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AD-A271 741iiRED ROCK DAM
DES MOINES RIVER, IOWA
REMEDIAL GROUTING
STAGE I
FOUNDATION REPORT
DTIC_S ELECTE rD *'Org1.a co.nta-.ns oolor
Plates: A'-! DTIC reprzoduct,
S9 t993 025ons will be in blaak RQSi i pw hite m
"*1
MARCH 1993
1o, pu-.; ,o In 3h 0~e 93-2596
da-. -d-- ODPI"O.... In ...HIHM :•o
US Army Corpsof EngineersRock Island District
93 10 26 Oi.0
DISCLAIMIL NOTICE
THIS DOCUMENT IS BEST
QUALITY AVAILABLE. THE COPY
FURNISHED TO DTIC CONTAINED
A SIGNIFICANT NUMBER OF
COLOR PAGES WHICH DO NOT
REPRODUCE LEGIBLY ON BLACK
AND WHITE MICROFICHE.
CENCR-ED-G 19 February 1993
MEMORANDUM FOR RECORD
SUBJECT: Distribution of Foundation Reports
1. Reference. ER-I-10-1-1811 Construction FoundationReports, 15 December 1981.
2. In accordance with the above reference, copies of theRed Rock Dam Remedial Gr-outingj - Foundation Report Stage Iwill be distributed accordingly.
a. CENCD-PI--H)-T( - 2 copies with one forwarded toIIQUSACE (DAEII-CECW-ED) [or Review and Approval. Uponapproval:
b. CENCR-CD-J - 2 copiesCENCR-OD-UR - 1 copyCENCR-ED-D - 1 copyCEIICR-ED-G - 4 copiesCENCR-IM-CL- 1 copy (library)
"c. Defense 'Teclhnical Information Center (DTIC),DTIC/DA-2 Cameron Station, Alexandiria, VA 22314 - 12 copies
d. U.S. Army WaLtrwiys Experiment Station TechnicalLibrary, P.O. Box 631, Vicksburg, 14S 39180 - I copy
e. Library, IIQUSACE (DAEIJ- ASI), Washington V.1.20314 - 2 copies
VER1401 11REEINOOD, 11.G.District Geologist
A
I .,-----------------
CENCD-PE-ED-T (CENCR-ED/16 Mar 931) (1110) 1st End 3~19Mr. Westall/(312) 353-5734SUBJECT: Red Ruck Damt, ,i ~ :vcr, Io;;a_, 11cmcdia-I GroutingStage 1, Foundation Report, Mar'ch 1993
Cdr, North Central Divisiun, U.S. Army Corps of Engineers,111 N1. Canal St., Chicagjo, IL 60606-7205
FOR Cdr, Rock Island District, ATTH: CE14CI-ED UP 24 1991
1. The Foundation Report is approved subject to the commentsbelow:
a. Page 16, pGarah6. CIURGshouldA prepare a supple-mentary geoteclinical report that evaluates dlain stability anduplift in the downstream toe, ar-ea. In this analysis, b-oth theold and new observation well data should be used to ascertainimprovements to dam stab Iiity and the need for future work. (Theuplitt anilyL;is of Orwell~ Darn is- pro"vid1ý,1 ýt- nclosure 2 forguidance in performing the stability analysis.)
b. Grouting. When grout tak-es are large and no pressurebuild-up -is observed, rely on thiickened grouts and pumping ratecontrol, in-l ieu of delays;; evenltually Pressures Will build Up.Also, overruns on grout quantities should not be a controllingfactor in your efforts to effectively grout.
2. The IiQ, NCD, l10C is Mr. Granft Westall , CENCD-PE-ED-T,(312) 353-5734.
FOR TfIE COMMANDER:
2 Encls Ji 1 . ANIELLO, P.E.wd endls 1 D)irector, Engineering andadded endl 2 Planning Directorate2. Orwell Dam Uplift Analysis
2
DEPAR rMENT OF THE ARMYROCK ISLAND DISTRICT. CORPS OF ENGINEERS -
CLOCK TOWER BUILDING-P.O. BOX 2004
ROCK ISLAND. ILLINOIS 61204-2004
CENCR-ED 16 March 1993
MEMORANDUM FOR Commander, U.S. Army Engineer Division, NorthCentral, ill N. Canal Street, 12th Floor,Chicago, IL 60606
SUBJECT: Red Rock Dam, Des Moines River, Iowa, RemedialGrouting Stage I, Foundation Report, March 1993
