not be corrected by burning. The use of burnt holes for bolted connections shall not be permitted. c. Erection Tolerances Erection tolerances shall be in accordance with the American Institute of Steel Construction Code of Standard Practice, unless otherwise specified. All steel shall be level or plumb within a tolerance of 1:500. 4 Structural Steel Section 5B DATE: 1/17/92 ed«r associates consulting engineers, p.c. d. Construction Loads The Contractor shall be required to give his special attention to the handling of steel during construction to avoid overloading concrete slabs, and the instructions of the Engineer shall be strictly adhered to. 10. FIELD MEASUREMENTS All dimensions and conditions indicated on the drawings shall be verified at the site, by the Contractor, before fabrication or laying out the work, and the Contractor shall be responsible for the correctness, adequacy, fit and alignment of the new work with existing conditions. 11. DAMAGE TO MATERIAL The Contractor shall use care in storing, handling and erecting all material and shall provide proper support at all times to insure that no piece will be bent, twisted or otherwise injured. The Contractor shall notify the Engineer, in writing, of any defects or damage in material before erection. If such defects or damage cannot be corrected in the field, the material shall be returned to the shop for replacement, and the Contractor shall bear all extra costs involved. 12. PAINTING Painting shall be applied as indicated in the PAINTING section 9A of this Specification. 13. SHOP COATING a. Materials Unless otherwise authorized or specified in Section 9A, PAINTING, of this Specification, shop applied coatings shall be: (1) Rust Inhibitive Shop Primer for Steel Koppers "654 Epoxy Primer", Cook "391-R-259 Clorocon Barrier Coat", Mobil "13-R-50 Chromox Q.D. Primer", or Tnemec "77 Chem-Prime". Structural Steel Section 5B DATE: 1/17/92 eder associates consulting engineers, p.c. (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 coated and free of grease, oil, dirt, grit, dust, rust, loose mill scale, weld flux, slag, weld spatter, or other objectionable substance. Surfaces shall be cleaned bv power wire brushing or blasting. Welds shall be scraped", chipped and brushed as necessary to remove all weld spatter. c. Edge Grinding Sharp corners of cut or sheared edges which will be submerged in operation shall be dulled by at least one pass of a power grinder to improve paint adherence. d. Castings Miscellaneous iron castings shall be hot-dipped in asphalt varnish or given a shop coat of coal tar paint. e. Steel All ungalvanized structural and miscellaneous steel shall be given a rust inhibitive prime coat in the shop after fabrication. Steel surfaces shall be prime coated as soon as practicable after cleaning. All painting shall be done in a heated structure if the outside air temperature is below 50 degrees F. Steel shall not be moved or handled until the shop coat is dry and hard. f. Aluminum All surfaces of aluminum which will be in contact with concrete, mortar or dissimilar metals shall be given a heavy coat of coal tar paint. g. Other Surfaces No shop coating will be required for zinc coated steel, stainless steel, or bronze surfaces. Structural Steel Section 5B DATE: 1/17/92 ed«f associates consulting •nginwry p.c. DIVISION XI SECTION 11A MODIFICATIONS TO EXISTING FACILITIES 1. DESCRIPTION This section covers all modifications, removals and restoration to existing structures, equipment, piping, etc., as shown on the drawings and as specified herein. 2. GENERAL a. Existing structures, equipment, piping, etc. shall be modified and relocated as shown on the drawings and specified herein. All items not required in the completed installations shall be removed as indicated or required. Removals shall be accomplished in an approved manner so as not to damage ad j acent equipment or construction to remain. b. All open ends of abandoned existing pipe shall be capped in an approved manner at the limits of removal. All existing work to remain shall be left in complete operating condition. c. Where necessary to cut existing work, the location and size of cut and method of cutting shall be approved by the Owner's Representative and adjacent work shall not be unnecessarily damaged. On completion of the cutting, all affected areas shall be satisfactorily restored by skilled workmen. d. Where portions of any existing structures, equipment or materials to remain are removed by the Contractor, for the convenience of the Contractor, or as necessary or incidental to the Work to be performed, whether to have access to the working area or otherwise, such portions of existing structures, equipment or materials shall be replaced without additional cost to the Owner. The Contractor shall submit for approval, a complete description of all removals or portions of existing structures, equipment or materials to remain that he considers necessary to properly perform the Work of this 1 Modifications to Existing Facilities Section 11A DATE: 1/17/92 eder associates consulting engineers, p.c Contract, together with details showing the extent and proposed methods of accomplishing such removals, protection to be afforded adjacent construction and facilities, and the manner in which he intends to restore affected structures, equipment or area. No such removal operations shall be started without the prior written approval of the Owner. e. Unless otherwise specified, all removed Work shall become the property of the Contractor and shall be disposed of off-site at the Contractor's expense. f. All structural modifications and new piping, etc. shall conform to the requirements specified in other sections of these Specifications. g. The description of the required alteration work contained herein shall not be construed as a complete description of the alteration work to be performed under this Contract. 3. REMOVAL OF EXISTING PIPING Existing, abandoned piping encountered during the course of the Work or as specifically detailed by the Owner shall be removed and disposed of as per the Owner's instructions. 4. STRUCTURAL ALTERATIONS a. All required structural alterations shall be done in accordance with details shown on the drawings and as required. All existing dimensions and conditions shall be verified at the site and shall be annotated on the required shop drawings. The Contractor shall be responsible for the correctness, adequacy, fit and alignment of all new work with existing conditions. b. Temporary shoring and bracing shall be provided as required for the protection of the Work and the safety of personnel. 5. INTERFERENCE WITH OWNER OPERATIONS The Contractor shall coordinate his work schedule to cause the least interference with the Owner's operation of the existing facilities. Modifications to Existing Facilities Section 11A DATE: 1/17/92 •d«r associates consulting •ngincvrs, p.c. The Contractor must get written authorization at least one week in advance of any flow by-passing operations, or any work which will in any way interfere with the Owner's operation of the existing facilities. Modifications to Existing Facilities Section 11A DATE: 1/17/92 eder associates consulting engineers, p.c. DIVISION XV SECTION ISA MECHANICAL 1. GENERAL a. Description This Division includes process equipment, pumps piping and valves as shown on the drawings and as specified herein. It is the intent of this Division to include the supply of all materials, equipment, apparatus and labor necessary to properly furnish (as specified), install, equip, test and put into operation all specified process equipment, pumps, piping and valves. 2. INTENT The intent of this Specification is to describe the quality of materials and equipment, and the results desired, and not to limit competition. Bidders are invited to submit for consideration alternate quotations for material and equipment capable of performing the specified functions, even though such materials or equipment may differ slightly in principle or detail from that shown on the drawings or specified herein. Proposals for alternates shall enumerate the deviations from the specified equipment, and shall include the cost of all necessary changes in other related equipment or services or details of structural work. 3 . GENERATi FfTiRTTRICAL AND MECHANICAL REQUIREMENTS a. Equipment (1) Galvanized cast iron junction boxes or equivalent provision for threaded conduit connections shall be furnished, unless otherwise specified or approved. (2) Equipment comprising several electrically-operated devices shall be furnished completely wired and shall have all electrical appliances, conduit and connections which are integral parts thereof. Such connections shall terminate in a junction box of ample size. 1 Mechanical Section ISA DATE: 1/22/92 eder associates consulting engineers, p.c. (3) Electrical equipment shall be supplied only by manufacturers who maintain service stations or spare parts stock in the area in which the Work is to be performed. Service and stock shall be adequate for the equipment supplied, and evidence of such facilities shall be presented when the equipment is submitted for approval. b. Contractor's Working Equipment The Contractor shall have on hand sufficient proper equipment and machinery of ample capacity to facilitate the Work and to handle all emergencies normally encountered in work of this character. c. Installation of Equipment (1) All equipment shall be installed in accordance with the approved manufacturer's Specifications, drawings and tolerances. Equipment shall be erected in a neat and workmanl ike manner on the foundations at the locations and elevations shown on the drawings, unless otherwise specified by the Engineer during installation. d- Welding All structural fusion welding and gas cutting shall conform to the requirements of the American Welding Society Code. e. Damage Purina Tests and Instruction Periods The Contractor shall be fully responsible for the proper operation of equipment during tests and instruction periods and he shall neither have nor make any claim for damage which may occur to equipment prior to the time when the Owner formally takes over the operation thereof. Major equipment items installed by the Contractor shall be put into operation and tested by the Contractor in the presence of the manufacturer's representative. f • Work Correction or Replacement (1) If at any time an inspection, test or analysis of Work reveals faulty design, inferior or defective materials, poor workmanship, improper installation, excessive wear or non-conformity with the requirements of the Contract Documents, such work 2 Mechanical Section ISA DATE: 1/22/92 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 to injury by water shall be thoroughly dried out and put through a special dielectric test as directed by the Engineer or shall be replaced by the Contractor, all at his own expense. g. Preliminary Field Tests - Equipment As soon as conditions permit, the Contractor shall make preliminary field tests of the equipment and appliances furnished. He shall furnish all labor, materials and instruments for the tests. These tests shall determine whether or not the equipment and appliances have been properly installed, meet their operating cycles and are free from defects such as overheating, overloading and undue vibration. The Contractor shall make all necessary changes, adjustments and replacements at his own expense in preparation for placing the equipment into service. h. Final Field Tests - Equipment Upon completion of the Work, all equipment and appliances will be subjected to final field tests as prescribed or required and witnessed by the Engineer, to prove that the equipment and appliances are properly installed, meet their operating cycles and are free from defects such as overheating, overloading and undue vibration. All costs in connection with such tests, including fuel, light, lubricants, other material equipment, instruments and labor shall be borne by the Contractor. Until final field tests are acceptable to the Engineer, the Contractor shall make all necessary changes, adjustments and replacements at no additional cost to the Owner. i. Instruction Books and Maintenance Manuals (1) Six (6) copies of instruction books, containing complete information in connection with assembly, operation, lubrication, adjustment, maintenance and repair of all equipment, together with detailed parts lists with drawings or photographs, shall be furnished to the Engineer, bound and indexed, with each unit or set of identical units. (2) One (1) set of the furnished instructions books shall be assembled and bound in separate volumes by 3 Mechanical Section ISA DATE: 1/22/92 eder associates consulting engineers, p.c. trades, and properly indexed to form a complete set of maintenance manuals. The approved set of maintenance manuals shall be furnished prior to final acceptance of the Work. Warranty and Guarantee The Contractor warrants and guarantees to the Owner and Engineer that all materials and equipment supplied by the Contractor will be new unless otherwise specified and that al 1 work wil 1 be of good quality and free from faults or defects and in accordance with the requirements of these Specifications and of any inspections, tests or approvals directed by the Owner. All unsatisfactory Work, all faulty or defective Work, and all Work not conforming to the requirements of the Specifications at the time of acceptance thereof or of such inspections, tests or approvals, shall be considered defective. Prompt notice of all defects shall .be given to the Contractor. All defective Work, whether or not in place, may be rejected, corrected or accepted by the Owner, with a reduction in contract price for substandard work accepted. The Contractor further warrants and guarantees to the Owner and Engineer that he will promptly repair and make good any defects in the Work occurring within one year of acceptance of the Work by the Owner. Mechanical Section ISA DATE: 1/22/92 eder associates consulting engineers, p.c. SECTION 15B-1 SUBMERSIBLE PUMPS GENERAL a. The Equipment Manufacturer shall supply the submersible pumps for Locations EW-3 and EW-4 as indicated on the drawings herein. b. The Contractor shall furnish all labor, materials, riser piping, and equipment required for a complete and operable system at EW-3 and EW-4. The submersible pumps specified for EW-1 and EW-2 were previously purchased and installed. c. Pumps shall be Model 135S3 as manufactured by Grundfos Pump Corporation or an approved equal. Location Model HE EW-l 135 S75-4 EW-2 135 S75-4 EW-3 135 S100-6 10 EW-4 135 S100-6 10 CONSTRUCTION a. £aj2l£ - Neoprene jacketed RHW insulated wire. Length of cable required shall be coordinated with the manufacturer. b. Check Valve - 304 Stainless steel, full flow, non-clog, non-slamming design. Valve positively seats on 304 stainless steel reinforced rubber ring assuring no backflow. c. Straps - High tensile strength 304 stainless steel, d. Cable Guard - 304 stainless steel. e. Diffuaer Chambers - Integral fabricated units of 304 stainless steel specifically designed to eliminate up thrust. Chambers contain diffuser guide vanes and intermediate shaft bearings. f. Shaft - Centerless-ground 431 stainless steel for true running. q. . Split Cones and Split Cone Nuts - 304 stainless steel. Submersible Pumps Section 15B-1 DATE: 1/22/92 i «•* r / r\ i eder associates consulting engineers, p.c. h. Impellers - Fabricated 304 stainless steel to improve hydraulic efficiencies. i. Impeller Seal Rings - Long lasting abrasion resistant rubber. 304 stainless steel reinforced. j . Shaffr Bearings - Rubber of hexed design for long life and good lubrication. k. Diffuser Guide Vanes - Fabricated 304 stainless steel- !• Screep - Strong, durable 304 stainless steel having a large flow area to match the raced flow capacity of the pump. m. Prining Inducer - All 304 stainless steel. n. Pump Shaft Coupling - Splined or keyed 329/420/431 stainless 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-hard ceramic running against tungsten-carbide shaft journal. s. stator - Hermetically sealed 304 stainless steel and encapsulated in thermal plastic resin for maximum heat transfer and resistance to moisture penetration. t. £&£££ - Clad in 304 stainless steel. u. Lower Radial Bearing - Water lubricated diamond-hard ceramic running against a tungsten-carbide shaft journal. v. Thrust Bearing - Constructed of ceramic running against self-aligning metal impregnated carbon pads. w* Diaphragm - Rubber diaphragm automatically compensates for internal motor liquid expansion due to temperature or pressure changes. ACCESSORIES a. Submersible cable shall be provided. Length of cable shall be coordinated with Contractor. Submersible Pumps Section 15B-X DATE: 1/22/92 REVISED: 6/26/92 eder associates consulting engineers, p.c. SECTION 15C FLQWMETER GENERAL a. The Contractor shall furnish and install, ready to operate, two of the four flow measurement systems, as shown on the drawings and specified herein. b. The system shall consist of a Standard Grade Turbine Flowmeter and a Model MC-II Flow Analyzer as manufactured by 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 polyethylene housing. 2. Weatherproof pickup adapter to thread onto turbine meter. 