1. Reference ER1l10-1-1801, 15 Dec 81, subject:Construction Foundation Reports.
2. Subject report is forwarded for your review. Thereport has been prepared in accordance with the abovereference.
FOR THE COMMANDER:
/: ) i.,/J y
Encl (trip) ROBERT W. KELLEY, P.E;Chief, Engineering Division
RED ROCK DAMDES MOINES RIVER, IOWA
REMEDIAL GROUTINGSTAGE I
FOUNDATION REPORT
MARCH 1993
US Army Corpsof EngineersRock Island District
RED ROCK DAM - LAKE RED ROCKDES MOINES RIVER, IOWA
REMEDIAL GROUTING PROJECT
Table of Contents
Subject Page
I. Introduction ..................... ....................... 1a. Location .................... ...................... 1b. Description ................... ..................... 1c. Purpose of the Report ............. ................ 1d. Authority for the Report ............ .............. 2e. Project History ................. ................... 2f. Purpose of Construction ........... ............... 2g. Contractors, Supervision, and Quality Control. . 3h. Key Resident and Design Staff ....... ............ 3
2. Foundation Explorations .............. ................. 3a. Investigations Prior to Construction (Main Dam). . . 3b. Investigations During Construction (Main Dam). . . . 3c. Investigations During This Contract (Remedial) . . . 3
Groutinrg)
3. Geology ........................ ......................... 4a. Regional Geology ................ .................. 4b. Site Geology .................. .................... 5
(1) Physiography ............... .................. 5(2) Description of Overburden ........ ........... 5(3) Bedrock Stratigraphy ........... .............. 5(4) Bedrock Structure and Weathering ..... ........ 5(5) Groundwater Leaching and Solution Activity. 6(6) Earthquakes ................ .................. 7
4. Foundation Treatment ................. ................... 7a. General ..................... ....................... 7b. Significant Duties .............. ................. 8c. Drilling and Grouting Equipment ....... ........... 8d. Location of Grout Curtain ........... .............. 8e. Design of Grout Curtain ........... ............... 9f. Drilling Difficulties ............. ................ 9g. Grouting Methods and Techniques ....... ........... 10h. Quantities and Cost ......... ................. 12i. Results and Conclusions ......... ............... 13
5. Foundation Instrumentation ......... ................ 14a. Types and Purpose ........... .................. 14b. Prior to Construction ......... ................ 14c. During Construction ......... ................. 15d. After Construction ............ ................. 15
6. Possible Future Problems ................................. 15a. Conditions That Could Produce Problems ......... .. 15b. Recommended Observations/Studies .... .......... 15
RED ROCK DAM - LAKE RED ROCKDES MOINES RIVER, IOWA
REMEDIAL GROUTING PROJECT
Appendixes
A. Tables1 - Grouting Compendium2 - Remedial Grouting Stage I (Areas of Significant
Takes)
B. Photographs
C. List of References
D. Plates1 - Project location map/general plan2 - Typical sections3 - Plan of explorations instrumentation and
general geologic profile4a-d - Logs of exploratory core borings taken during
construction5 - Geologic profile6 - Grouting plans and proFiles (showing areas of
major takes, etc.)a. Grouting Profile Sta. 25+00 - 27+30b. Grouting Profile Sta. 27+40 - 29+00c. Grouting Profile Sta. 29+87.5 - 32+20d. Grouting Profile Sta. 32+25 - 34+50e. Grouting Profile Sta. 34+52.5 - 36+05
ii
RED ROCK DAM - LAKE RED ROCKDES MOINES RIVER, IOWA
REMEDIAL GROUTING PROJECT
1. INTRODUCTION
a. Location. Red Rock Dam is located in MarionCounty, Iowa on the Des Moines River about 142 milesupstream from point of discharge into the Mississippi River.The nearest cities are Pella and Knoxville, which arelocated about 4 and 6 miles northeast and southwest,respectively. A general location map is shown on plate 1.
b. Description.
The dam consists of a rolled earthfill embankmentand a gravity concrete control section. The dam, at crestelevation of 797 feet above mean sea level, is about 5,200feet long and 95 feet high above the flood plain. Acompacted impervious cutoff trench to bedrock and a groutcurtain in the rock are provided for underseepage control.A horizontal and inclined sand drain controls any throughseepage. The upstream slope is riprap, and the downstreamslope is grass. A county road of Portland Cement concretecrosses the top of the dam. The gated concrete spillway isan ogee section founded on bedrock with a crest at elevation736. The spillway's five crest gates are 45 feet high and41 feet wide, separated by 9-foot wide piers. The outletworks consist of fourteen 5-foot by 9-foot gated conduitsthat extend through the spillway section and discharge intothe stilling basin. The non-overflow concrete sections ofthe dam at each end of the spillway are of the gravity typeand are keyed into the foundation rock. A general plan ofthe dam is showni (., plate i. 'Pypical sections of the damare shown on plate 2.
The full flood control level is elevation 780.The conservation pool level has been raised from anoriginally planned elevation of 720 to elevation 728, 734,and 742 (Spring 1992). At full flood control elevation, thepool covers 65,400 acres. At elevation 742, the reservoircontains approximately 1,750,400 acre-feet of water, ofwhich 1,494,900 is allotted to flood control and 255,500forms a permanent pool.
c. Purpose of the Report. The purpose of this reportis to describe the program of remedial grouting in the leftabutment and rock underlying the earthen dam from Station25+00 to 36+00 and to insure a permanent record of thefoundation conditions encountered and methods employed totreat those conditions.
1
d. Authority for the Report. Authority tor thisreport is by the Department of the Army, U.S. Corps ofEngineers regulation ER-lll0-1-1801, Construction FoundationReports dated 30 June 1982. This regulation states that itis a requirement to prepare as-built foundation reports formajor or unique projects.
e. Project History.
The Red Rock Reservoir and appurtenant works onthe Des Moines River were approved for construction underauthority of the Flood Control Act, approved 28 June 1938.Authorization was for flood control and low flowaugmentation. Initial planning funds were made available in1947 and again in 1957 after a delay caused by the KoreanWar, with construction funds becoming available in 1960.Construction began in May 1960. The dam was constructed inthree stages and was corpleted in May 1969.
During the first year of operation, seepage wasnoted along the left downstream toe and in the field justdownstream of the dam during high pools. This problem hasbeen recurrent with high pools and has been closelymonitored. Additional observation wells and piezometershave been installed in the embankment, left abutment,foundation rock, and downstream areas (see paragraph 5). Anumber of comprehensive studies and reports documenting thisseepage phenomena and related groundwater geochemistry havebeen completed over the years and are referenced herein asReferences a, c-g, j, p, and q.
f. Purpose of Construction. The purpose of theconstruction was to attempt to reduce geohydrologicdeficiencies as described in References a through g and p.This was done to insure compliance with Corps of EngineerSafety Assurances and Operational Standards as described inReference f. The construction project consisted of thefollowing primary activities:
(1) Drilling through the overburden and/orembankment to rock surface.
(2) Setting casings 3 feet into the rock surfaceand sealing.
(3) Drilling into the rock by downstagetechniques.
(4) Washing and pressure testing zones and stagesof the rock.
(5) Gravity and pressure grouting of the rock toacceptable pressure refusals.
2
g. Contractors. Supervision. and Quality Control. Acontract (DACW25-91-C-0050) for Stage I of this work(Station 25+00 to ?-,00) was awarded to the primecontractor, the J..y Company of Kansas City, Kansas on 18July 1992. The douglas Drilling Company of Douglas, Wyomingacted as a subcontractor during the drilling andinstallation of casings through overburden and embankment.Contract supervision and quality control were administeredby thb vice president of the Judy Company and his seniorsuprvisory staff. Normally there were two of these peopleon the job consistently. Work on this project began on 4September 1991 and was shut down for the winter on 26November 1991. Work was resumed on 31 March 1992 andcompleted on 14 October 1992.
h. Key Resident and Design Staff. The Area Engineerand COR for this project was Mr. LeRoy Corey, CD. Mr. TomBarickman, CD, and Mr. Richard Bauer, TDY from the DetroitDistrict, served as inspectors. Mr. Patrick Jordan, ageologist from the Little Rock District also acted asgrouting inspector during a portion of the 1992 work. Mr.Vern Greenwood, District Geologist, oversaw the entireproject and was initially assisted by Mr. Joseph Waring, ED-D. The design staff consisted of Project Engineer Mr. DaveWehrley, ED-DM, and Mr. Vern Greenwood, ED-G; they weresupervised by Mr. George Mech, Chief of ED-G, Mr. DonaldLogsdon, Acting Chief of ED-D, and Mr. Dale Rossmiller,Chief, ED-D.
2. FOUNDATION EXPLORATIONS
a. Investigation Prior to Construction (Main Dam).Scores of borings and field inspections were made prior toconstruction of the main dam. Logs of these are shown anddescribed in the Design Memorandums (Ref. h). Many otherinvestigations into the character of the foundation wereconducted prior to and during construction. These aredocumented in the foundation reports (Refs. n and o).
b. Investigations During Construction (Main Dam).During the latter phases of Stage III construction, a numberof exploratory borings and observation wells were completed.Data trom this work is shown on the plan and section onplate 3. During 1987 and 1988, new observation wells wereinstalled. This work was done by contract with the TerraconCompany. Detailed logs of these borings and instrumentationare shown in Reference i and are shown in plan and sectionon plate 3.
c. Investigations During this Contract (Remediji.Grouting). Specifications for this contract called iordrilling 1,000 feet of exploratory holes. During theinitial construction (September - November 1991), five NQ
3
wireline exploratory holes were taken. In the 1992 work, anadditional eleven exploratory borings were taken. The twopurposes of these exploratory holes were to better definethe thickness of the overburden/embankment and to clarifythe elevation and character of the rock surface.Additionally, these exploratory holes gave a better pictureof the rock for the purposes of zoning and staging. Waterpressure tests in the exploratory holes were also of valuein the determination of the grouting program within certainsections of the curtain. Exploratory holes were completedby the prime contractor between Stations 25+00 and 36+05 andare designated accordingly:
Exploratory Depth Drilled TotalHole No. Station Offset into Rock ft. Depth
P-lX 25+00 15'US 13/22.5* i1S-3X 25+50 15'US 52 178
P-17X 28+20 15'US 49 178S-22X 29+30 15'US 66 178
QS-23AX 29+52.5 15'US 70 178TP-25X 29+85 15'US 75.4 178.9
P-27X 30+20 15'US 76.5 178QP-28BX 30+47.5 15'US 81.2 174.2
P-32X 31+20 15'US 85 178TS-36X 32+15 15'US 79.5 180.5
P-37X 32+20 15'US 68 178P-42X 33+20 15'US 69 178P-43X 33+40 15'US 71 178P-47X 34+20 15'US 77 178S-53X 35+50 15'US 83 178
TP-56X 36+05 15'US 77.3 178.9
* Note: Refer to paragraph 4f
The location, boring logs, and geologic profiles generatedfrom these exploratory holes are shown on plates 4a thru 4d.Pressure tests and grouting records are included inAppendixes A-1 and A-2 and are shown on plate 6 (a-e).Photographs of these cores are on file in CENCR-ED-G.
3. GEOLOGY
a. ReQional Geoloqy. Red Rock Dam lies within thedissected Till Plains Section, Central lowlands Province ofthe Interior Plains. The region is typified by submaturelyto maturely dissected till plains commonly found throughoutthis midwestern area. The region is drainqd by the DesMoines River, a major tributary to the Mississippi River.
4
b. Site Geology
(1) Physiography. The Des Moines River in thereach of the reservoir meanders through a flood plain 1 to 2miles in width. In preglacial or interglacial time, thevalley was some 30 to 40 feet deeper than at present; itfilled to its present level with glacial outwash andalluvium. Bedrock in the valley walls and in the floorbeneath the outwash through most of the reservoir is of theDes Moines series of the Pennsylvanian system. The bluffsare a maximum of about 150 feet above the flood plain. Atand adjacent to the dam, the bedrock beneath the approximateelevation of the flood plain is of the St. Louis formation,Mississippian system. The valley sides are steep to gentlethrough the reservoir. At the dam, the right slope is about1 on 7, and the left averages about 1 on 9. A geologicsection is shown on plate 3 and 5.