3. Totalizer and Flow Rate Display: 6 digit LCD. eder associates consulting engineers, p.c. 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 of operating and maintenance manual with the equipment. b. The manufacturer shall supply a spare parts list recommending to the Owner parts to keep on hand to prevent any downtime of the equipment. eder associates consulting engineers, p.c. SECTION 15D WELL SPECIFICATIONS 1. GENERAL a. These specifications are for two ground water extraction wells which are to be installed at the NPI facility in Eau Claire, Wisconsin. The wells are to be 6-inches in diameter and about 100 feet deep and will be made of steel casing and screens. The wells should produce at least 150 gpm and will be permanently connected to a ground-water recovery system. 2. PERSONNEL AMD EQUIPMENT a. The drilling contractor (driller) shall be required to supply experienced personnel and all necessary equipment to complete the work specified in this document. The driller should include a list of personnel with relevant experience described i the bid plus a description of the drilling equipment he anticipates using for the work. Other equipment in the driller's possession can be listed as well if pertinent. b. The Contractor personnel performing the work shall have health and safety training in accordance with OSHA requirements. 3. PERMITS AND COMPLIANCE WITH THE LAW a. The driller shall be licensed to install wells and pumps in the State of Wisconsin and shall be fully knowledgeable as to Federal, State and/or local laws governing has activities. The cost of permits, licenses, etc., shall be the driller's responsibility. The wells shall be installed according to Wisconsin Administrative Code (NR 112.13), 4. MQBILIZATION/DE-MQBILIZATION a. The driller shall mobilize and de-mobilize all necessary equipment to the NPI, Eau Claire facility for the lump sum stated in the bid. If a second rig is requested by the Owner to expedite the work, the driller shall be entitled to an additional mobilization charge as provided in the bid documents. Mobilization shall not be charged for moving rigs between sites on the NPI facility. eder associates consulting engineers, p.c. 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 a water/bentonite slurry as drilling fluid. Only potable water from an approved source will be used to mix drilling fluid. b. The driller will be responsible for maintaining sufficient drilling fluid of the proper consistency to establish an open borehole to the required depth until all drilling, screen/casing installation, gravel packing, grouting and related operations are completed. A portable mud pit will be used during the drilling and the drill cuttings will be disposed of in a manner designated by the Owner and Consultant. (See disposal of waste or unused materials). The driller will collect split-spocn formation samples at 5-foot intervals in the screened zone and at changes in lithology plus flume samples of each 10-foot interval. Formation samples will be placed in glass or plastic jars and labeled with the well number, 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 the requirements 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 approved equal). The screen shall be compatible with the well casing and shall have a welded, steel bottom plate. Screens will be constructed with an opening based on a sieve analysis of core samples from the screen zone as directed by the Project Geologist. 8. SAND PACK a. Only rounded, silica well sand shall be used to pack the borehole annulus opposite the well screen. The sand may be placed by gravity and the driller will be responsible for checking the elevation of the top of the sand pack as it is being placed so that any bridging of the sand can be corrected. The sand pack will be extended approximately 5 feet above the top of the screen to allow 2 Well Specifications Section 15D DATE: 1/22/92 REVISED: 6/26/92 eder associates consulting engineers, p.c. for settlement. The sand pack we.ll construction shall comply 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 portland cement suitable for well grouting will be used and mixed to a consistency which will allow pumping through a tremie pipe while being installed. The grout seal shall extend from the top of the gravel pack as shown on the drawings. Grout and grout placement will comply with NR 112.20. 10. INSTALLATION OF CASINGS AND SCREENS a. The well casing and screen shall be installed as continuous string, centered in the borehole with centralizers placed every 10 feet along the casing and screen. The driller shall maintain plumbness and alignment in accordance with NR 112.19 standards such that all pumps, drop pipes, etc. can be installed in the well without touching the sides of the well. 11. WELL DEVELOPMENT a. The well shall be developed by surging and pumping to remove drilling fluid and fine formation material from the gravelpack-formation interface. Development will continue until the well produces clear, sand-free water or for a. maximum of 3 hours. A minimum of 10 well volumes shall be completed. The project geologist shall perform pH, conductivity and temperature measurements and determine 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 a minimum of 24 hours. The driller will monitor and record drawdown in the pumping well and will check specific capacity at a minimum of once per hour. The test pumping rate will be anticipated installed capacity of the permanent pump which will be 100 gpm. Well Specifications Section 15D DATE: 1/22/92 REVISED: 6/26/92 eder associates consulting engineers, p.c. 13. RECORDKEEPING a. The driller shall maintain all permits, logs, reports, etc. required by State regulations including but not limited to the well drilling permit, driller's formation log, daily log and materials log, well development and test pumping data and a construction sketch of the well as it was installed. The above records shall be kept at the work site and final copies shall be submitted to the consultant within two weeks of well completion. 14. ABANDONMENT OF UNSUITABLE BOREHOLES AND tfET'T'? a. Boreholes or wells which do not meet these specifications and which cannot be modified to conform these specifications will be abandoned in accordance with WONR regulations NRlll, 112 or 141. Abandonment will be at the driller's expense but the driller may recover materials for his reuse if this is possible and permitted by State regulations. If abandonment is for the convenience of the Owner, and the well otherwise conforms to these specifications, the driller shall be paid for the work completed. Well Specifications Section 15D DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. SECTION 15E PIPING 1. DESCRIPTION a. General This section covers the furnishing, installation and testing for all piping, fittings, jointing materials, pipe hangers and supports, anchors, blocking, encasement, insulation, and all other necessary appurtenances as shown on the drawings and as specified herein, except where specific requirements are given in other sections. b. Items Furnished Under Other Sections The Contractor's attention is called to the fact that certain items furnished .under other sections of the Specifications are to be installed in the piping under this 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 be submitted for approval in accordance with the GENERAL REQUIREMENTS and shall include pipe sizes, joint details, catalog cuts of accessories, dimensions, support and hanger details, and a complete piping layout. (2) The drawings indicate the required pipe sizes and general arrangement of all piping and equipment. Exact locations shall be verified by the Contractor in the field. The Contractor shall obtain the approval of the Owner or Engineer before changing the locations of any of the work due to field conditions. All minor changes approved by the Owner shall be made at no additional cost to Owner. Under no circumstances shall pipe sizes indicated on the drawings be changed without the written approval of the Engineer. 1 Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (3) The Contractor shall determine and be responsible for the proper locations and character of all inserts for hangers, chases, sleeves, and other openings in the construction required for the piping work, and shall obtain this information well in advance of the construction progress so as not to delay the work. Final locations of all built-in items shall be coordinated with work of other trades to prevent interferences. (4) All installed piping shall form completely connected systems including connections to valves and equipment specified in other sections of the specifications to result in a satisfactory operating installation. No work shall be installed that connects to equipment until complete shop drawings of such equipment have been approved by the Owner or his representative. Any work installed prior to the approval of shop drawings shall 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 shown as a single line. c. Field Dimensions Where piping is to connect to existing equipment, foundations, anchor bolts, equipment connection centerlines and dimensions shall be shown and referenced. d. Equipment Where piping is to connect to new or existing equipment, foundations, anchor bolts, equipment connection centerlines 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 dimensioned and referenced. Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. Bill ofMaterials A complete bill of materials, properly referenced, shall be included. The bill of materials shall show the quantity, size, manufacturer, specifications, ate. of all pipe, fittings, jointing materials, accessories, etc. covered under this section of the Specifications. MATERIAL All pipe shall be produced in a plant of recognized reputation and regularly engaged in the production of pipe conforming to the specified standards. a. Galvanized and Black Steel Pipe (1) Standard Weight Pipe ASTH A53, A120, standard weight ANSI B36.10, pipe schedule (2) Fittings (a) Threaded Fittings Steel pipe threaded fittings shall be 150 pound 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 and ANSI B16.1 specifications. All flanged connections shall be furnished with a gasket as specified herein. (3) Coatings All external surfaces of black steel pipe shall be painted. (4) Bolts Low carbon steel externally and internally threaded standard fasteners, ASTM A307, Grade B. 3 Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (5) Gaskets Flanged Gaskets: red rubber, ASTM 1330, Grade I, ring type, 1/8 inch thick. b. Polyethylene Pipe (1) Polyethylene pipe shall conform to Specifications D1243, D3035 and D3350 and shall be ultra-high molecular weight polyethylene with a maximum SDK of 21. (2) Fitrinas Fittings shall conform to ASTM D2610 and shall be made from the same material and have the same SDK as the pipe. (3) Material (a) The pipe shall be made from polyethylene resin compound qualified as Type III, Category 5, Class C. Grade P34 in ASTM Standard Specification for polyethylene plastics mounding and extrusion materials D1248 except that the density of the base resin shall be within the limits of 0.941 to 0.943 as determined by ASTM standard procedure for the measurement of density D792, Method B. This material shall have a hydrostatic design basis when tested and analyzed by ASTM Standard Method D2837 of not less than 1390 psi, Table I of that standard notwithstanding. (b) The raw material shall contain carbon-black and an effective antioxidant as required by CSA Specification B137.1. (c) The pipe shall contain no recycled compound except that generated in the manufacturers own plant from resin of the same specification from the same raw material supplier. (d) Compliance with the requirements of this paragraph shall be certified in writing by the pipe supplier. Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (4) Joining Methods (a) Therma1 Butt-Fus ion Butt-Fusion, which is the butt-joining of the pipe by melting the aligned faces of the pipe ends in a suitable apparatus and pressing them together under controlled pressure, shall be used for all connections of polyethylene to polyethylene. (b) Joining. Terminating or Adapting by Mechanical Means All flange adaptors for attachment to the polyethylene pipe shall be made from the same type and grade of polyethylene, from the same raw material supplier as the pipe, shall be butt-fused to the pipe ends and shall be the fabricated flange type. The flange adaptors shall have the'same SDK as the pipe. (c) The polyethylene pipe shall be adapted to systems or fittings of other materials by means of an assembly consisting of a polyethylene flange collar, futt-fused to the pipe as specified herein, a back-up glange of either cast iron, steel or high silica aluminum alloy made to ANSI B1645 dimensional standards, bolts of compatible material (insulated from the fittings where necessary) and a gasket of reinforced black rubber or elastomer cut to fit the joint. In all cases, the bolts shall be drawn up evenly and in line. (d) In no case shall threaded male or female adapters of any plastic material be used for adapting polyethylene pipe to systems, fittings or auxiliary equipment of other materials, or for joining the installation lengths to each other. (5) Installation (a) Allow pipe to come to equilibrium earth temperature prior to final connections. This is especially important for summer Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. installations where the pipe is installed warm. (b) Snake pipe in ditch in order to allow for movement caused by seasonal changes. (c) The pipe shall be installed according to the manufacturer's recommendations. c. Wall Sleeves (1) Wall sleeves shall be of cast iron or ductile iron. Sleeves shall have an intermediate waterstop where installed in 'Wet1 or exterior walls. Pipe sleeves installed through floors provided with a special finish, such as terrazzo or vinyl tile, shall be flush with the finished floor surface and shall be provided with nickel or chromium-plated floor plates. In all other locations where pipes pass through floors, pipe sleeves shall project not less than 1 inch nor more, than 2 inches above the floor surface, with the projections uniform in each floor area. (2) Holes drilled with a suitable rotary drill will be considered in lieu of sleeves for piping which passes through interior walls and through floors having special finish and not bearing on earth. (3) The annular space between outside surfaces of pipes passing through sleeves in exterior or water bearing walls or floor slabs bearing on earth and the interior surfaces of the wall sleeves therefore, shall be thoroughly caulked with lead wool or otherwise sealed, and water-tight joints obtained. 4. Installation of piping work shall be complete in every respect, insuring systems which will operate satisfactorily and quietly. All work shall be done by skilled workmen. All cutting, fitting repairing and finishing of masonry, concrete, metal and carpentry work that may be required for the Work under this section shall be done by craftsmen skilled in their respective trades and at the expense of the Contractor. Unless otherwise indicated, all material and equipment shall be Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. installed in conformance with the manufacturer's recommendations. b. Proper and suitable tools and appliances for the safe and convenient handling and installing of the pipe and fittings shall be used. Care shall be taken to prevent damage to any coatings and linings on pipes and fittings. All pieces shall be carefully examined for defects and no pieces shall be installed which are known to be defective. If any defective piece should be discovered after having been installed, it shall be removed and. replaced with a sound one in a satisfactory manner by the Contractor at his expense. Pipe and fittings shall be thoroughly cleaned before they are accepted in the complete work. Pipe and joints showing leakage shall be replaced unless directed otherwise by the RPR. c. All piping connecting to equipment shall be provided with unions or companion flanges located so that piping may be readily dismantled from equipment. Connections between ferrous and non-ferrous metals in piping systems shall be made with dielectric unions. d. All piping shall be installed in such a manner that it will be free to expand and contract without injury to itself or its supporting structure. On all piping, expansion joints shall be installed as shown on the drawings. Guides and anchors shall be furnished and installed in an approved manner. e. All piping passing through walls and floors shall be installed in pipe sleeves or wall castings accurately located before concrete is poured or placed during construction of masonry walls. Sealing between pipe and wall sleeve, where required, shall be accomplished with interconnected rubber links equal to "Link-Seal", as manufactured by Thunderline Corporation. Type of sealing to be used shall be as indicated on the drawings. 