(2) Description of Overburden. Bluffs and valleysides at the dam are covered with variable thicknesses ofglacial materials which in general are thinly covered withloess. High in the right bluff, particularly in the area ofthe field office and radio tower, a formation exists thatmight be considered overburden, but which is more properly amember of the Pennsylvanian system. This formation is athinly laminated weathered siltstone that contains randommasses of unweathered sandy limestone up to several cubicyards in size. The flood plain is made up of alluvial siltsand clays up to a maximum of 14 feet thick, underlain bysands and gravels.
(3) Bedrock StratiQraphv. The division betweenPennsy2vanian and Mississippian rocks at the dam is, on theaveraap, at about the elevation of the flood plain. Withina half mile, however, Mississippian rock -ay be found 40feet higher and Pennsylvanian rock 30 feet lower. The rocksare chiefly shales of the compaction type with youngerPennsylvanian interbedded (usually not persistent) andstrata of sandstone, siltstone, limestone, and coal. Somelimestones are persistent over considerable areas. TheMississippian rocks to a depth of about 70 feet below theflood plain are alternately limestones and sandstones. Theyform distinct units that persist throughout the site. Insome areas at the base of these rocks, domes of gypsum withthicknesses of up to 17 feet have been found. Recentpartial removal of gypsum by solution has resulted in ahorizon of unconsolidated or poorly consolidated detritalmaterial. Beneath the gypsiferous horizon to an additionaldepth of at least 70 feet are massive dolomitic hard shalesinterbedded with thin strata of softer black shales, some ofwhich are persistent.
(4) Bedrock Structure and Weathering. Theregional dip over a wide area about the reservoir is about
5
10 feet to the mile south-southwesterly. With minor localvariations, this trend holds across the damsite. Theformation of the gypsum domes resulted in intense fracturingof the overlying limestone and sandstones. After cuttingthe Des Moines Valley, groundwater had free access throughthe fract.ured rocks to the gypsum, resulting in removal ofsome of the gypsum. Such removal has resulted in subsidenceand further fracturing of the overlying rocks. The spaceformerly occupied by gypsum has been partially filled withdetrital material, silts, clays, sands, and fragments ofrock, from the overlying rocks. The ready access ofgroundwater to the fractured formation has resulted in someweathering along the joints and seams, a solution oflimestone with clay filling of the cavities, and leaching ofsandstone. The cementing material in the latter is calciumcarbonate. Uncemented phases of the sandstone (product ofleaching) are generally less prevalent with depth.
(5) Groundwater Leaching and Solution Activity
Because there has always been a concern forsafety ever since the dam was built, the groundwater regimeat Red Rock Dam has been extensively studied by geologistsand engineers. These studies and reports are given inAppendix C as References a-e, j, p, and q. Reference g iscited specifically since it is the most recent andcomprehensive. This study by the United States GeologicalSurvey concludes much of the previous work and additionallycovers recent findings of a geohydrological and geochemicelnature and evidence of underseepage. For those mostinterested in a comprehensive investigation, this referenceis a reading must. Reference j is a synopsis of the historyof investigations, and Reference p is the basis for thejustification of the remedial grouting contract.
The current status of the groundwater andunderseepage conditions are best characterized by excerptsfrom Reference g and are given herein by permission of theauthor:
"The St. Louis Limestone, which consists ofinterbedded sandstones and carbonates with solution collapsefeatures L-esulting from partial removal of a basal evaporitezone, forms the bedrock foundation of the dam in the rivervalley. The soluble gypsum and anhydrite in the evaporitezone have the potential to be removed in greater quantitywith increasing seepage velocities and volumes. Solutionchannels may develop as material is removed from the bedrockfoundation, which could result in the c,,Ilapse of overlyingstrata, thereby threatening the integrity oe the earthendam.
The potentiometric surface in the overburdenon the southwest side of the dam has an extremely steep
6
hydraulic gradient from the reservoir through the dam to thedownstream observation wells, which implies expected smallpermeability and minimal seepage through the dam andembankment materials. A lesser hydraulic gradient exists onthe northeast side of the dam, which could indicateexcessive seepage through embankment material from largerthan expected hydraulic conductivity or underseepage throughbedrock. Statistical analysis of water-level changes in thereservoir and in observation wells completed in theevaporite stratigraphic horizon on the northeast side of thedam indicates a hydraulic connection between the reservoirand wells.
Direct evidence of the existence of aconnection between the reservoir and the groundwater systemis provided by chloride concentration data. Maximumchloride concentrations occurred in the reservoir water inthe early spring of 1989. Chloride concentrations reached amaximum in groundwater from bedrock and overburdenobservation wells on the northeast side of the dam 1 to 4months after their maximum in the reservoir. Underseepageof reservoir water occurs through the basal evaporite zoneof the St. Louis Limestone and through the glacial sands inthe northeast bluff between the bedrock surface and the baseof the dam fill.
The increased hydraulic head imposed on thesystem by the impounded waters of Lake Red Rock causesrecharge and flow to the deeper bedrock aquifers in theimmediate vicinity of the dam. This effect is manifested inthe observation wells along and downstream from the damaxis, implying flow through the grout curtain in the bedrockfoundation of the dam. There is potential for dissolutionof the gypsum and anhydrite in the bedrock foundation,because reservoir water and shallow groundwater in thevicinity of the dam are undersaturated with respect to theseevaporite minerals."
(6) Earthquakes. Red Rock Dam is located inseismic zone 1, and capable faults or recent earthquakeepicenters are absent in the region.
4. FOUNDATION TREATMENT
a. General
Plans and specifications for the contract drillingand grouting were designed by the Rock Island DistrictGeotechnical and Design Branches. The work for stage one(Sta. 25+00 to 36+00) consisted of constructing a single-line vertical grout curtain.
7
The contract called for installation of steel-cased holes through the overburden or embankment with apositive seal into the founding rock. This was amended toallow 3-inch PVC casings instead, since they were lessexpensive and could be grouted in place rather than removed.The subcontractor used conventional rotary water drillingfor these installations, and the holes were predrilledthrough the embankment/overburden +3 feet into rock. Theschedule 40 PVC casings were set into rock and groutedtherein by pumping 3:1 neat cement grout through the PVCinto the rock and until the grout resurfaced at the headeraround the annular space.
b. Significant Dates
(1) Initial mobilization and setup began on 4September 1991. Actual drilling and grouting was started on19 September 1991. Progress was very slow initially sincethe drill rig was in need ot repair.
(2) Drilling and grouting was terminated on 26November 1991 for winter shutdown.
(3) The 1992 construction was resumed on 31 March1992 and was completed on 14 October 1992.
c. Drilling and Grouting Equipment. Equipmentutilized for drilling and installation of the grout curtainis shown below:
Quantity Item
1 GEOREX T500 S/S Auger Drill1 Chicago Pneumatic CP350 Rotary Drill2 Air driven 3-inch submersible water pumps1 Skid steer end loader - Case 18401 Flat bed truck - F7001 Mechanics truck - 1 ton1 500-gallon fuel tank1 Office trailer for contractor1 Office trailer provided by contractor for COE1 Multiquip 185 CFM air compressor2 Pickup trucks1 24 cubic foot grout plant (portable)1 3/4-ton Dodge pickup truck1 Cement Tech trailer mounted automated grout
plant, unit 313, 36 cubic foot capacity- Grout headers, pressure gages, and packers- 3-inch schedule 40 PVC, bell joint casing -
20-foot lengths
d. Location of Grout Curtain. The grout curtainbegins in the left abutment of the dam and is set parallelto the centerline of the cut-off trench, 15 feet upstream.
8
Stage I construction runs from Station 25+00 to 36+00.Stage II constructior will run from Station 36+00 to 55+00.
e. Desicgn of Grout Curtain. The grout curtain wasdesigned by the Rock Island District Geotechnical and DesignBranches. The list of references contains several reportsdepicting the foundation and geohydrologic conditions thatwere the logic for proposing a remedial grouting program.Reference f, "The Reconnaissance Report for Dam SafetyAssurance" with three endorsements, and Reference p,"Seepage Study and Design Analysis Report", are the basisfor the authorization of the remedial grouting program. Thebasic design was intended to be completed with primary holes"p" set on 20-foot centers and secondary holes "s", orsplit-spaced holes, set on 10-foot centers between theprimaries. Tertiary and Quaternary holes were alsoinstalled at 5- and 2-1/2-foot spacing, respectively, insome reaches and are shown accordingly on grouting profileplates 6a through 6e. The curtain is from the top of rockdown to elevation 620 and was grouted by the zone and down-stage method.
f. Drilling Difficulties
(1) Overburden and Embankment. The generalsequence utilized for installation of the casing (3-inchschedule PVC pipe) was completed by the subcontractor,Douglas Drilling Company, and consisted of rotary drillingwith water through the overburden or embankment into therock surface. Techniques involved the use of 4 3/4-inchtricone rotary and fishtail bits. In several cases at thebeginning, numerous retries had to be negotiated sincecobbles, broken stone, and gravel were encountered withinthe material. Once rcck was reached, it was penetratedapprox.-aately 3 feet and the casing was grouted therein. Insome cases, drilling water was restricted when wind blewdebris into the sump area on the lake. Eventually, a watersupply line was installed that led from the permanentwaterline at the campground entrance near Station 27+00.Since drilling through the overburden encountered cobbles,sand and gravel, as well as broken rock, and caused manyproblems for the drill crew, it was difficult at first forthe contractor to determine the top of competent rock (seealso paragraph 4f(2)). It was determined that primary holecasings in holes P-1 through P-10 and P-12 through P-14 wereset in sand and not rock. These holes were backfililed withgrout and abandoned, and only the secondary holes S-1through S-10 and beyond were used for grouting. The grouttakes were negligible (see paragraph 4h). Drilling of theembankment beyond station +30+00 was pretty much routine andwas done by both the prime contractor and subcontractor.
9
(2) Rock Drilling and Coring.
Drilling in rock was accomplished using 2-7/8-inch rotary rock bits, and rock coring was performedwith NQ wireline equipment. Difficulties were encounteredwith both rock drilling and coring at first. Differenttechniques were attempted by the drillers until a bestmethod was found. Various drilling rates, pressures, andbit types were employed, and a more experienced driller wasbrought on site.
Core drilling in the first exploratory hole(P-1X) was only partially successful. About 14 feet of rockwas cored with very poor recovery except for about a 2-footzone of hard rock, which was recovered and believed to bethe rock surface. This zone was initially used as a basisfor setting the original casing in holes P-1 through P-10.After the hole was grouted, subsequent coring proved rock tobe at lower elevations, and casings for all subsequent holeswere set accordingly. It was also determined that thecoring bit was defective and was replaced, which resulted infaster drilling and better core recovery.
Some rock drilling in the lower morecompetent rock was completed using a 3-inch diameterBullrock Downhole Air Hammer. Use of this equipment wasapproved by NCD as well as OCE. The work was performedwithout incident and went much faster than conventionaldrilling methods.
g. Grouting Methods and Techniques.