5. TESTING OF PIPING SYSTEMS a. All piping systems installed under this section shall be tested in the manner hereinafter specified. No piping shall be concealed, or furred-in until it has been tested to the satisfaction of the Engineer. Testing media shall be furnished and disposed of by the Contractor, and all materials, labor, and equipment required for the testing procedures shall be at his expense. Any leaks or 7 Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. defective piping disclosed by the test shall be replaced or repaired and the test repeated until all piping proves tight. No caulking of defective piping or joints will be permitted. b. Piping which will convey water or aqueous solutions shall be tested hydrostatically. Piping shall be tested for at least 2 hours by filling with water under a hydrostatic pressure of not less than 150 percent of the maximum pressure to which the system will ordinarily be subjected. All joints showing leaks shall be corrected by approved means. c. The contractor shall provide all temporary thrust blocks, weighting, bracing and other means as may be necessary to prevent unharnessed pipe and fittings from separating during the tests. d. The Contractor shall furnish, install and remove temporary flanges, plugs or bulkheads whenever necessary to complete the required' pressure tests. Regulators, ^, gauges, traps and other apparatus or equipment which may be damaged by the test pressures shall be isolated or removed before tests are made. 6. LAYING PIPE a. Pipe shall be protected from lateral displacement by placing the specified pipe embedment material. Under no circumstances shall pipe be laid in water, and no pipe shall be laid under unsuitable weather or trench conditions. b. When jointed in the trench, the pipe shall form a true and smooth line. Pipe shall not be trimmed except for closures, and pipe not making a good fit shall be removed. Permissible defects shall be placed in the top of the pipe. ^ c. The pipe shall be installed so that the spigot ends point in the direction of flow. Pipe laying shall be started at the lowest point unless reverse laying is specifically authorized by the Engineer. 7. CONNECTION TO EXISTING STRUCTURES Connections to existing manholes and other structures shall be done in a neat and workmanl ike manner. Holes cut into structure walls shall be no larger than necessary for the 8 Piping Section 15E DATE: 1/17/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. proper installation of the pipes. Flexible connector shall be watertight and used for pipe connection to existing manholes. 8. INSULATION Two inch polyurethane foam insulation for outdoor use or approved equal. Exterior covered with . 016 inch thick aluminum or PVC jacket. 9. HEAT TRACING a. Aboveground piping and equipment as shown on the drawing shall be protected from freezing by placing self- regulating 5 watts per foot heating cable type SRL-5 as manufactured by Chromalox or approved equal. b. Power connection boxes provided shall be with integral ambient sensing thermostat for temperature controx Chromalox DL Series or approved equal. Factory preset and calibrated for 40*F operation. 10. KNIFE GATE VALVES a. Knife gate valves shall be of the vee-orifice, design suitable for throttling service. The stem and all wetted parts shall be constructed of 304 stainless steel. The yoke sleeve shall be bronze. Multiple ring packing shall be provided with a corrosion resistant packing gland to prevent leakage between the gate and body. Wafter body construction shall be provided suitable for mating to ANSI 125 'pound flanges. b. Knife gate valves shall be Series C, as manufactured by DeZurik or an approved equal. Piping Section 15E DATE: 1/17/92 REVISED: 6/26/92 eder associates consulting engineers, p.c. DIVISION XVI SECTION 16A ELECTRICAL WORK 1. SCOPE This section covers all electrical work as shown on the drawings and as specified herein. The work shall include, but is not necessarily limited to, the following: a. New 480 VAC, 3 phase, 60 Hz power feeder wiring from existing Northern State utility pole to new 7.5 HP submersible pumps in monitoring wells EW-l and EW-2. New 480 VAC, 3 phase, 60 Hz power feeder wiring from existing National Presto service pole to new 10 HP submersible pumps in Wells EW-3 and EW-4. New 120/240 VAC, 1 phase, 60 Hz power feeder wiring from existing Northern State utility pole to new float switch transmitting panel. All power wiring between utility meters, disconnect switches, starters, and panels. b. Power and control wiring to all equipment, pumps and wells. c. Coordination and installation of transmitting/receiver/ recorder equipment including, but not 1imited to transmitter, receiver/'recorder panels, remote alarms, recovery wells wiring, conduit, heat trace cable and appurtenances necessary for a complete and operable installation. d. Electrical modification work as specified in Section 11 of these specifications. e. Grounding. f. Equipment supports and miscellaneous steel for electrical equipment. g. All necessary permits, certificates and any related fees. h. Testing. i. Providing temporary electrical service during construction for the Contractor's own use. Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 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 drawings to cover and include all materials, equipment, apparatus and the labor necessary to properly furnish, install, equip, adjust and put in perfect operation the respective portions of the installation specified and to so interconnect or interlock the various equipment or items of the facilities as to form complete and properly operating systems. b. It is the intent of the drawings and Specifications to provide complete workable systems ready for the Owner's operation. Any items not specifically shown on the drawings or called for in the Specifications but normally required to conform with the intent are to be considered a part of the Contract. c. The locations of equipment, pumps and other miscellaneous equipment indicated on the plans are approximate. Exact locations shall be coordinated with other work and shall be subject to such revisions as may be found necessary or desirable at the time the work is installed in order to meet field conditions. d. Particular caution shall be exercised with reference to the location of equipment. Exact locations shall be approved by the Engineer before proceeding with the installation. It shall be distinctly understood that the drawings show only the general run of conduits; actual location and placement shall suit field conditions. e. Any significant changes in locations of electrical equipment that the Contractor may find necessary in order to meet field conditions shall be brought to the immediate attention of the Engineer and shall receive his approval before such alterations are made. 3. EXAMINATION OF WORK a. In having submitted a bid, the Contractor represents that he has examined and understands the requirements in the contract documents pertaining to the electrical work, that he has fully acquainted himself with the conditions to be encountered at the work site, and that he is able to and will complete the Work according to the 2 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. requirements of this Contract. Electrical work shall be done, to conform with the construction schedule and progress of other trades. Electrical apparatus on all equipment shall be fabricated/ handled, set in place, connected, checked out, serviced and placed in readiness for proper operation to the satisfaction of the Owner and Engineer, all in accordance with the National Electrical code and applicable local regulations and ordinances. The Contractor shall, at his own expense, arrange for and obtain all necessary permits, inspections, and approval by the proper authorities in local jurisdiction of such work. b. All materials and equipment shall be submitted for review as required under the GENERAL CONDITIONS. Each sheet of descriptive literature submitted shall be marked by the • Electrical Contractor in black ink to identify the material or equipment as follows: (1) Descriptive sheets shall show the schedule symbol and location for which the sheet applies; Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. d. All drawings and literature submitted for review shall have printed or marked thereon the current revision or issue number or date. When such material is superseded by a later issue or revision at any time during the contract period, sufficient copies shall be supplied to replace all copies of the latest preceding issue submitted, due, or requested. This shall also apply to copies included in operation and maintenance manuals. e. Except for transmittal information, all additional data marked or printed on submittal material shall become part of the item to be repeated on subsequent copies, and any charges therein shall require a new issue. f. The Contractor shall familiarize himself with the installation requirements of the local electrical utilities, and shall furnish and install the equipment in complete 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 by equipment manufacturer specification. 5. ABBREVIATIONS AND SYMBOLS USED ON DRAWINGS AND SPECIFICATIONS (See pages 5 and 6) Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 5. ABBREVIATIONS AND SYMBOLS USED ON DRAWINGS AND SPECIFICATIONS The following abbreviations and symbols are used in these Specifications and on the Drawings: V. Volts a. Amperes w. Watts Kw. Kilowatts WHM Watt Hour Meter Kva. Kilovolt Amperes Kw-hr. Kilowatt-hours pri. Primary sec. Secondary in./" Inch or Inches ft./1 Foot or Feet CT Current Transformer PNL Panel PT Potential Transformer CPT Control Power Transformer CB Circuit Breaker pb Pushbutton P/B Pullbox J Junction Box AC Alternating Current DC Direct Current HTR Heater Sp Stop St Start R Red Light G Green Light Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. HOA Hand-Off-Auto Selector Switch HZ Hertz (cycles per second) ASTM American Society for Testing and Materials NEC National Electrical Code ANSI American National Standards Institute IEEE Institute of Electrical and Electronic Engineers NEMA National Electrical Manufacturers Association UL Underwriters ' Laboratories , Inc . IPCEA International Power Cable Engineers Association ETL Electrical Testing Laboratories, Inc. 5 Motor No. Indicated Circuit Breaker Fuse G Green "Stop" Light R Red "Run" Light Start or Stop Pushbutton CR Control Relay Lighting Fixtures $ Switch Switch Transformer, Size and Characteristics Contact normally open Level Switch Overload Relay For additional symbols, see Contract Drawing E-l. Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 6. NAMEPIATES AND CABLE TAGS a. Nameolates A nameplate shall be provided for each feeder switch, circuit breaker, panel, control station, transformer disconnect switch, relay and equipment enclosures. Inscriptions shall consist of name and number of the equipment as shown on the drawings and as approved by the Engineer. b- Wire Tags Each wire shall be tagged with a wrap-around self-laminating adhesive-backed tag or tags per designations shown and shall be shown on as-built drawings. The tags shall be Brady #B-l9l or approved equal. c. Cables All cable shall be identified with 1" diameter brass tags. Tags shall be attached to cables at terminations and in pullboxes, junction boxes, and handholes; identification shall be in accordance with cable and conduit schedule. Cable and conduit schedule shall be prepared by Contractor and submitted to Engineer for approval. 7. EQUIPMENT SUPPORTS a. The Contractor shall provide all structural supports for the proper attachments of all equipment. Group or arrays of equipment may be mounted on adequately size steel angles, channels, or bars. Prefabricated steel channels providing a high degree of mounting flexibility, such as those manufactured by Kindorf and Unistrut, may be used for mounting arrays of equipment. b. Use of wire wrapping as a means of conduit support will not be permitted. c. Miscellaneous support steel shall be galvanized. 8. MAINTENANCE OF EQUIPMENT The Contractor shall be responsible for the maintenance of all equipment and systems installed, until final acceptance by Engineer and Owner, and shall take such measures as necessary to insure adequate protection of all equipment and materials 7 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c during delivery, storage, installation and shutdown conditions. 9. MOUNTING HEIGHTS a. Unless otherwise indicated or called for, or required because of special conditions, mounting heights shall be as follows: (1) Safety & Disconnect Switches: 4I6" above finished floor. or grade (2) Panels: 6'0" to top breaker b. All mounting heights are to be equipment center lines unless otherwise specified. 10. PAINTING Panel boxes, pull and junction boxes, conduits, hangers, rods, inserts and supporting steel shall have at least one (1) prime or galvanized coat, inside and outside, and two (2) finish coats. Equipment enclosures shall have at least one (1) prime or galvanized coat on all surfaces, and exterior surfaces shall have at least one (1) baked enamel or two (2) lacquer factory coats, or two (2) field finish coats. Equipment shall be touched up after installation. 11. BALANCING LOADS The Contractor shall balance all light and power loads so that a 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 grounded effectively and in strict accordance with Article 250 of the National Electrical Code. b. Grounding conductors shall be stranded bare copper conductors. Copper grounding conductors shall be provided for all transformer frames, neutral transformer taps, and for the grounding of conduit systems. The sizes of copper grounding conductors shall be as shown on the drawings. Where no size is shown, copper grounding conductors shall be as required by the NEC except that no conductor smaller than No. 6 AWG shall be used. Copper 8 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. grounding conductors may be buried in the floor finish and require no conduit enclosures except where exposed to mechanical injury. Exposed connections shall be made by means of approved pressure clamps. Exposed connections between different metals shall be sealed with No-Oxide Paint, Grade A or approved equal. All buried connections shall be made by a welding process equal to Cadweld. 13. CONDUIT AND FITTINGS a. General (1) All conduit shall be standard rigid high grade mild steel, galvanized threaded electrical pipe, as per standards of NEC, ANSI and UL. All conduit shall be threaded and shall be shipped to the job protected by conduit coupling or by tightly fitted plastic or fiber thread protector. (2) Ductbank conduit shall be PVC duct equal to the Type EB power duct as manufactured by Carlon Company. ^ (3) Conduit in corrosive atmospheres, where indicated on the drawings, shall be PVC coated rigid galvanized steel conduit: Conduits shall consist of a rigid galvanized steel conduit the same as in (1) above except covered with a bonded 40 mil minimum thickness PVC jacket. Conduits shall be similar to those manufactured by Robroy Industries "Plasti-Bond," Occidental Coating Co. OCAL-40, or as otherwise acceptable to the Engineer. (4) Couplings and elbows shall be threaded, same as conduit. b. Installation and Workmanship (1) All excavation, backfilling, and concrete work ^^n> shall conform to respective sections of these Specifications. Conduit shall be installed for incoming service connections, power distribution, control and interlocking connections, alarm wiring, and outlet wiring. Conduits shall be at least 12 inches from piping. Underground conduits shall drain to handholes or manholes. Handholes and manholes shall be constructed as required for the proper operation of the equipment. Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (2) Conduits shall be grouped whenever possible on common supports. Conduits shall be firmly supported by conduit clamps or malleable iron straps secured by screws, bolts and other approved means. Conduit supports shall be placed a maximum of 6 feet apart. (3) Bolts shall be steel of size commensurate with supported weight. (4) Conduits in fill or slab shall be run as direct as possible with long radii bends. In no case shall conduits touch each other. Provide proper spacers to insure 2 inches minimum space between conduits. (5) In no case shall conduits be run through or below equipment foundations. (6) Contractor shall coordinate electrical work with the work of other trades. (7) Underground conduits shall be encased in "red" concrete. (8) Unless otherwise indicated, minimum conduit size shall be 3/4 inch. Conduits shall be sized as per National Electrical Code. (9) The Contractor shall provide all required conduit, conduit hangers, conduit supports, conduit fittings, expansion fittings, terminators, conduit connection boxes, inserts, pull boxes, junction boxes, terminal boxes, outlet connection boxes, as required for the installation of thoroughly protected electrical wiring systems. (10) Conduit shall be installed as shown on the drawings and as required to provide complete underground installations. All underground conduit runs shall have a concrete envelope to provide concrete cover of not less than 3 inches and, except as otherwise shown, shall be installed so that the top of conduit encasement is not less than 2 feet below grade or as required by code. (11) Continuity and Grounding: All rigid metallic conduit, flexible steel conduit and flexible armored cable shall be fastened to each adjacent section and to all boxes, fittings, and equipment with firm, clean metallic contact so that the 10 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. entire conduit system is well and continuously - grounded. (12) Conduit runs crossing expansion joints in concrete shall be provided with conduit expansion fittings similar to O.Z. Type EX or O.Z. Type DX where applicable. (13) Cleaning of Conduit: Conduit shall be cleaned of all obstructions and dirt prior to pulling in wires or cables. This shall be done with ball mandrel (diameter approximately 85% of conduit inside diameter) followed by close fitting wire brush and wad of felt or similar material This assembly may be pulled in together with, but ahead of, the cable being installed. Any conduit which rejects the ball mandrel shall be cleaned in an approved manner at no additional cost, 14. CONDUIT LAYOUTS a. Conduits are shown diagrammatically only, and the -^ drawings do not necessarily show the total number of conduits for the circuits required, nor are the locations of indicated runs intended to show the actual routing of conduits. The Contractor shall furnish, install and place in satisfactory condition, ready for operation, all conduits, cables and all other material needed for the complete alarm, power and other electrical systems indicated on the drawings. Additional conduits and the required wiring shall be installed by the Contractor wherever needed to complete the installation of the specified equipment furnished. b. The location of equipment, wireways and similar matters, as shown on the drawings, are approximate only and exact locations shall be as approved by the Engineer during construction. The Contractor shall obtain in the field ^, all information required for the placing of his work. 11 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. 15. CONDUIT FITTINGS a. Conduit fittings shall be malleable or cast iron with threaded hubs and full body design. Covers shall be of stamped metal. Where vapor or weather proof construction is required, blank covers shall be heavy cast metal with composition gaskets. b. All ferrous metal conduit fittings shall be cadmium plated or galvanized. c. Conduit fittings for exposed work shall be equal to Grouse-Hinds Series OE for explosive areas and Grouse Hinds series Form B for all others. d. Outlets for switches and receptacles and small junction and pulling point boxes shall be FS or FD type as manufactured by Grouse-Hinds or Appleton. e. Provide all pipe unions, reducers, conduit caps and any other miscellaneous fittings and hardware required to complete all conduit runs'. f. Lock nuts and proper insulating type bushings shall be used as required. 16. CONDUCTOR Care shall be used when installing conductors to prevent damage to the conductor insulation and no excessive strain shall be exerted on the wires. 17. raT a. Contractor shall furnish, install, connect, test and place in satisfactory operating condition, ready for service , all cable and wire required for new service connection to all utility meters, electric power panels, motor controllers, motors, signal indicating and alarm equipment, motor control stations, and existing equipment. b. Wire for branch circuits shall be no smaller than No. 12 AWG. Wires of greater size, as indicated or required, shall be used to minimize voltage drops where circuit runs are exceptionally long. c. The number of wires indicated on the drawings for the various circuits are determined for general schemes of control and particular systems. The actual number of 12 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. wires installed for each circuit shall in no case be less than the number indicated, and the Contractor shall add as many wires as may be required for the actual equipment furnished at no additional cost to the Owner. d. Where enclosure sizes of terminals at control devices furnished make 7 strand No. 12 AWG wire termination impractical, the Contractor shall terminate external circuits in junction boxes of proper size and shall install No. 14 or No. 16 stranded wires in conduit from junction boxes to enclosures. e. All cable shall be copper. The type of insulation and voltage ratings of wire and cable for various applications shall be as follows: (1) 480V power feeders, motor feeders and single conductor control cable shall be provided with a cross linked polyethylene insulation type XHHW of a flame resistant construction. All cable shall have a 600 volt insulation rating. (2) Multi Conductor: Control cables shall be provided with flame resistant cross linked polyethylene 600V insulation. Cables shall be equal to Rockbestos Firewall III. (3) All conductors for power, control, and indication shall be stranded. (4) All cable shall be "Megger" tested. "Megger" tests of the insulation of all cable will be accepted when the megger shows the insulation resistance to be not less than one (1) megohm per 100 volts at 20 degrees C using a 1000 volt megger. (5) Instrumentation signal conductor cable shall be shielded, twisted pair copper wire with copper drain wire and chlorosulfonated polyethylene jacket. 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 and below shall be color coded as follows: 13 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. Color 480V 120V Black Phase A Phase A, B, C Blue Phase B Red Phase C White Neutral Neutral Green Equipment'Ground Equipment Ground Control Wiring - Single conductor control wiring shall be color coded Red. Any wiring entering a motor control center or control panel equipped with power disconnecting device shall be color coded Yellow if it introduces an external source of voltage into the compartment when the disconnecting device is opened. The colors shall be factory applied the entire length of the cable*. On-site coloring or the application of color pressure sensitive tapes on the ends of conductors for color coding will not be allowed. (7) All cables must be manufactured within six (6) months prior to the installation and delivered to the job site in their, original package or on factory reels. (8) The manufacturer of each cable type shall furnish certificates of compliance with these Specifications. f. Installation (1) The cable manufacturer's recommended minimum cable bending radius and handling instruction shall be observed at all times during handling o-f the cable to prevent damage to conductor insulation and the jacket during all stages of installation. (2) Wire and cable shall not be drawn into conduit and raceways until all conduit work is complete. The inside of conduits and raceways shall be dry and clean before wires are pulled. (3) All wires and cables shall be continuous from origin to destination without running splices in intermediate pull boxes, splicing chambers or pull chambers. Sufficient free wire or cable shall be provided to ease connection to all equipment. 14 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. (4) Care shall be used when installing conductors to prevent damage to the conductor insulation and no excessive strain shall be exerted on the wires. No oils, greases or compound other than powdered soapstone shall be used as a lubricant to aid in the installation of conductors. (5) Cable shall not be flexed or pulled when the temperature of the insulation or of the jacket is such that damage will occur due to low temperature embrittlement. When cable will be pulled with an ambient temperature within a three day period prior to pulling is 40 degrees F or lower, cable reels shall be stored during the three day period prior to pulling in a protected storage with an ambient temperature not lower than 55 degrees F and pulling shall be completed during the work day for which the 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 equal to twice the conduit diameter. This shall apply for all junction boxes and conduit connections to equipment. All outdoor equipment shall be permanently sealed at the base, and all openings into equipment shall be screened or sealed as required to prevent the entrance of rodents and insects. 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 with weatherproof covers. Boxes and covers shall be anodized >"* cast aluminum where not in contact with concrete or galvanized cast iron with threaded hubs, Crouse-Hinds Type FS or FD. Where dissimilar boxes and conduits are used, recommended fittings and compound shall be used for connections. c. Convenience receptacles (NEMA configuration 5-15R) shall be duplex, 2 pole, 3 wire, grounded, rated 15 amperes at 125 volts. Each receptacle shall be brown composition base suitable for side and back wiring having polarized slots with "U" shaped slot and green terminal screws for 15 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 ed*r associates consulting engineers, p.c. grounding. Receptacle shall have break-off feature for two circuit installations and mounting strap with washer plaster ears. Contacts shall be of phosphor reinforced with spring steel clips. Convenience receptacles shall be for outside use and equipped with ground fault interruption capability, U.L. listed, comply with U.L. Standard U943 for Safety Class A, and shall be made in accordance with NEMA Standard WD 1-1.10. The GFI receptacles shall be General Electric Co. TGTR115 with General Electric Co. Cat. No. T11V wall plates. 19 . a. The control panels shall be installed where indicated on the drawings. Contractor shall submit shop drawings of control panel installation details. All control panels mounted outdoors shal 1 be total ly wea therproo f . All control panels mounted indoors shall be NEMA 12 enclosures. b . Control panels shall include all indicating lights , control power transformers, relays, alarms and similar devices as indicated on the drawings and as required to perform the complete system function. c. Control panels supplied by the Owner shall be coordinated and installed by the Contractor . Contractor shal 1 furnish all necessary supports, hardware and additional equipment required for a complete and operable installation. 20. SAFETY DISCONNECT SWITCHES Safety disconnect switches mounted within a building or structure shall be Cutler-Hammer heavy duty type in a NEMA 12 enclosure. Safety disconnect switches mounted outdoors shall be Cutler-Hammer heavy duty type in a NEMA IV X enclosure or equivalent. 21. MTSCBMAMBOTfi ffMcnucxL ITEMS a. 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 the requirements of Fed. Spec. QQ-S-517d for "Solder; Tin Alloy, Lead Tin Alloy; and Lead Alloy." c. Friction tape shall meet requirements of Fed. Spec. HH-1-553 for "Insulation Tape, Electrical, (Rubber 16 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. Natural and Synthetic).1* Plastic tape shall meet the applicable requirements of Mil. Spec. MIL-1-24391A. 22. TESTING a. The inspection and tests specified herein establish minimum acceptance requirements. b. All inspections and tests specified herein shall be made by the Contractor in the presence of the Owner's representative. c. The Contractor shall notify in person or by letter all interested 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 specified herein, and shall furnish a legible copy of each test to the Owner. This shall include written megger test results of all 460 volt, 3-phase motors. e. The Contractor shall replace any work found defective under test and shall retest such work after replacement. f. Final acceptance of the work depends on successful completion of complete operational tests on all equipment to show that the equipment will perform the functions for which it was designed. g. Wire and cable installation shall be checked for workmanship, correctness of connections, proper phasing and freedom from grounds and shorts. h. Tests shall.be made for continuity and identification of each conductor. Both ends of a given conductor shall be identified alike, with same circuit number. Before circuit terminal connections are made, continuity and identification shall be checked by means of a DC test device using a bell or buzzer to ring out the wires, or with battery phones. i. Cables for 480 volt service shall be tested with a 2000V megger between phases and between each phase and ground, with test maintained until readings are steady for one (1) minute. Lighting transformer primaries shall be similarly tested between all phases tied together and ground with secondaries grounded. Minimum megger readings shall be 30 megohms. 17 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 associate* consulting •ngin**™, p.c. j. Cables for lower voltages, including all control wires, and lighting transformer secondaries shall be similarly tested, utilizing a 1000V megger with minimum megger readings, in accordance with H.E.C. k. Megger tests to be made to ground with all covers or equipment, motor connection made up, and cover on motor box. 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 together and ground. Minimum megger readings shall be one megohm. o. Short operational tests shal1 be conducted with each motor to check for proper rotation, lubrication, excessive vibration, adjustment and alignment. At the time this test is made, observe that the motor starter, associated relays and pilot lights are operating properly. p. Check to see that 3-phase, 460 volt motors and equipment have a direct connection to ground. q. Check to see that the neutral conductor (white) is not grounded at any point, except at the power source. r. Check to see that wells and monitoring wells, control panels and starters are properly grounded. s. When signal and instrumentation circuits are being tested, adequate precautions shall be taken to insure that 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 of conduits and conduit accessories. Check condulets, junction boxes and outlet boxes • for loose or missing covers. Replace all missing covers. u. The initial energising of all 480 volt system equipment and circuits, including the secondary main breakers and 18 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c. feeder breakers shall be done only by responsible personnel as directed by the Owner's representative. 23. INSTRUMENTATION (1) General The Contractor shall furnish and install one transmitter panel near storm sewer (approximately three blocks from National Presto site), one receiver/recorder panel near Monitoring Wells EW-1 and EW-2, and one receiver/ recorder panel near recovery wells EW-3 and EW-4. The receiver/recorder panels shall have provisions to shut down the new four submersible pumps upon receiving the high-level signal from the transmitter panel. When this signal is received, a recorder will be activated and monitor the time the pumps are shut down. This recorder shall also be provided with a 24-hour battery power backup 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 19 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 td«r associates consulting *ngin**n, p.c. NATIONAL PRESTO INDUSTRIES, INC. BAU CLAIRE, WISCONSIN MOTOR LIST |;,:,;- ::;g: f. • SSS-^lps^isS*! • It'enftlN^^^S2MS^*iJP^^^fei@ 111!!! i Amps ' 301 Submarsibla Pump BW-3 10 440 3 14 310 Submarsibla Pump EW-4 10 460 3 14 320 Submarsibla Pump EW-1 7.5 460 3 11 330 Submarsibla Pump EW-2 7.5 460 3 11 NOTE: All pumps to ba automatically shut down upon racaiving high-watar laval alarm signal via float switch in storm savar. 20 Elactrical Work Saction 16A DATE: 1/22/92 REVISED: 4/7/92 eder associates consulting engineers, p.c NATIONAL PRESTO INDUSTRIES, INC EAU CLAIRE, WISCONSIN CABLE & CONDUIT SCHEDULE Conduit Siz« TYP* Front To Cable Purpose No. . : Size Fl 1" GS Existing Northern New Wireway 3 #6 460V, 30 State Utility No. 1 Supply Pole F2 1" GS Existing National New Wireway 3 #6 460V, 30 Presto Service No. 2 Supply Pole F3 1" GS Existing Northern New Utility 3 #6 120/240V, State Utility Meter by 10 Supply Pole Remote Storm Sewer 301-01 14" GS Wireway No. 2 Submersible 3 #12 Motor Leads Pump EW-3 310-01 14" GS Wireway No. 2 Submersible 3 #12 Motor Leads Pump EW-4 320-01 tt" GS Wireway No. 1 Submersible 3 #12 Motor Leads Pump EW-1 330-01 %" GS Wireway No. 2 Submersible 3 #12 Motor Leads Pump EW-2 401-01 1" GS Utility Meter by New 3 #6 120/240V, Remote Storm Disconnect 10 Supply Sewer Switch 401-02 1" GS Disconnect Switch Transmitter 3 #6 120/240V, Panel 10 Supply 401-03 'A" GS Transmitter Panel Float 2 #12 Signal Switch 21 Electrical Work Section 16A DATE: 1/22/92 REVISED: 4/7/92 APPENDIX D "CAPTURE-ZONE TYPE CURVES: A TOOL FOR AQUIFER CLEANUP" Capture-Zone Type Curves: A Tool for Aquifer Cleanup by Iraj Javandel and Chm-Fu Tsanga ABSTRACT The NPL identifies the targets for long-term action Currently a common method of aquifer cleanup is to under the "Superfund" law (CERCLA, 1980). extract the polluted ground water and, after reducing the This list has been continuously growing since concentration of contaminants in the water below a certain October 1981 when EPA first published an inteh**? level, the treated water is either injected back into the aquifer, or if it is environmentally and economically priority list of 115 sites. In addition, as of October feasible, released to a surface-water body. The proper 1984, EPA has inventoried more than 19,000 design of such an operation is very important, both uncontrolled hazardous waste sites. The ground economically and environmentally. In this paper a method water beneath many of these sites is contaminated is developed which can assist in the determination of the with various chemicals. Based on the Sec. 104.(a)(l) optimum number of pumping wells, their rates of discharge of CERCLA, the EPA has the primary responsibility and locations, such that further degradation of the aquifer is avoided. The complex potential theory has been used to for managing remedial actions at these sites unless derive the equations for the streamlines separating the it is determined that such actions will be done capture zone of one, two, or more pumping wells from the properly by the owner or operator of the facility, rest of the aquifer. A scries of capture-zone type curves are or by any other responsible party. presented which can be used as tools for the design of Once a plume of contaminants has been aquifer cleanup projects. The use of these type curves is shown by an hypothetical field case example. identified in an aquifer and it has been established that remedial action should be undertaken, the INTRODUCTION major task for the person in charge is to determine A recent publication by the Environmental which remedial alternative is cost-effective. This i*^s Protection Agency (EPA, 1984) refers to the required by Sec. 105(7) of CERCLA (1980) and location of 786 hazardous waste sites, out of which Sec. 300.68(J) of the National Contingency Plan 538 had met the criteria for inclusion in the (1983). One alternative for remedial action is National Priorities List (NPL) and another 248 aquifer cleanup. sites had been proposed for addition to the NPL. Currently a common method of aquifer cleanup is to extract the polluted ground water and, after reducing the concentration of contaminants in the water to a certain level, the treated water is either reinjected into the aquifer, or, if it is per- mitted and feasible, it is released to a surface-water body. a Earth Sciences Division, Lawrence Berkeley Given a contaminant plume in the ground Laboratory, University of California, I Cyclotron Road, water and its extent and concentration distribution, Berkeley, California 94720. Received July 1985, revised October 1985, accepted and, further assuming the source of contamnation December 1985. has been eliminated, one has to choose the least Discussion open until March 1, 1987. expensive alternative for capturing the plume. 616 Vol. 24, No. 5-GROUND WATER-September-October 1986 vlaj°r questions to be answered for the design of SINGLE-WELL CAPTURE-ZONE "VPE CURVES oich projects include the following: 1000. 1. What is the optimum number of pumping wells required? 500. - 2. Where should the wells be sited so that no contaminated water can escape between the 0. - pumping wells? 3. What is the optimum pumping rate for each -500. - well? 4. What is the optimum water treatment method? -1000. C 5. Where should one reinject the treated water -500. 0. 500.1000.1500.2000.2500. back into the aquifer? Meters The purpose of this paper is to introduce a Fig. 1. A set of type curves showing the capture zones of a simple method for answering four of the above single pumping well located at the origin for various values questions which are of hydraulic nature. of (Q/BU). First, we shall develop the theory and give a series of sample type curves which can be used as tools for aquifer restoration. Then, the procedure equation (1) is the ratio (Q/BU) which has the for application of the curves will be given in dimension of length (m). Figure 1 illustrates a set answering the above questions. of type curves for five values of parameter (Q/BU). For each value of (Q/BU), all the water particles THEORY within the corresponding type curve will eventually Consider a homogeneous and isotropic aquifer go to the pumping well. Figure 2 illustrates the with a uniform thickness B. A uniform and steady paths of some of the water particles within the regional flow with a Darcy velocity U is parallel to capture zone with (Q/BU) = 2000, leading to the and in the direction of the negative x-axis. Let us pumping well located at the origin. The intersection propose that a series of n pumping wells penetrating of each of the curves shown in Figure 1 and the the full thickness of the aquifer and located on the x-axis is the position of the stagnation point whose y-axis are used for extracting the contaminated distance from the well is equal to Q/2?rBU. In fact, water. For n greater than one we want to find the equation (1) may be written in nondimensional maximum distance between any two wells such form as that no flow is permitted from the interval between the wells. Once such distances are determined we YD =±T-T-tan11 M1 Y—D (2) are interested in separating the capture zone of 2 ZJT XD those wells from the rest of the aquifer. We shall where yD = BUy/Q, dimensionless, and start with n = 1 and expand the theory for larger values of n. The following development is based on application of the complex potential theory 1000 (Milne-Thomson, 1968). Case 1, n - 1 500. - In this case for the sake of simplicity and without losing the generality, we shall assume that the pumping well is located at the origin of the coordinate system. The equation of the dividing streamlines which separate the capture zone of this well from the rest of the aquifer is 1 J tan' - (1) 0. 500. 1000. 1500. 2000. 2500 2BU Meters where B = aquifer thickness (m), Q = well discharge Fig. 2. The paths of some water particles within the capture rate (mVsec), and U = regional flow velocity zone with (Q/BU) - 2000, leading to the pumping well (m/sec). One may note that the only parameter in located at the origin. 617 0.50 the distance between the two wells, again two stagnation points will appear on the negative x-axis. 0.25 f- one moving toward the origin and the other away from it, and still no fluid particles could escape from the space between the wells. The following 0.00 derivation gives the reason for such behavior. To find the position of the stagnation points one must set the derivative of W to zero: dW Q 1 1 (6) dz 2*6 z - id z + id -1.0 0.0 1.0 2.0 3.0 4.0 5.0 The roots of equation (6) are given by .., Q Fig. 3. Nondimeniional form of the capture-zone type ± V[QV(rrBU):] - 4d:) (7) curve for a single pumping well. When 2d > Q/rrBU, that is, the distance between the two wells is larger than Q/rrBU, equation (7) XD = BUx/Q, dimensionless. Figure 3 shows the would give two complex roots. Each of these roots nondimensional form of the capture-zone type corresponds to the position of a stagnation point curve for a single pumping well. behind each pumping well. The coordinates of these two stagnation points are Case 2, n =• 2 Here, we shall consider two pumping wells - [Q2/(7rBU)3]) located on the y-axis, each at a distance d from the origin. Each well is being pumped at a constant and rate Q. The complex potential representing the combination of flow toward these two wells and the uniform regional flow is given by Note that only when 2d > Q/irBU the coordinates of these two stagnation points become approxi- ln(z + id)] +C (3) mately [-(Q/2irBU),d] and [-(Q/2ffBU),-d]. When 2d > QArBU, contaminated water can escape from the space between the two pumping wells; where z is a complex variable which is defined as the larger the distance, the more fluid will escape. x + iy and i = >/-!. It is apparent from equation (7) that if the distance The velocity potential * and stream function between the two wells 2d is equal to Q/irBU, then ^ for such flow system are the real and imaginary both roots of equation (6) are equal and real such pans of W in equation (3) which can be written as that z, - (8) ..... (4) In this case we shall have one stagnation point on Q y-d y + d = Uy + —- {tan'1 -—— + tan'1 -——} (5) the negative x-axis whose distance from the origin is Q/27rBU. Under this condition no flow can pass In general, when the distance between two wells is between the two pumping wells. too large for a given discharge rate Q, a stagnation Finally, if 2d < QArBU, equation (6) would point will be formed behind each pumping well. In yield two real roots. The coordinates of the two this case some fluid particles are able to escape from stagnation points corresponding to these two roots the interval between the two wells. When the are distance between these two wells is reduced while -4d2,0) keeping Q constant, eventually a position will be reached where only one stagnation point will and appear and that would be on the negative x-axis. In this case no fluid particles can escape from the -4d3,0} space between the two wells. If we keep reducing 618 Obviously, when 2d becomes smaller and smaller, DOUBLE-WELL CAPTURE-ZONE TYPE CURVES •is 1500. Ot\e of these points tends to the origin and the other one tends to the point with coordinates of [-(Q/ffBU), 0]. When 2d < Q/ffBU, no flow can 1000. pass between the two pumping wells. Therefore, it is established that the condition for preventing the 500. - escape of contaminated fluid between two pump- ing wells separated by a distance 2d is Q. - 2d< (9) -500. - rrBU The optimum condition is achieved at the -1000. h limit when 2d = Q/ffBU and the distance of the stagnation point from the origin is (Q/2ff8U). The -1500. equation of the streamlines passing through this -500. 0. 500. 1000. 1500, 2000. 2500. 3000. stagnation point is Meters ,y-d y + d Q Fig. 5. A set of type curvus showing the capture zones of (tan M - —— tan"1 - —— ) = ± — (10) 2ffBU x BU two pumping wells located on the y-axis for various values of (Q/BU). One may note that again the only parameter in equation (10) is (Q/BU). Figure 4 shows the plot a pair of these streamlines for (Q/BU) = 800; Case 3, n * 3 some useful distances on this figure are also In this case we shall consider three pumping identified. Figure 5 gives a set of type curves wells, one at the origin and two on the y-axis at illustrating the capture zones for two pumping (0, d) and-(0, -d). The regional flow, as before, has wells and for several values of parameter (Q/BU). a velocity of U and is parallel to and in the direction One may note that equation (10) also can be of the negative x-axis. The complex potential repre- written in nondimensional form as senting flow toward these three wells and the ., yo uniform regional flow is given by + — [tan" + tan l - -] =±1 2rr —— [lnz + ln(z-id) C (12) -. (U-) 2 IT 8 where yo = BUy/Q, dimensionless; and The velocity potential 0 and the stream function \l/ XD = BUx/Q, dimensionless. for this flow system are given by {In(x3+y>) ln[x (y + d)J] } -t- C (13) 1000 y y-d y+d (tan"1 - + tan"1 -—— + tan"1 ——) (14) 500 2ffB Here alsot when d is large, fluid will escape between the wells and three stagnation points will be formed, one behind each well. Keeping the rate of discharge of each well constant and reducing the distance -500 between each pair of wells, eventually a position will appear where no flow will pass in between the -1000 wells. -500. 0. 500. 1000. 1500. 2000. 2500. Again, to find the position of the stagnation points one must set the derivative of W in equation Meters (12) equal to zero: Fig. 4. Capture zone of two pumping wells properly located dW Q 1 1 1 to prevent any leakage from the space between the two _ IT _ r _ ] =0 (15) wells. "dT 2nB z z- id z + id Equation (15) may be written as THREE-rtELL CAPTURE-ZONE TYP£ C 3 ll' d' — - (16) A Z" A " where A = -(2rrBU)/Q. The discriminant of equation (16) may be written as _ .. . d4 d: 1 It can be shown easily that D is positive, except for the limiting case when d - 0. In that case D vanishes, too. As a result, when d ^ 0 equation (16) has one real root and two oiher roots which are complex conjugates of each other. When d > Q/2nBU we obtain three stagnation -500. 0. 500. 1000. 1500. 20CO. 2500. 3000 points located at Meters Q Q Q Fig. 6. A set of type curves showing the capture zones of z, . (- __!_, 0), Z2 : (- ————, d), Z3 : (- —-^- , -d) 2;rBU 27TBU three wells all located on the y-axis for various values of (Q/BU). When d becomes smaller and smaller, that is, the distance between the wells decreases, the stagnation point on the x-axis moves away from the origin and the other two tend to come closer to the (18) is dependent on one parameter (Q/BU). y-axis while appraoching the x-axis. Such that for 6 shows a set of type curves illustrating the capture d = (2 V2) Q/2ffBU the position of stagnation zones for three pumping wells located on the points are y-axis for several values of parameter (Q/BU). Note that one of the pumping wells is located at the origin and the other two are on the positive and ,0),z :(-0.73 i p 2ffBU a ' ' negative y-axis with a distance of V2 Q/n-BU from the origin. Here, one can also write equation (18) in a nondimensional form as The value of d = (2 Vl) Q/27rBU is the 1 maximum distance between two pumping wells + — [tan" — + tan" where no fluid could escape between the wells. One may note that this distance is approximately 1.2 ., XD +(V2/ir) I tan times the optimum distance between two wells for X 2 the case of n = 2. Eventually, when d becomes zero, that is, where XQ and yp are dimensionless coordinates as when the outer two wells coincide with the middle defined before. one, three roots of equation (16) correspond to one stagnation point on the negative x-axis with a General Case distance of 3Q/2jrBU from the origin and the other We shall now attempt to extend the solution two collapse at the origin. At the optimum condi- for a larger number of pumping wells. Table 1 tion, the equation for the streamlines passing shows some characteristic distances for the cases through the stagnation point on the negative that we have already discussed. There are two x-axis becomes generalizations that one can infer from Table 1. (1) The distance between dividing streamlines far y+ ———(tan'1 — + tan ) = ± upstream from the wells is equal to (nQ/BU) and 7 2;rBU x 2BU it is twice the distance between these streamlines at the line of wells. (2) The equation of the dividing ...... (18) streamlines for the case of n pumping wells can be where d = VI Q/(7rBU). Since d is only a function written down by comparing the corresponding of (Q/BU), it is apparent that once again equation equations for one, two, and three pumping wells; 620 1. Some Characteristic Distances in Flow Regimes parameter (Q/BU). Note that two of the wells are for One, Two, and Three Pumping Wells Under a on the positive and the other two are on the Uniform Regional Ground-Water Flow negative y-axis. The distance between each pair of : lumber of Optimum distance Distance between Distance between wells depends on the type curve (i.e., Q/BU value) pump"1* *ell» between e&ch pur dividing streamlines itreamlines chosen. Once the type curve is selected, the optimum of pumping wells it iht line of far uplift im from vvttlj the wells distance between each pair is d = 1.2 Q/(*BU). i___— —————— , Q one _2_ 1BV ai- APPLICATION —— ——————— ' As was discussed earlier, presently a common •3 two _2_ 1S. *BU BU av method of aquifer cleanup is extracting the polluted ground water, removing from it the contaminants, •v'i Q thre* 39 H '8V 1BV BU and disposing or reinjecting the treated water. I —————————— Naturally, the cost of such operation is a function of the extent of cleanup. However, the important point is that once the maximum allowable contam- inant level of certain chemicals is given, the cleanup ——^^ — (taf n -l1 —, — + tan process should be designed such that U) the cost is 2rrBU x minimum, (2) the maximum concentration of a contaminant in the aquifer at the end of the + tan (20) 2BU operation does not exceed a given value, and (3) the operation time is minimized. To insure that where ylt y2, . . . yn are y-coordinates of pumping the above conditions are satisfied, one has to wells 1,2,..., and n. answer those questions which were posed in the Finding the optimum distance between two Introduction. adjacent pumping wells when n gets larger than The exact solution to this problem could be four becomes quite cumbersome. Our investigation quite complex and site-specific. However, the indicates that for the case of four pumping wells, following simple procedure could be useful for the optimum distance between two adjacent many cases and could avoid common errors. pumping wells is approximately 1.2 Q/(*BU) which The criteria which we want to follow is that, is about the same as for the case of three pumping to the extent which is possible, only those particles wells. Figure 7 shows a set of type curves for the of contaminated water which are within the case of four pumping wells for several values of specified concentration contour line should fall in the captured zone of the pumping wells. Suppose a plume of contaminants has been FOUP-WELL CAPTURE-ZONE TYPE CURVES identified in an aquifer, the concentration distribu- 1500. tion of certain chemicals has been determined, and the direction and magnitude of the regional flow 1000. field is known. Further assume that the sources of contamination have been removed. The last 500. assumption is not a requirement for this technique, i however, it is logical to remove the sources of i o. contamination, if they are still active, before i proceeding for cleanup. The following procedure leads to answers to the above questions. -500. 