In general, the following procedures were employedfor drilling, pressure testing, and grouting: (1) drillthrough any grout in the surface/embankment casing includingthe grout plug used to sea'- the casing into rock; (2) washout hole and check for leakage in the casing andembankment/overburden rock contact zone; (3) drill, wash,pressure test, and grout the primary holes in the first zone(these were secondary holes between Stations 25+00 and 26+70as described above); and (4) repeat preceding steps forunderlying zones as shown on Plate 6a through 6e.
The single-line drilling and grouting operationwas accomplished using the zone, split spacing, and stagegrouting methods. Between Stations 25+00 ard 27+00, twozones were required for primary holes; these were secondaryholes S-1 through S-10. From it~on 27+00 to 28+70, bothprimary and secondary holes were grouted in two zones.Beyond Station 28+70 to the end of Stage I (36+00) primarythrough quaternary holes were grouted in three zones.
All holes were washed prior to water pressuretests and sealed at the surface with a packer sponge prior
10
to testing/grouting. A water manifold with a pressure gageand adjusting valves was set on the header casing forpressure tests. The pressure guidelines were established inthe field and, unless otherwise directed, were as shownbelow.
Water Pressure Test Pressures (PSI)
Location Pressures
Zone 1(Top of rock to El. 670) 10-20-10 (5 min @ ea press)Zone 2(Elev. 670 to 640) 20-40-20 (5 min @ ea press)Zone 3(Elev. 640 to 620) 30-60-30 (5 min @ ea press)
The grout was mixed at the automated batch plant in a 36cubic foot capacity mixer and pumped to a 24 cubic footholding mixer. The grout was then pumped from the holdingmixer to the manifold header at the top of the grout hole.Batch quantities were carefully monitored during mixing andwere confirmed at the end of each grouting operation.
Grouting on a hole was usually started at either a4:1 or 3:1 water cement ratio. The majority of grout was
I pumped at the 3:1 mix. In zones having excessive grouttakes, the mix ratio was reduced accordingly and as directedto as low as 0.6:1 ratio. Holes that had extreme grouttakes were grouted with a sanded mix. These holes includedP-25, P-37X, and P-56. Grout pressure guidelines wereestablished prior to the contract award and were adjusted inaccordance with field standards as applied to the geologyand in conjunction with results of water pressure tests.Unless otherwise directed, grouting pressures were as shownbelow:
Grouting Pressures (PSI)
Mix Design
Location 4:1,3:1 2:1 1:1 <1:1
Zone 1 5 Gravity Gravity GravityZone 2 30 25 10 GravityZone 3 60 45 30 Gravity
The use of Microfine cement was employed inreaches where we thought we could penetrate more effectivelyinto the bedrock fractures than the contractor had with theconventional grout. Attempts were made at the followinghole locations: TS-22, TP-23, TS-23, TP-28, TS-28, TP-31,TS-31, TP-32, TS-32, TP-33, TS-39, TP-40, TS-40, TS-41, TP-
11
42, TS-48, TP-49, TS-49, TS-50, TP-51. Details of groutingare shown in the Grouting Compendium Tables (Appendix A-l).
In looking at exploratory cores taken adjacent tothe Microfine grout hole, it was noted that there was littledifference in the penetration characteristics between theType II Cement and the Microfine product.
Upon completion -if grouting within a zone and whenthe grout had set sufficiently, the hole was washed out andthe underlying zone was prepared for drilling. This methodwas repeated for adjacent holes within a section and foreach successive zone until complete. Table A-1 is acomplete grouting compendium, and table A-2 illustrates theeffectiveness of progressive grouting in high take areas. Aprofile of the completed grout curtain, with all relatedsignificant data, is presented on Plates 6a thru 6e. Fromthe contractor's past experiences, pulling casings aftergrouting was completed was not successful; therefore, thePVC casings were left in place and backfilled with 1:1 groutand were cut off at the surface.
h. Quantities and Costs
UnitItem Description Quantity Unit Price Cost
O001A Mobilization and 1 LS 60,000 60,000demobilization
O001B Drilling in dam 22,225 LF 10 222,250embankment, incl.casing and backfilling
O001C Drilling grout holes 12,102 LF 12 145,224
0001D Drilling exploratory 1,029 LF 25 25,725holes
0001E Portland Cement in 15,133 CF 4.4 66,585.2grout
0001F Mineral filler in grout 230 CF 4 920
0001G Sand in grout 458 CF 1 458
0001H Placing grout 15,182 CF 3.5 53,137
00011 Connections to grout 464 EA 25 11,600holes
O001J Washing and pressure 174.75 HR 40 6,900testing
12
UnitI-a Description Quantity Unit Price Cost
0001K Microfine cement in 35,420 LB .70 24,794grout
0001L Post grouting pressure 2 HR 40 80testing
0002A Construct Observation Wells0002A1 R-91-1 1 LS 6,065 6,0650002A2 R-91-2 1 LS 6,585 6,5850002A3 R-91-3 1 LS 2,935 2,9350002A4 R-91-4 1 LS 2,935 2,9350002A5 R-91-2A 1 LS 7,945 7,945
0002B Furnish and Install Piezometers0002B1 R-91-1 1 LS 2,560 2,5600002B2 R-91-2 1 LS 3,000 3,0000002B3 R-91-3 1 LS 1,335 1,3350002B4 R-91-4 1 LS 1,335 1,3350002B5 R-91-2A 1 LS 2,890 2,890
0003 Traffic control 1 LS 41,700 41,700
00Q4 0:fice traie1r mobilization 1 LS 1,936 1,936
0005 Office trailer monthly 12 MO 601 7,212rent
Subtotal $706,106.20
0006 VECP-Piezometer instal- 1 LS (3690) (3690)lation changes
Approximate Total Cost $702,416.20
i. Results and Conclusions
The total amount of 35,356 lineal feet fordrilling grout holes includes 22,225 lineal feet of drillingthrough overburden, 12,102 lineal feet of drilling groutholes, and 1,029 lineal feet of drilling exploratory holes.The total amount of grout placed (solids) was 15,182 cubicfeet. Therefore, it is calculated that with 13,131 linealfeet of grout and exploration holes being grouted that 1.15cubic feet of grout was placed per lineal foot in thegrouting zones.
Further examination of Table A-2 shows a repeatedpattern of larger takes in the primary and some secondaryholes with dramatic decreases in the adjacent tertiary andquaternary holes. Thus indicating that the grout curtain inthe areas of original high takes have been grouted to withinacceptable limits. Higher take zones such as those in holesin the vicinity of stations 29+80, 32+20, and 36+00 (holes
13
P-25, P-37X, and P-56, respectively) were initially groutedwith a 3:1 mix and progressively thickened to refusal usingsanded mixes (see Table A-l). During the original grouting(years 1966-67) along these same reaches (Stations 29+00 to36+00), the average grout take per lineal foot was +4.05cubic feet to obtain refusal. The new grouting average of1.15 take per lineal feet is due to deterioration of theoriginal grout curtain.
A number of high take zones (possibly cavities)were encountered during both drilling and grouting of theinitial treatment (1966-67), and since various amounts ofseepage through the system have been defined since 1969, itwas the intent of the remedial grouting to reduce seepageand preserve the foundation by this second contract. Sincethe new contract drilling and exploratory holes revealedadditional, remaining, or newly formed seepage passages,broken zones, and some cavities, it can be concluded that(1) the original contract grouting was only partiallysuccessful or (2) it has deteriorated to some degree. Ineither case, judging from the grout takes, pressures, andfinal refusals that the remedial grouting for Stage Ishowed, it should have a poiAtive effect in the reduction ofseepage.
Since grout curtains are seldom 100% effective,one should not expect to see complete and total changes norwill any changes be immediately obvious. Recommendationsare discussed in paragraph 6b.
5. FOUNDATION INSTRUMENTATION
a. Types and P,,rpose. In general, there are fourtypes of foundation instrumentation at Red Rock Dam. Theyare as follows: (1) survey points, which include surfacereference points that are used to measure vertical andlateral movements, (2) monolith reference monuments anddisplacement Indicators (in the concrete structure), (3) aslope indicator in the right abutment used to monitor slopemovement below the administration building, and (4)observation wells and piezometers. Types 1 through 4 havebeen monitored regularly, and readings and summaries wereincluded in the periodic inspections and most recently inReference r. The most important instrumentation associatedwith grouting is, of course, the installation of observationwells and piezometers that measure pore water pressure bothin the embankment and founding rock as well as in theunconsolidated till and bedrock in the left abutment,alluvial, and glaciofluvial materials and bedrock justdownstream from the dam.
b. Prior to Construction. Prior to originalconstruction, only a few of these installations were made.
14
Since the embankment completion, large numbers ofpiezometers have been installed over the years at numerouslocations throughout the structure, in the abutments, andsome upstream and several downstream installations. Many ofthese were installed during and after construction and havebeen continuously monitored over the years. Reports citedin the references deal with this information. The mostrecent installations are illustrated and discussed inReferences i and s.
c. Durina Construction. During construction of StageI grouting (1992), one piezometer was installed justupstream of the dam. It is well no. R-92-1 in the campingarea.
d. After Construction. After the construction of theStage I curtain, four additional piezometers were installed,two along the top of the dam (R-92A and R-92-2) and two onthe downstream berm (R-92-3 and R-92-4). These new wellswere installed to better define the effectiveness of theremedial grout curtain and will be used in the programmedUnited States Geological Survey follow-up study. Details ofthese installations are shown in Reference s of this reportas well as on Plate D-3.
6. POSSIBLE FUTURE PROBLEMS
a. Conditions That Could Produce Problems. With theconstruction of any large water retaining structure, whetherit be concrete earth/rock fill or a combination, comes theconcern for possible future problems. The range of problemsat Red Rock should become of less significance now that acomprehensive remedial grouting program has beenestablished. To date, the dam has performed as it wasdesigned to. With the near future completion of foundationtreatment, it is believed that concerns for greater seepagewill be reduced.
b. Recommended Observations/Studies
There is an on-going study and analysis of datacollected from observation wells, grout gallery flow,seepage points, and weir readings and of the general overallcondition of the entire structure. These observations areperformed routinely and as frequently as daily during highhead conditions. They have most recently been reported inReferences g and r.
Geochemical analysis is made from observation wellsamples in wells 5RA, 5RB, 23-R, 29-0, 30-0, and R-87-4 bycontract with Iowa State University. Previous informationfrom this source has been used by the United StatesGeological Survey in the completion of Reference g.
15
Further analysis by CENCR-ED-G is planned usingthe Iowa State Data, and the United States Geological Surveyhas a proposal to NCR for a geohydrologic study to evaluatethe effectiveness of the remedial grouting. The proposal isfor an Evaluation of Underseepage using stable isotopes,which is proposed to supplement and corroborate chloridetracer data used as evidence of the underseepage study (Ref.g).
Special attention will be in order when monitoringthe new observation wells upstream of the remedial groutcurtain, i.e. R-92-1, R-92-2A, and those downstream (R-92-2,-3, and -4).
Additional remedial grouting from Station 36+00through 55+00 has been authorized and will be completedduring FY 93 and 94.