1. Prepare a map using the same scale as the type curves given earlier in this paper. This map -1000. should indicate the direction of the regional flow at the site. Furthermore, the contour of the maxi- -1500. mum allowable concentration in the aquifer of a -500. 0. 500. 1000. 1500. 2000. 2500. 3000, given contaminant should be indicated (from here Meters on it will be called the contour line of the plume). Fig. 7. A set of type curves showing capture zones of four 2. Superimpose this map on the set of type pumping wells, all located on the y-axis for several values of curves for one pumping well given in Figure 1. (Q/BU). Make sure that the direction of the regional flow 621 on the map marches the one in Figure I. Move the contour map becomes parallel and opposite to the contour line of the plume toward the tip of the direction of regional flow on the type curves. By sc capture curve and read the value of Q/BU from the doing, we ensure that all the particles of the inject^ particular curve which completely encompasses the water stay within the present position of the contour line of the plume. contour line of the plume and force the contami- 3. Calculate the value of Q by multiplying nated water toward the extraction wells. The only (Q/BU) obtained in step 2 by (BU), the product of shortcoming of this technique is that a small the aquifer thickness, B, and the magnitude of volume of the contaminated water currently locate regional velocity U. at the tail of the plume will fall within a zone of 4. If the well is able to produce the required relatively very small velocity and mav stay there discharge rate Q obtained in step 3, we have for a long time. This also can be overcome by reached the answer. That is, one is the optimum moving the recharge well(s) upstream as much as number of pumping wells. Its optimum location is half of the distance between the calculated copied directly from the position of the well on location and the rail of the plume. the type curves to the contour map at the matching position. EXAMPLE 5. If the well is not able to produce at such a This example is designed to illustrate the use rate, then one has to follow the above procedure of this technique for aquifer cleanup. It is assumed using the type curves for two pumping wells given chat leakage from a faulty injection well has in Figure 5. After identifying the appropriate type contaminated a confined aquifer with trichloro- curve and calculating the rate of discharge for each ethylenc (TCE). A thorough investigation of th^ site well, one has to investigate the capability of the has identified the TCE concentration distribui^^ aquifer to deliver such discharges to both pumping as given in Figure 8. Hydrologic studies have wells. An important point to note is .that because revealed the following data: aquifer thickness, 10 m; the zones of influence of two wells have some regional hydraulic gradient, 0.002; aquifer hydraulic overlap, one may not be able to pump the same conductivity, 10"4 m/s; effective porosity, 0.2; amount of flow rate from each individual well as storage coefficient, 3 X 10"s; and permissible draw- one could from a single well, for the same down at each well, 7 m. allowable drawdown. Suppose we want to clean the aquifer such If the aquifer is capable of delivering such that maximum remaining TCE concentration after flow rates to both pumping wells, then the the cleanup operation does not exceed 10 ppb. To optimum number of pumping wells is two, and optimize the aquifer cleanup operation cost we their position can be traced directly from the type want to minimize the cost of pumping the contam- curves at the matching position. Note that the inated water and treating it at the surface. Reinjec- exact distance between each pair of wells depends tion of the treated water is an option which should on the choice of the type curve and should be not be ignored. calculated from the equations given before. The first step is to choose the optimum However, if the aquifer is not able to deliver that number of pumping wells, their location, and rate of discharge required for each well, then one has to use the type curves for the three-well case as given in Figure 6. This procedure could be carried out until the optimum number of wells are found. If one decides to reinject the treated water back into the aquifer, then one strategy could be to do this at the upper end of the plume. This would substantially shorten the total cleanup time of the aquifer. To find the appropriate location for the reinjection well(s), one can use the same technique which we introduced for siting the extraction wells, neglecting the interference between the recharge TCE CONCENTRATION and extraction wells. Here, one should match the 900 lOOOnt in ppb contour line of the plume with the type curves in a way that the direction of regional flow on the Fig. 8. Observed TCE concentration distribution. 622 calculate their rate of discharge, using the procedure contour on the double-well capture-zone type given above. Figure 8 includes the contour line of curves given in Figure 5. Matching the direction 10 ppb. The area within this curve identifies the of the regional flow and moving the contour line to zone where the TCE concentration is above 10 ppb the left, we see that the capture curve with chat should be captured and treated. Direction of Q/BU = 1200 completely encompasses the 10 ppb the regional flow is also shown in this figure. The contour. The corresponding rate of discharge for scale of this map is identical to that of Figure 1. each of the two wells now becomes Q = 0.0024 Superposition of this map on Figure 1 and match- mVsec. ing the direction of flow indicate that the size of To check the drawdown at each of these two the area within the 10 ppb contour is larger than wells, we should add the drawdowns of both wells all of the type curves presented in Figure 1. at the position of each well. The optimum distance Although one could easily prepare other type between these two wells is obtained from curves with larger values of (Q/BU), extrapolation equation (9): suggests that a type curve with Q/BU = 2500 will „, Q encompass the 10 ppb contour line. Now we = 382m (24) TrBU should first calculate the regional velocity U: and drawdown at each of these two wells is obtained 4 7 U = Ki = (10' m/s)(0.002) = 2.0 X10' m/sec (21) from 2.3Q 2.25KBt , 2.25KBt Therefore, the corresponding discharge rate of the Ah = log 2 (25) well is 4rrKB (2d) S Substituting for 2d, the drawdown after one year becomes 6.57 m. Generally, the well losses for small discharge rates such as 0.0024 mVsec are (2500 m)00 m)(2 X 10'7 m/sec) = 5 X 10'3 mVsec small. However, if the amount of well losses ..... (22) together with the calculated drawdown 6.57 m become larger than the assumed maximum allow- Since cleanup operation usually lasts for several able drawdown of 7 meters, we have to examine years, corresponding drawdown at the well bore the possibility of using three pumping wells. may be calculated using either the equilibrium or Superposition of the 10 ppb contour line with noncquilibrium equation for large values of time the three-well capture-zone type curves (Figure 6) such as a year or so: gives a matching parameter of Q/BU = 800. Figure 2.3Q , 2.25KBt 9 shows the 10 ppb contour line of TCE on the An s ——— log —-—— (23) 4rrKB 6 r'S where Ah = drawdown in the aquifer (m); Q = pumping rate (mVsec); K = hydraulic conduc- THREE-WELL CAPTURE-ZONE TYPE CURVES 1 tivity (m/sec); B = aquifer thickness (m); t - time t T T T T-'T T I r] I I"' T ] I ' 1 < 1 I I elapsed since the start of pumping (sec); rw = effective well radius (m); and S =* storage coefficient. Substituting for variables in equation (23), the value of drawdown after one year and for rw = 0.2 m becomes 9.85 m. Note that this calcula- tion gives drawdown only in the aquifer. To obtain total drawdown in the well, one has to add to it -SCO. - the well losses. These losses are a function of the well design, and the best way to obtain the total -1000. - drawdown in a well is to find the specific capacity of the well and its variation with the rate of dis- -1500. charge and time. In the above case, since the -500. a 500. lOOO. 1500. 2000. 3500. 3000. drawdown in the well is more than the permissible Meter* drawdown, we will have to use more than one Fig. 9. The 10-ppb contour tine of TCE at the matching pumping well. Thus, we superimpose the 10 ppb position with the capture-zone type curve oV (Q/BUI =» 800. 623 three-well capture-zone type curves at the matching assumption that no water with concentration position. The area within the contour line has been below 10 ppb is extracted by the wells. Our investi crosshatched for clarity. gation using RESSQ (Javandcl et ai, 1984) shows The rate of discharge for each pumping well is that it takes about 48 years to extract the total volume of contaminated water presently located Q = 800(10)(2X 10"7) = 0.0016 mVsec within the 10 ppb contour. This period could be Drawdown in the middle well is the sum of the shortened substantially if we reinject the treated drawdowns of the two lateral wells in that well water back into the aquifer at an appropriate plus its own drawdown, which amounts to 5.7 m. location upstream from the extraction wells. If we are convinced that the total drawdown is less To avoid mixing the highly contaminated than 7 m or field tests indicate that, then our water with the surrounding water, it is often optimum number of wells is three and the rate of beneficial to consider one or more extraction wells discharge from each one is 0.0016 mVsec. One of in the high concentration zone of the plume. The these wells is on the origin and the other two are technique described here could be used to site at (0, z 320) as shown in Figure 9. these wells. Extraction wells are assumed to penetrate and DISCUSSION be open over the total thickness of the aquifer. If The method introduced in this paper is the wells are partially penetrating the aquifer, the intended to provide guidance to proper siting of cleanup is effective at elevations corresponding to extraction wells and to determine their appropriate the screened zone and is subject to error in the rates of discharge for cleaning aquifers contaminated elevations corresponding to the nonpenetrated with hazardous chemicals. It is important to note zone of the aquifer. In other words, contaminants that the theory was developed based on the located in the nonpenetrated zone may not be assumption that the aquifer is confined, homoge- totally captured if the extraction wells are only neous, and isotropic. Obviously, for aquifers partially penetrating. Obviously, if the plume is consisting of impermeable clay lenses and high con- located only at the upper or lower part of the ducting flow channels, this technique may give aquifer, then partially penetrating extracting wells erroneous results. For example, in some fluvial are beneficial. aquifers, highly permeable channels can easily The method is based on two-dimensional flow carry away the contaminants at a much faster rate systems which implies that the aquifer is confined. than the general average regional flow. If the field For unconfined aquifers the solution is more investigation has clearly identified such a channel complex. However, if the amount of drawdown system, one can easily adapt this method to take it relative to the total saturated thickness of the into consideration, However, these features can be aquifer is small, the error is not expected to be missed during typical site investigations. Therefore, large. it is recommended that some array of monitoring wells be constructed downstream and beyond the SUMMARY - capture zone of the extraction wells. These wells Optimum design of the cleanup operation should be continuously monitored during the a contaminated aquifer is an important task for the cleanup operation to insure that such channeling people in charge of such activities as well as for the does not exist. regulatory agencies responsible for enforcing the Although this technique minimizes the cost of requirements set by law and the National Con- aquifer cleanup, it does not necessarily minimize tingency Plan. An important part of such task is the operation time. Once we choose the minimum capturing the contaminated water and pumping it pumping rate, it takes a long time to extract all of to surface. Rigorous analytical soltuions have been the contaminated ground water. In the example presented which give the position of stagnation described above, the total volume of contaminated points and optimum distances between pumping water within the 10 ppb contour is about 5.16 wells to avoid any escape of contaminated water million cubic meters (MCM). The rate of discharge between the wells. Equations for the dividing from all three wells is 0.0048 m3/sec which is about streamlines defining the capture zone of the 414.7 mVday. Therefore, ignoring biodegradation pumping wells from the rest of the aquifer are also and adsorption, the total period required to remove presented. A series of capture-zone type curves for 5.16 MCM of contaminated water at the above rate one, two, three, and four pumping wells are given, is about 34 years. This is, of course, based on the A procedure is recommended to facilitate selection 624 of the optimum number, location, and discharge Under the Comprehensive Environmental Response, est]- rate for the pumping wells. The criteria for such Compensation and Liability Act of 1980 40CFR300. —commendations include minimizing the cost, Amended by 48 FR 40669, September 1983. The Bureau of National Affairs, Inc. 5-672,101:1001-1043. 3voiding degradation of the water quality beyond Javandel, I., C. Doughty, and C. F. Tsang. 1984. Ground- thc selected zone, and achieving the goal that the water Transport: Handbook of Mathematical Models. maximum concentration of a contaminant in the American Geophysical Union, Water Resources aquifer at the end of operation does not exceed a Monograph 10, Washington, D.C. 228 pp. given value. In case that the treated water needs to Milne-Thomson, L. M. 1968. Theoretical Hydrodynamics. Macmillan Company, New York. 743 pp. be returned to the aquifer, a procedure is suggested U.S. Environmental Protection Agency. 1984. National for siting recharge wells. This is based on the Priorities List, 786 Current and Proposed Sites in capture-zone technique which avoids mixing of the Order of Ranking and State, Ocrober 1984. HW-7.2, created water with fresh water while reducing the 75pp. aquifer cleanup time. ACKNOWLEDGMENTS This work was supported by the U.S. Environ- Iraj Javandel received his Ph.D. in Civil Engineering, mental Protection Agency (EPA), Robert S. Kerr majoring in Geobydrology, from the University of California, Berkeley, in 1968, In 1969 be joined the Pahlavi Environmental Research Laboratory (RSKERL), University faculty in Shiraz, Iran, where he was an Associate in part pursuant to Interagency Agreement Professor and Chairman of the Civil Engineering Depart- DW 89930722-01-0 between the U.S. EPA and ment. He has also taught courses in fluid mechanics and the U.S. Department of Energy and in pan flow in porous media at the University of California, under U.S. Department of Energy Contract Berkeley. He has been a staff scientist in the Earth Sciences Division of the Lawrence Berkeley Laboratory since 1980. DE-AC03-76SF00098. The authors would like to His current principal interest is in hydraulics of wells, thank Jack W. Keeley and Joseph F. Keely of mathematical modeling of ground-water contamination, RSKERL for their technical guidance, encourage- aquifer restoration, and underground injection. ment, and review of this manuscript. We would Chin-Fu-Tsang received his Ph.D. in Physics from the also like to thank Marcelo Lippmann for reviewing University of California, Berkeley in 1969, and is currently this manuscript. a Senior Staff Scientist and Deputy Group Leader of the Hydrogeology and Reservoir Engineering Group in the Earth Sciences Division of the Lawrence Berkeley Laboratory. His REFERENCES research interests range from advanced well test methods to Comprehensive Environmental Response, Compensation, flow of fluids and contaminant transport through porous and Liability Act of 1980. Public Law 96-510. The. and fractured media. He has been the Editor of the Inter- Bureau of National Affairs, Inc. S-632, 71-0701-0716. national Seasonal Thermal Energy Storage Quarterly News- Environmental Protection Agency National Oil and letter and was one of the Editors for the Journal of Hazardous Substances Pollution Contingency Plan Environmental Geology. 625 APPENDIX E Results of On-Sita Sewer Evaluation eder associates consulting engineers, p.c. TABLE OF CONTENTS Paae LETTER CF TRANSMITTAL I. SEWER PIPE INSPECTION SUMMARY II. CONCLUSIONS AND RECOMMENDATIONS TABLE 1 - STORM SEWER PIPE SURVEY FIGURE 1 - MANHOLE SITE PLAN LOCATIONS ATTACHMENT A - VISU-SEWER CLEAN AND SEAL INC TELEVISION INSPECTION REPORT LOCljbt V'3i:ev eder associates Madison, ',VI Ann Arbor. Ml e consulting engineers, p. c. Augusta. QA June 24, 1992 File $497-14 Michael A. Gifford Remedial Project Manager Waste Management Division- Michigan/Wisconsin Branch EPA Region V 77 West Jackson-HSRW6J Chicago, Illinois 60604 Re: Results of On-site Sewer Survey National Presto Industries, Inc. Site Eau Claire, Wisconsin Dear Mr. Gifford: Pursuant to your request, the enclosed report summarizes the results of the on-site sewer survey conducted at the National Presto Industries, Inc. site. The survey indicates that overall the sewers are in good condition and need only minor repairs. Upon satisfactory completion of the repair work, the sewers should be adequate to convey the treated groundwater to the Eau Claire city sewer. If you have any questions, please call. Very truly yours, EDER ASSOCIATES CONSULTING ENGINEERS, P.C. Stephen Hadjiyai Project Manager SH/tg Enc. cc: J. Boettcher J. Lemcke Om Patel D. Manning R. Nauman W. Warren L. Eder LLV2341 480 FOREST AVENUE. LOCUST VALLEY. NEW YORK 1156O • (516) 671-8440 • FAX (516) 671-3343 eder associates consulting engineers, p.c. I. SEWER PIPE INSPECTION SUMMARY The on-site sewers that will be used in the groundwater remediation program at the National Presto Industries (NPI) site were inspected to determine the location of any blockages or obstructions as requested by the United States Environmental Protection Agency and the Wisconsin Department of Natural Resources. On January 29, 1992, Visu-Sewer Clean and Seal Inc. conducted a television inspection of the on-site sewers that would be used to convey treated groundwater to the Chippewa River via the Eau Claire City storm sewer system. Table 1 summarizes the observations made by the survey firm. Figure 1 presents a site plan of the manhole locations referenced in Table 1. The Visu-Sewer Clean and Seal Inc. survey report is attached. The survey was conducted between manholes (MH) Nos. 1 through 21 and covered a total sewer length of 3,442 feet. The sewers are constructed of concrete or vitrified clay pipe. In general, the sewers were not obstructed and showed only minor root growth. Minor cracks common to sewer pipe of this type was also observed. The summary indicates that the sewers should be able to accommodate the flows from the four extraction we11s . The condition of the sewer between MH-14 and the oil water separator inlet (MH-17A) could not be established, because the sewer contained standing water. A review of the sewer hydraulics indicates that the sewer and oil water separator elevations cause this condition. This standing water would be pumped out of the sewer in order to allow its inspection. The sewer piping between MH-17 and 20 could also not be inspected 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 train derailment. This sewer also contains standing water. The sewer would be repaired and the standing water removed prior to reinspection. The plant knew of a portion of the sewer near MH-9 which was bricked off in the past and this was indicated on the design drawings for the contractor to field verify. The survey verified this location. LLV2341 eder associates consulting engineers, p.c. II. CONCLUSIONS AND RECOMMENDATIONS Based on the inspection by Visu Clean, the overall condition of the NPI sewer that was inspected appears adequate to convey the treated groundwater to the city sewer. However, the following work is recommended. 1. Pump out and, if necessary, clean a portion of the sewer upstream of the oil water separator and reinspect.. 2. Repair the collapsed section of sewer near the railroad tracks and reinspect. 3. Remove the brick blockage near manhole 9 and replace this section of sewer. LLV2341 eder associates consulting engineers, p.c. NATIONAL PRESTO INDUSTRIES, INC. EAU CLAIRE, WISCONSIN TABLE 1 STORM SEWER PIPE SURVEY Location Pipe From - To Distance Type of Pipe Diameter Manhole 1 to 2 0 + 89 Concrete 8" Manhole 2 to 3 2 + 12 Concrete 8" Manhole 3 to 4 0 + 69 Concrete 8" Manhole 4 to 5 3 + 09 Concrete 8" Manhole 5 to 6 1 + 77 Concrete • 8" Manhole 6 to 7 1 + 95 Vitrified Clay 15" Manhole 7 to 8 2 + 65 Vitrified Clay 15" Manhole 8 to 9 Q + 75 Concrete 12" Manhole 9 to 10 3 + 28 Concrete 12" Manhole 10 to 11 0 + 75 Concrete 24" Manhole 11 to 12 2 + 31 Concrete 24" Manhole 12 to 13" 0 + -80 Vitrified Clay 24" Manhole 13 to 14 3 + 35 Vitrified Clay 24" Manhole 14 to 17A Piping not surveyed; camera underwater Manhole 17B to 18 1 + 44 Concrete 24" Manhole 18 to 19 4 + 30 Concrete 24" Manhole 19 to 20A 3 + 57 Concrete 24" Manhole 20A to 21 0 + 71 Concrete 24" Manhole 20 to 17 Piping not surveyed (collapsed pipe) NOTE: 1. 17A and B designate inlet and outlet to oil water separator 2. Obstruction in MH-9, bricked off downstream. LLV2341 OModatM consulting •ngbiMn, p.c. FIGURE 1 GROUNDWATER REMEDIATION STORMSEWER SITE PLAN NATIONAL PRESTO INDUSTRIES. INC. SITE EAU CLAIRE, WISCONSIN RECEIVED AT EA CLOSED CIRCUIT 2 1992 MM. TELEVISION INSPECTION OTHE REPORT FOR EAU CLAIRE, WISCONSIN NATIONAL PRESTO INDUSTRIES, INC, APRIL 1992 v7ieU-SEWE:= CLSAN S SEAL. ^J VA/ISCQIMSIIM MINNESOTA NS9 \A/1 4397 Bobolink Av«. 3849 Hsdberg priva MenamonBB Falls. Wl S3OS1 Minnaapolis. MN 55343 [414)252-3203 CS1 23 593-1 9O7 Fax 414-352-31 95 FaxS12-593-7SS2 VISU-3EWE?? CLEAN a SEAL, INC. 2849 Hedberg Drive. Minneapolis, Minnesota 55343 (612)593-1907 April 13. 1992 Mr, Bill Warren Eder Associates 315 West Huron Suite 240 Ann Arbor, Michigan 48103 Dear Mr. Warren, Enclosed are the results of the Closed Circuit Television Inspection conducted at the National Presto Industries Plant in Eau Claire, Wisconsin. A total of 3,442 lineal feet of sewer pipe was inspected. During the course of the inspection 6 of the 17 lines inspected shoved root growth in the pipe joints. Although the growth was minor, the roots could begin to become more active once the lines are put back into the service. The amount of root growth present should not hinder typical flows for which the sewer will be used. The sewer lines just upstream of the oil water separator could not be adequately inspected or cleaned. Those lines contain material which is going to take special handling to remove and clean up. If you have any questions, please give me a call. John F. Grove District Manager JFGigg memOer of Serving-Muniooanties. Utilities and Inauscry INDEX TELEVISION INSPECTION . 2 ABBREVIATIONS S DEFINITIONS MAP INDEX LOCATION tffi TO MH PAGE Presto Easement 1 to 2 1 Presto Easement 2 to 3 2 Presto Easement 3 to 4 3 Presto Easement 4 to 5 4 Presto Easement 5 to 6 5 Presto Easement 6 to 7 6 Presto Easement 7 to 8 7 Presto Easement 8 to 9 8 Presto Easement 9 to 10 9 Presto Easement 10 to 11 10 Presto Easement 11 to 12 11 Presto Easement 12 to 13 12 Presto Easement 13 to 14 13 Presto Easement 17B to 18 14 Presto Easement 18 to 19 15 Presto Easement 19 to 20A 17 Presto Easement 20AtO 21 18 -.ean a sea;, ^ric. i"i.439' boDOiir.K Ave., Menomonee ?'ai:s, i^none: MN 55343 Pnone: Sortware Release 3.1 Copvrignt 1990 - All Riants Keservea Sewer Type Sanitary Date 01/2^/1992 Location Presto Easement Direction Down Stream to tne s Precioit U Ground con 0 From MH 1 Surtace Non-paved To MH 2 Pipe Type 8-Concrete- 3.0 Lengtn 89.0 Video Tape 1:0000-0235 Footage Test and Seal Begin end Observations and Comments Value Pres Chem Gai 0 Upstream Manhole 41 Roots in Joint (range 1-10) m 48 Roots in Joint (range 1-10) m 51 Roots in Joint (range 1-10) m 56 Roots in Joint (range 1-10) m 58 Roots in Joint (range 1-10) m 61 Roots in Joint (range 1-10) ra 67 Roots in Joint (range 1-10) m 70 Roots in Joint (range 1-10) 1 70 Cracked Joint 73 Roots in Joint (range 1-lOj m 76 Roots in Joint (range 1-10) " m 79 Roots in Joint (range 1-10) m 89 Downstream Manhole Project: National Presto Crew Leader: BG Paae 1 i ?w e v -, 5 ar. » j e a. , . n ~ . --fj'- 2coo:ir.x .-we., Menomone*? • -% 0 « - rT. 0 P. P : i 4 i 4 ' neaoerc jr.- Minneaooi is . MN : Pnone: i612 software .re:ease 3.1 - conyriant Aii xiants xeservea Sewer Type sanitary Dar.e oi/ 2*'iy92 Location Presto Easement Direction uown scream to trie s Precioit 0 Ground Con u From MH 2 aurrace Non-oaved To MH 3 Pipe Tvoe a-ijoncrete- 3.U Lena t a 212.0 Viaeo Tape 1:0235-0940 Footage Test ana Seal begin end Observations and Comments Vaiue Pres Cnem o'ai C ; [Upstream Manhole e ! Roots in Joint (range 1-10) 3 8 ; Roots in Joint (range 1-10) 2 11 1 Roots in Joint (range 1-10) 2 12 ; Roots at a possible cracK on top ot pipe 14 1 Roots in Joint (range 1-10) 3 24 ; Roots in Joint ( range 1-10) 2 26 ; Roots in Joint (range i-10) 5 38 : Roots in Joint (range 1-10) 3 41 ; Roots in Joint (range 1-10 ) 2 45 : Roots in Joint (range 1-10) 1 48 ! Roots in Joint (range 1-10) 1 51 1 Roots in Joint (range 1-j.O) 2 54 ; Roots in Joint (range 1-iu) 4 57 I Roots in Joint (range 1-10) 3 63 ! Roots in Joint (range 1-10) 1 76 ! Roots in Joint (range 1-10) 1 212 ! Downstream Mannole iNOTE: Minor roots at most joints. Heaviest roots i are first 80 feet. i Project: National Presto Crew Leader: BG ^":4j^ -oooiir.x Ave. . Menomonee .-.eaoer- Jr., y.inneaooiia . MN 3"5o4; sortware xeiea5e j.. - ^oovriar.r j. A:: rcants x?servea Sewer 1'ype Sanitary Date 01/29/1^9^ Location Presto Easement Direction Down Stream to tne s Precipit 0 Grouno Con 0 From MH 3 Surrace Non-paved To MH 4 Pipe Type 8-Concrete- 3.0 Lengtn 69.0 Viaeo Tape 1:0940-1055 Footage Test ana Seal Begin ena Observations and Comments Value ?res Cnem Gal 0 Upstream Manhoie 69' Downstream Mannoie Project: National Presto Crew Leader: BG Paae 3 •.'isu-aewer J.aan a seai , .r.c. ?159 *i4j9"' ijQQOiinK Ave. . Menomonee r'a::s ^JUb.: l-r.or.e : i ^i-t . Jb^-j:. neaoerg Dr.. Minneaoo.is. MN 55543 Sortware Release J.i - Coovriant l Al: Giants xeservea Sewer Type Sanitary Date: 01/29/1992 Location Presto Easement Direction : Down Stream to tne s Precipit 0 Ground Con:0 From MH 4 Surrace : Non-pavea To Mri 5 Pipe Type : 8-Concrete- .1.0 Length 305. 0 Viaeo Tape: 1:1055-1490 Footage Test ana Seal Beam ena Observations ana Comments Value ?res Cham Gai 0 Upstream Manhole 8 Circular Crack 42 Roots in Joint (range i-10) m 45 Roots in Joint (range 1-10) m 51 Roots in Joint {range 1-10) m 54 Roots in Joint (range 1-10) m 60 Roots in Joint (range 1-10) m 63 Roots in Joint (range 1-10) m 309 Downstream Mannoie Project: National Presto Crsw Leader: 3G Page 4 aewer -.-ear. ^ sea. . _r.*- *i43y'/ bciDa: ins Ave. . M?nomonee necoerg Jr., Minneaoons. MW : Sortware Release j. j. - cnpvrignt i^ rtianrs rreservea Sewer Type Sanitary Date: 01/29/1992 Location Presto Easement Direction : Down Scream CO tne s Erecioit 0 Ground Con: 0 From MH 5 Surrace : Non-oaveo. To MH 6 Pipe Tyoe : 8-Concrete- 3.0 Lengcn 177.0 Viaeo Tape: 1:1490-1750 Footage Test ana Seal Begin end Observations and Comments Value Pres Chem Oai 0 Opstream Manhole 4 Circular CracK 10 177 Cracxea Pipe 17 Circular CracK 177 Downstream Mannoie Project: National Presto Crew Leader: BG Visu-sewer J.ean a aea; , inc. N:>y «i4.i*'.< yoDo:mx Ave, , y.enomonee rai:s. « 2849 rieaoerg Dr., Minneapolis, MN 55343 Pnone: (6i: • 593-190 Sorcware Release 3.i - Copvriant i^ All Kiants Keservea Sewer Type Sanitary Date: 01/29/1992 Location Presto Easement Direction : Down Stream to tne 5 Precipit 0 Grouno. Con: 0 From MH 6 Surface : Non-paved To MH 7 Pipe Type : 15-Vitritiect Ciav- 3.0 Length 195.0 Video Tape: 1:1750-1980 Footage Test and Seal Begin end Observations ana Comments Value Pres Cnem Gal 0 Upstream Manhole 172 Cracked Joint 172 Roots in Joint (range 1-10) n» 184 Roots in Joint (range 1-10) m 195 Downstream Manhole Project: National Presto Crew Leader: 3G Din A C r ,. ear. $ incu . .enomonee i 4:4 • J5.--j hecDera 3r. . Pnone: i 01,: • syj- sortware- -teiease coovnant i^ Ai i Giants .^eservea Sewer 1'vpe Sanitary. Date: 01/29/1*92 Location Presto Easement Direction : Down Stream to tne w Precioit 0 Grouna Con: 0 From MH 7 Suriace : Non-pavea To MH 3 Pipe Tyoe : 15-Vitririea Clay- 3.U Lengtn 265.0 Viaeo Tape: 1:1980-2285 Footage Test ana Seal 3eqin ana Conservations ana comments .-res 0 Upstream Manhole 265 Downstream Mannole Pro:ect: National Presto Crew Leader: BG Paae 7 Dewer ,. ear. a ^ea. . .r.c , Hj.4j^7 joDOiinK Ave , Msnomonee : a. ;? * heanerc Or. , Minneaooiis. MN 5534J Pnone: i D±. • a93-j. Soriware xeiease J.i - Coovrigr.t .^y Ai i xiancs .".eservea Sewer Type Sanitary Date: 01/30/19*2 Location Presto Easement Direction : Down Stream to tne s PreciDit 0 Ground Con:u From MH 3 Surrace : Non-pavea To MH 9 Pipe Type : 12-Concrete- 6.0 Length 75.0 Viaeo Tape: 1:2285-2360 Footage Test anc Seal Beam ena Observacions and Comments Value Pres Chem Gai 0 ; ;Upstream Hannoie 75 Downstream Manhole Project: National Presto Crew Leader: 3G *_4j^' :oooiir..\ .-we,, y.en .-.ecnerc Dr. . Minneaooiis , MN : Dortware weiease i.i - Coovnant i* xeservec Sewer Type Sanitary Date: 02/0,>/l*y2 Location Presto Easement Direction : Down stream co tne w r*recipit 0 Grouna Con: u r'rom KH 9 Surrace : Non-pavea To MH 10 Pine Type : 12-cancret.e- 3.0 Lengtn 328.0 Viaeo Taoe: i: 4160-4470 Footage Test ana Seal Begin ena Observations ana Comments Value .-res Cnero Gal 0 i Upstream Manhole 7 IROOLS in Joint ( range 1-10) 2 76 ; Roots in Joint (range 1-10) m 79 '.Roots in Joint (range 1-10) 1 82 ; Roots in Joint ( range 1-10) i 88 ;Roots in Joint (range i-10) 1 yi ; Roots in Joint ( ranae i-iu) i 94 ; Roots in Joint ( range 1-10 1 i 155 ; Roots in Joint ( range 1-10) 2 158 ; Roots in Joint ( range 1-10) 2 161 ; Roots in Joint ( range i-ior i 164 ;Roots in Joint (range i-10) 2 168 ; Roots in joint ( range i-iO) 3 171 [Roots in Joint (range 1-10) 3 174 ; Roots in joint ( range 1-iOj ,5 177 i Roots in Joint ( range 1-10) 3 180 ; Roots in Joint ( range 1-10) 3 183 ! Roots in Joint - ( range 1-10) 2 186 ; Roots in Joint ( range 1-10) 2 189 ! Roots in Joint ( range 1-10) 3 192 t Roots in Joint (range 1-10) 2 328 ! Downstream Manhole i t i i i Project: National Presto Crew Leader: BG Page 9 -? *-4.y-' -ccoiinx Ave . . Mep.or.on6? r'a:.^. vi ; rT.cr.e: <4_-t _3^-j, d 4 ? - s c 2 ? r T IT . M i r. n 9 3 " c . i j M N " c j 4 j ^ n c ?. ? : i n „ _ ,?.;-, Sort war? ,-:e:ease J.^ - i: ,-/.ic.':r:s .-.sservec Sewer Vype Sanitary Date: ui/ Location Presto Sasement Direction : Down Stream to tne u Precipit 0 Ground Con: 0 From HH 10 Surtace : Non-oavea To MH 1 "l _-iDe ?YDe : 24-Concrete- 0.3 Lenaen 75.0 Viaeo Taoe: ?.:236u-2bOO Footage Test ana Seal Beam ena ODservations and Comments Vaiue ?res Caem Gai 0 ;Upstream Mannoie 75 Downstream Mannoie Project: National Presto Crew Leader: BG Page 10 -sar. > 5 = 1. . inc. ^oc.inx nve., Menomonee .-a; is, ."none: i 4^4 jr. . y.ir.neaoons • .M.N 3oo4j \ o.. yj-i xeiease j.i - coDvna.ir ;^ All .*.iants xeservea bewer Type aanitary Date: Location Presto £asement Direction : Down Stream to tne w s*recipit 0 Grouna Con: 0 From MK ii Surrace : Non-oavea To MH Pine Type : 24- concrete - o.b Lenotii 231.0 Viaeo Taue! l:250u-2785 Footage Test ana Ueai Beam er.d ODservations ana Comments Value Pres Cnem Gai 0 ; Upstream Mannoie 231 ; Downstream Manhole Project: National Presto Crew Leader: BG su-oewer _. ^ar. ^ aea. .r.c , 9 «"i 43 9" iooo: IDK AVS . - v.er.crr.onee rteaoers jr.. Minneaoons. MN Sor^uare heiease j.i - Copvriant 1^9 xeservea Sewer Type Sanitary Date: ul/3u/iy*2 Location Presto iasement Direction : Down Stream to tne sw Precipit 0 Ground Con:0 From MH 12 • Surrace : Pavea To MH 13 Pipe Type : 24-VitriEiea Ciay- 6.0 Lengtn 80.0 Viaeo Tape: 1:2735-2930 Footage Test and Seaj. Begin end Observations and Comments Value Pres Chem Cai 0 i ; Upstream Mannoie 7 i ;Minerai Deposits on siae ot pipe 80 i ; Downstream Mannoie Project: National Presto Crew Leader: BG '.'isu-Sewer -.ean i Seai . Inc. N59 «14397 3oDonnK Ave., Menomonee :a:;s. iT.one: i 4i4 i .^-.^uj 2849 HeaDerg Dr., Minneaooiis, MN 55343 Pnone: (612) 593-1907 Sortware Release 3.i - Copyrignt 1 Aii Riqnts xeservea Sewer Type Sanitary Date: 01/30/1992 Location Presto Easement Direction : Down Stream to the sw Precipit 0 Grouna Con: 0 Prom MH 13 Surrace : Non-pavea To MH 14 Pipe Type : 24-Vitririea Clay- 6.5 Length 335.0 Video Tape: 1:2930-3355 Footage Test and Seal Begin end Observations and Comments Value ?res Chem Gal 0 Upstream Manhole 176 335 Camera Under Water 335 Downstream Manhole Project: National Presto Crew Leader: BG Jewer J.ear. a Sea., Inc. Wi4j?/ 2000:1.1,1 Ave.. Menomonee ans heaoerg Dr., Minneapolis. MN fnone: (ai2 i oyj-i u,:-- eiease 3.1 - Copvria.it : Aii Hiants keservea Sewer Type Sanitary Date: 02/03/1992 Location Presto Easement Direction : Down Stream to tne sw Precipit 0 Grouna Con:0 Fron. MH 17B Surtace : Non-paved To MH 18 Pipe Type : 24-Concrete- 6.0 Length 144.0 Video Tape: 1:3480-3600 Footage Test and Seal Begin end Observations and Comments Value Pres Chem Gai 0 Upstream Manhole 100 Roots in Joint (range 1-10) I 144 Downstream Manhole NOTE: 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 53Qbi Pnone: (414) 252-3^ 2849 Heaoerq Dr., Minneapolis, MW 55343 Pnone: (6i2) 393-1907 Sortware Release 3.1 Copyncmt 1990 All kights Heservea Sewer Type Sanitary Date: 02/03/1992 Location Presto Easement Direction : Down Stream to tne sw Precipit 0 Ground Con: 0 From MH 18 Surtace : Non-paved To MH 19 Pipe Type : 24-Concrete- 6.0 Length 430.0 Video Tape: 1:3600-3880 Footage Test and Seal Begin end Observations and Comments Value Pres Chem Gal 0 {Upstream Manhole f {Roots in Joint (range 1-10) 1 13 {Roots in Joint (range 1-10) 1 19 {Roots in Joint (range 1-10) 1 25 {Roots in Joint (range 1-10) 1 31 {Roots in Joint (range 1-10) 1 37 ! Roots in Joint (range 1-10) 1 43 {Roots in Joint (range 1-10) 1 49 ; Roots in Joint (range 1-10) 1 55 ! Roots in Joint (range 1-10) 1 61 ! Roots in Joint (range 1-10) 1 67 ! Roots in Joint (range 1-10) 1 73 ! Roots in Joint (range 1-10) 1 79 {Roots in Joint (range 1-10) 1 86 {Roots in Joint (range 1-10) 1 92 {Roots in Joint (range 1-10) 1 97 {Roots in Joint (range 1-10) 1 103 {Roots in Joint (range 1-10) 1 109 {Roots in Joint (range 1-10) 1 115 {Roots in Joint (range 1-10) 1 121 {Roots in Joint (range 1-10) 1 128 {Roots in Joint (range 1-10) 1 133 {Roots in Joint (range 1-10) 1 140 {Roots in Joint (range 1-10) 2 146 {Roots in Joint (range 1-10) 2 152 {Roots in Joint (range 1-10) 2 158 {Roots in Joint (range 1-10) 3 164 {Roots in Joint (range 1-10) 2 170 {Roots in Joint (range 1-10) 3 176 {Roots in Joint (range 1-10) 2 182 {Roots in Joint (range 1-10) 2 188 {Roots in Joint (range 1-10) 1 194 {Roots in Joint (range 1-10) 2 200 {Roots in Joint (range 1-10) 2 206 {Roots in Joint (range 1-10) 3 212 {Roots in Joint (range 1-10) 3 219 {Roots in Joint (range 1-10) 3 Project: National Presto Crew Leader: BG sea. heaoerc Jr., Minneapolis. MN aoztware- xeieas»i*^4^a^te^ 3.wil;d - Conv•rfV^'L*'-*n n^t .99-''^ 0 .T i . -T.» u ,1 1. ^i r\s5 ;; t vet; Sewer Type Sanitary Date: 02/03/1992 Location Presto Easement Direction : Down Stream to tne sw Precipit (3 Grouna Con: 0 From MH 18 Surface : Non-paved TO MI: L9 Pipe Type : 24-Concrete- 6.0 Lengtn 130.0 Video Tape: 1:3600-3880 Footage Test and Seal Begin end Observations ana Comments Value Pres Cnem Gal 224 Roots in Joint (range 1-10) 3 230 Roots in Joint (range 1-10) 3 236 Roots in Joint (range 1-10) 3 243 Roots in Joint (range 1-10) 3 248 Roots in Joint (range 1-10) 3 254 Roots in Joint (range 1-10) 3 261 Roots in Joint (range 1-10) 3 267 Roots in Joint (range 1-10) 3 291 Roots in Joint (range 1-10) 3 303 Roots in Joint (range 1-10) 3 309 Roots in Joint (range 1-10) 3 430 Downstream Mannoie Project: National Presto Crew Leader: BG '/is".-sewer -.ear. j- Sea: . .ric. ND1* iNi-ijy" soooiinK Ave.. Menomone? *. : i 4J4 ' 284y heaoerc Or., Minneapolis. MN 2 tPnone: i oil; • Sortware Release J._ - coovriant i* An Riants Reservea Sewer Type Sanitary Date: 02/03/1*92 Location Presto Easement Direction : Down Stream to the sw Precipit 0 Ground Con: 0 From MH 19 Surtace : Non-pavea To Mil 20A Pipe Type : 24-Concrete- 6.0 Length 357.0 Video Tape: 1:3880-4100 Footage Test ana Seal Begin end Observations and Comments Value Pros Chem Gal 0 ; Upstream Manhole 39 {Roots in Joint (range 1-10) 2 44 ! Roots in Joint (range 1-10) 2 50 ! Roots in Joint (range 1-10) 2 56 ! Roots in Joint (range 1-10) 1 75 ! Roots in Joint (range 1-10) 1 117 ! Roots in Joint (range 1-10) 2 129 ! Roots in Joint (range 1-10) 2 135 ! Roots in Joint (range 1-10) 3 141 ! Roots in Joint (range 1-10) 3 147 i Roots in Joint (range 1-10) 3 153 ! Roots in Joint (range 1-10) 2 160 ! Roots in Joint (range 1-10) 4 166 [Roots in Joint (range 1-10) 4 172 i Roots in Joint (range 1-10) 3 178 ; Roots in Joint (range 1-10) 2 189 1 Roots in Joint (range 1-10) 2 196 ! Roots in Joint (range 1-10) 2 213 ; Roots in Joint (range 1-iO) 2 219 i Roots in Joint (range 1-10) 2 225 i Roots in Joint (range 1-10) 2 231 {Roots in Joint (range 1-10) 2 237 ! Roots in Joint (range 1-10) 2 249 i Roots in Joint (range 1-10) 2 280 i Roots in Joint (range 1-10) 2 357 {Downstream Manhole Project: National Presto Crew Leader: 3G D»if Jk I s «- r^wer - . 3ar. a sea. . y * . 43 ?'' 2CDOI in>; .-we . Menomone? .- a : . 4* hecoers Dr., is , MN 55j4j Sorcware Keiease - coovriant I i rciants xeservec Sewer Type Sanitary Date: 02/03/1992 Location Presto Easement to City St Direction : Down Stream to tfte sw Precipit 0 Ground Con: 0 From MH 20A Surtace Paved To MH 21 Pipe Type 24-Concrete- 6.0 Lengtn 71.0 Video Tape: 1:4100-4160 Footage Test and Seal Begin end Observations and Comments Value Pres Cr.em Gal 0 Upstream Manhole 71 Downstream Manhole Project: National Presto Crew Leader: 3G M* 10 ABBREVIATIONS AMD DEFINITIONS Apron See Figure 1 Bend Departure from true line. Can be a defect or by design. BL Bend to Left. BR Bend to Right. Broken pipe BP A series of cracks that indicate a condition which pipe is seriously demaged or defective. The next state of deterioration would lead to collapsing pipe. Camera under water CUW Indicates a flow depth in excess of one-half pipe. Catch basin CB A chamber or well, usually built at the street curb, which admits surface water for discharge into a storm drain. Circular crack CC A crack around the circumference of the pipe. Collapsed pipe COL Indicates that a section of pipe is broken and in danger of falling in. Cracked joint CJ A joint that has been damaged. Damage can be a crack around or extending from the joint for a distance not exceeding one foot. Cracked pipe CF A series of irregular cracks or a crack that progresses down the pipe in a corkscrew configuration. DE Dead-end manhole Deteriorated pipe DET A pipe which has damage due to hydrogen sulfide gases. Usually concrete pipe. Deflected pipe DEF A pipe which has started or has been compressed. Usually pipes of the aiastic variety. Downstream Manhole DS Manhole where the flow is going in a downstream flow. GPM Gallons per minute HP High point manhole IN Inches Inside Drop See Figure 1 Joint leaking JL A leaking or dripping joint. Assigned value in gallons per minute (estimated). Lamphole LH A small vertical pipe or shaft extending from the surface of the ground to the sewer, in which a light may be lowered for the purpose of inspection. Leaking A measurable, steady flow of extraneous water entering a sewer pipe through a service, faulty joints, crack, or other structural deficiency. Assigned value in gallons per minute (estimated). Longitudinal crack LC A crack parallel to the flow. Mineral deposits MD Stone-like formations of soil minerals carried into a sewer or manhole with entering groundwater. MH Manhole Offset joint OSJ A misalignment of the joint. Assigned value represents degree of offset in inches. Open joint OJ A joint which is separated. Assigned value represents inches of separation. Outside drop See Figure 1. Piece missing PM A piece broken out of the pipe wall. Protruding tap PT A tap connection that projects beyond the interior of the pipe wall. Assigned value represents inches of protrusion. Reverse setup REV Starting at the opposite end of the line being televised after being unable to proceed from the original direction in the line. Roots in joint RJ Root penetration in joint. Assigned value represents amount of restriction on a scale of I to 10. Roots in service RS Root penetration in service. Assigned value represents amount of restriction on a scale of I to 10. Sag SAG A section of pipe which has settled causing flow depth to increase and accumulate debris. Sanitary sewer SA A sewer which" carries domestic industrial and commercial wastewaters. Service leaking SL Extraneous water entering the sewer between the pipe wall and service connection. Assigned value in gallons per minute (estimated). Service running SR A steady flow of extraneous water entering the pipe from a service connection. Assigned value in gallons per minute (estimated). Storm sewer ST A sewer which carries runoff water from rainfall and/or snowmelt. Tap connection TC A line that is connected to a house or building wnich has been connected to the main line sewer by tying into the pipe wall. Test T This is used on a grouting report. This is the initial air pressure test of a joint. Test and Seal T&S This is used on a grouting report. This is when a joint has tailed the subsequent air pressure test. The sealing is the amount of grout used to sea] that joint. Trough See Figure 1, Upstream Manhole US Manhole where the flow is going toward the upstream manna1e. Hye connection WC A line that is connected to a house or buliding. It is connected to the main line via manufactured or cast in connection to the main line sewer. 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 SECTION MANHOLE LID MANHOLE FRAME SPACER RING (4) MANHOLE STEPS OUTSIDE DROP MANHOLE WALLS FLOW CLEANOUT IMPROPER CONSTRUCTION OP INSIDE DROP INSIDE DROP / TROUGH INVERT APPENDIX F Interim Action Monitoring Veil Installation Procedures Monitoring Well Installation Procedures Interim Action National Presto Industries, Inc. Site Eau Claire, Wisconsin The two inch diameter monitoring wells will be installed according to the following procedures: (1) All drilling equipment will be steam cleaned prior to arrival at the site. Drilling equipment (augers, rear portion of the machine, split spoons, and split spoon preparation and opening area) will be steam cleaned upon completion of each monitoring well. (2) No water will be introduced into the well while using hollow stem augers unless required to prevent sand heaving, or during the use of bentonite based drilling fluids for mud rotary drilling. In those events, Chippewa Falls water will be used and samples collected for VOC analysis. Temporary casings may be used to prevent the collapse of the borehole. (3) Subsoil conditions will be continuously logged and classified by a qualified geologist. Samples will be collected at 10-foot intervals using a 1-3/8" diameter, 24-inch long split spoon sampler. Standard penetration tests will be carried out and recorded in the field log notebook for each split spoon sample taken. Grain size analyses will be carried out at monitoring wells MW-67B and MW-70B for samples from the water bearing zone. (4) At each monitoring well cluster location, the first boring will be drilled by hollow stem augering or mud rotary techniques to the top of bedrock. This boring will determine the monitoring well screen settings at the location. The following sections described possible monitoring well cluster configurations. a) If the bedrock is 10 feet or less below the water table, the first well will be a water table well with sufficient screen length (10 or 15 feet) to fully screen the saturated outwash and allow for up to 5 feet of screen above the water table. In this case, the second monitoring well cluster would be screened (10-foot) in the upper portion of the sandstone bedrock allowing 5 feet between the top of the screen and the bedrock surface for a well seal. This monitoring well cluster is shown on Figure E-l. b) If the bedrock is at least 20 feet below the water table, the first boring will be completed as a monitoring well with its 10-foot screen in the saturated outwash just above bedrock. (A 5-foot screen will be used for the deeper well if the water table to bedrock differential is 10 to 20 feet.) The water table well would then be installed with a 15-foot well screen as described in 4a, above. This monitoring well cluster is shown on Figure E-2. c) If the differential between the bottom of the water table monitoring well screen and the top of the deeper monitoring well screen is 40 feet or more, a third monitoring well will be installed at the cluster. The third well would have a 10-foot screen placed half-way between the water table and deeper monitoring well screen zones. This monitoring well cluster is shown on Figure E-3. (5) Upon completion of each borehole, the two-inch diameter PVC 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 of machine perforated schedule 80 flush jointed well screen eder associates consulting engineers, p.c. FIGURE E-1 o Protective ™ 0 Casing o Ws/Lock s S 0 X X X Concrete - ———— Sea/ ——— - 2*0 PVC ——— Casing ~——— 10 (Sch. 30) Bentonite/ Cemen t ———— Grout ———— 20 - — 6*0 Borehole— *- 5o/7 tf ^5 Q ; ; i ^^MH^H 1 •»«» V i • '. 2*0 PVC 1 Well Screen —— ' It (0.01* Slot) ^•^•HH Sentonite Grout ^^ ••.^•Ml 50 5(7nd ^ocA- Sandstone Bedroc' N ^^ >>;jJS : >H 2*0 PVC ?:•:-> .-:-:• 60 Well Screen —— I^^Mg^^ (0.01" Slot) •>'•: '•'• kMAM^IBHI :: SS ^^^^HHM 70 •- MONITORING WELL CLUSTER DIAGRAM-A NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN S49714AB eder associates consulting engineers, p.c. FIGURE E-2 i Protective r 0 Cosing <> W/l nrk «•• N ^ •v 0 / \ / \ Concrete ••———— Seal ———- 2m* PVC 10 ———— Casing • ——— (Sch, 30) Bentonite/ Cement 20 ———— Grout ———— - — 6"0 Borehole— ~ ^ 9) San d & Crave/ £ ^ JO Benton/'te Grout ———— *e <3 :•:• i>v i 0 .'.'" «3 9*fl* O\/f V .V 35 Well Screen —— K M V — -J £ (0.01" Slot) ::.': cx 5r Q !. .'/ Bentonfte 50 Grout ——— ^* Sand Pack •••:.•.' 2"* PVC Well Screen —— # ^•^•^^H (O.OT Slot) ^^^^^•H fit) Sandstone Bedrock MONITORING WELL CLUSTER DIAGRAM-B NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN S49714-AC eder associates consulting engineers, p.c. FIGURE E-3 8 Protective Protective Casing Casing - W/Lock - W/Lock - 01- Concrete Concrete — Seal — Seal 20 2"0 PVC - Casing - 2*0 PVC (Sch. 30) Casing — (Sch. 30) Bentonite/ 40 - Cement — Grout — Ben tonite/ Cement Grout — 6*0 Borehole 60 * Bentonite a —— Grout 6"0 Borehole — o -Sand Pack 18 30 _ V 2*0 PVC -Well Screen (0.01" Slot) Bentonfte Grout — 100 Sand Pack • 2"0 PVC Well Screen- (0.01" Slot) Bentonite 120 Grout Sand Pack- Sand & Gravel 2"0 PVC Well Screen- (0.01" Slot) 140 Sandstone Bedrock MONITORING WELL CLUSTER DIAGRAM-C NATIONAL PRESTO INDUSTRIES, INC. SITE EAU CLAIRE, WISCONSIN S49714AD with a slot size of 0.01 inch (10 slot). No glues will be used in the well assembly. (6) If the borehole stays open below the water table, a clean silica sand filter (#30) will be installed in the annulus to a point two feet above the top of the screen by gravity placement. If the sand formation caves in around the screen (below the water table), clean silica sand will be added to bring the filter pack up to a point two feet above the top of the screen. (7) To prevent contamination from the surface or cross contamination between portions of the water bearing sand formation, an annular seal will be installed by pumping a bentonite/cement slurry'via tremmie pipe terminated two feet above the sand pack. The bentonite/cement seal may- extend to a depth just below grade and at least 5 linear feet of annular seal (concrete) will be installed. (8) For monitoring well integrity, the open hole or monitoring well will never be left unsecured and, upon completion, a protective locking overpipe will be installed per WDNR guidelines. The protective overpipe will be installed in a manner to prevent damage by frost heaving. (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 cleaned steel bailer assembly or surging the well with A-rods and a leather surge "block" followed by removal of 10 well volumes with a steam cleared bailer assembly or a Grundfos small diameter pump. Development will be considered complete when the well produces clear, relatively sediment free water after purging 10 well volumes. For monitoring wells drilled by the mud rotary eder associates consulting engineers, p.c. method, at least 20 volumes of water will be removed during development. g:\sites\49714\reports\draft APPENDIX G WDNR Letter - WPDES Monitoring Requirements State of Wisconsin \ DEPARTMENT OF NATURAL RESOURCES WISCONSIN OEFT. OF NATURAL RESOURCES 1300 West Clairemont Avenue P. O. Box 4001 Eau Claire, Wl 54702-4001 Carroll D. Besadny TELEPHONE 71 $33^700 Secretary TELEFAX 715-83a«07G December 6, 1991 File Ref: 4400 RECF /ED AT 1A Mr. Mike Gifford USEPA, Region 5 HS RW-6J 77 WesC Jackson Chicago, IL 60604 Dear Mr. Gifford: Re: WPDES Permit Limits for the National Presto Industries Groundwater Pump and Treat Interim Action I spoke with Bob Masnado and Jim Schmidt of WDNR's Water Resources Management Bureau on December 3, 1991 regarding the status of WPDES permit limit calculations for the ground water extraction system identified in the second Phase Feasibility Study for the National Presto Industries (NPI) superfund site. I had earlier been advised that Jim Schmidt had completed his calculations for limits 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 Jim Schmidt and informed him that groundwater sampling would soon be conducted for additional parameters that were not included in the data set that I sent to him in September, 1991 (PAHs and base neutral compounds). Jim is holding the limits package until all limits are calculated. Bob advised me that recommendations for aquatic life toxicity testing will be finalized as soon as Jim Schmidt has completed his chemical-specific review. It is likely however, that Bob's recommendation will include two options for NPI. The first option would provide NPI with the opportunity to do "worst case" toxicity testing on raw groundwater prior to discharge. Evidence of acute toxicity from such samples would provide NPI and Eder Associates with additional information to consider in the design of the treatment facility. Demonstration of adequate treatment via toxicity tests on bench scale effluent may be acknowledged by a recommendation for a reduced monitoring frequency in the WPDES permit. Mike Gifford December 6, 1991 The second option would be for NPI to do nothing prior to commencement of discharge, but follow a very rigorous monitoring frequency for the first three years thereafter. Inherent Co that type of monitoring requirement would be mandatory retesting immediately following any test "failure." The results of those retests would be used by WDNR and U.S. EPA to determine the need for any further actions, including, but not limited to: (1) accelerated frequency of monitoring; (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. Boettcher District 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/3 Jim Schmidt - WR/2 Bob Masnado - WR/2- 3.-'-A.» C^'JO 7«- 7r * / i •*• - . "*.* -7;-.7- '• * - r :. 75.7 — -.- • - f r^.T* 7/lvi./'^' j ?.