16
Appendix A
Tables
A-i Grouting CompendiumA-2 Remedial Grouting Stage I (Areas of
Significant Takes)
Table A-I
Grouting Compendium
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Table A-2
Remedial Grouting Stage I(Areas of significant Takes)
JL
TABLE A-2
REMEDIAL GROUTING STAGE I1991-1992
(AREAS OF SIGNIFICANT TAKES)
This table shows grout holes, total take of cement incubic feet, lineal feet drilled and take per lineal foot.
Privary holes were drilled and grouted first and aredesignated P. Secondary holes are designated S. Tertiaryholes are designated T, TP, and TS. Quaternary holes aredesignated Q, QP, and QS.
The intent of this table is to illustrate grout holesthat had significant grout takes per linear foot drilled andthe subsequent or adjacent grout hole which shows the stagebeing sealed by comparative low takes per lineal foot.
In general, one cubic foot per foot or less isconsidered to be on the low side for grouting this type offormation.
TotalLin. ft Take Take per
Hole Station drilled (cu ft) lin. ft.
TP-56X* 36+05 77 805.2(cavity) 10.5QP-56A* 36+02 76 388.4(cavity) 5.1
P-56* 36+00 76 727.2(cavity) 9.6QS-55B 35+97.5 78 15.2 0.19QS-55A 35+92.5 70 73.5 1.05TS-55 35+95 80 359.6 4.5
S-55 35+90 68 354.5 5.2QP-53B 35+47.5 83 25.3 0.8TP-53 35+45 83 423.7 5.1QP-53A 35+42.5 82 190.0 0.23
P-52 35+20 78 293.3 3.76TP-52 35+25 73 41.1 0.56
S-52 35+30 85 442.8 5.2TS-52 35+35 82 49.,' 0.6QS-48B 34+57.5 80 2.6 0.03QS-48A 34+52.5 80 186.6 2.33
S-48 34+50 81 288.9 3.6TS-38 32+55 65 9.2 0.14
P-39 32+60 62 288.4 4.7TP-39 32+65 73 1.7 0.02QS-36(A) 32+17 67 99.6 1.4
P-37X 32+20 68 369.2 5.4TP-37 32+25 65 15.7 0.24TP-A36 32+15 63 6.7 0.10
P-36 32+00 74 371.4 5.0TS-35 31+95 64 254.3 3.9
TotalLin. ft Take Take per
Hole Station drilled (cu ft) lin. ft.
S-35 31+90 75 2.7 0.04P-33 31+40 83 268.5 3.2
TP-33 31+45 86 7.7 0.09TS-32 31+35 80.3 35.4 0.44TS-29 30+75 83 43.2 0.52
P-30 30+30 82 306.2 3.7TP-30 30+85 80 15 3 0.19
QP-28BX 30+47.5 85 6.6 0.08TP-28 30+45 78 218.7 2.8QP-28A 30+42.5 70 17.5 0.25
S-25 29+90 76 365.3 4.8QP-25B 29+87.5 75 6.3 0.08TP-25X 29+85 81 157.0 1.9QP-25A 29+82.5 74 67.9 0.91
P-25 29+80 87 660.0 7.6QS-23AX 29+52.5 70 22.3 0.32
S-23 29+50 68 238.7 3.5
* This reach will be overlapped ±50 feet on Stage ITgrouting.
Appendix B
Photographs
(Photo 1) Georex T500 S/S Auger Drill (drillingoverburden with fishtail bit on flight augers)
(Photo 2) Chicago Pneumatic CP350 Rotary Drill(drilling overburden)
(Photo 3) CP 350 Rotary Drill, taking samplecutting
(Photo 4) 3-inch Diameter Downhole Air HarmerDrill
(Photo 5) Drilling in the lower zone of competentrock with air hammer
(Photo 6) NQ Rock Coring Bits
I>
(Photo 7) Geologists discussing rock cores from NQwire line barrel
(Photo 8) Geologist logging rock cores
I
(Photo 9) Setting PVC casings for observation well
(Photo 10) Drilling through embankment casing withrotary rock bit
(Photo 11) Submersible air pump pumping drillwater from the lake
II
(Photo 12) Washing out a hole prior to testing andgrouting
(Photo 13) Pneumatic packer for water pressuretesting
(Photo 14) Assembly of double ended packer
(Photo 15) Calculaton of flow in water pressuretest
(Photo 16) Monitoring gages during a waterpressure test
F
(Photo 17) Charging the main grout plant with bulkcement
(Photo 18) Loading the sand hopper on main plant
L
(Photo 19) Setting up a grout mix with thecomputerized batch plant
(Photo 20) Charging the main mixing tank
(Photo 21) Sending a mix from the main plant to a
satellite mixer
(Photo 22) Measuring grout flow from satellite
mixer as it is pumped into the foundationl
F-I -y'! LVTO 9,
(Photo 23) Timing a batch of 2:1 grout flow
(Photo 24) Monitoring grout flow and settingpressures on hole TP-26X
(Photo 25) Installation of Observation wellR-92-2a at Sta. 35+40, top of dL. upstream side
(Photo 261) Installation of Observation Well R-92at Sta. 35+404, top of dam downstream side
Appendix C
References
References
a. Red Rock Dam, Des Moines River, Iowa - Investigation ofUnderseepage, First Year of Operation - NCRED-F, 17 April1970.
b. Effects of Red Rock Dam on Water Supply of Pella, Iowa,U.S. Geological Survey Administrative Report, July 1971.
c. Red Rock Dam, Des Moines River, Iowa - Investigation ofUnderseepage 1970-1974, NCRED-F, 16 September 1975.
d. Red Rock Dam, Des Moines River, Iowa - Investigation ofUnderseepage 1980-1984, NCRED-G, 4 June 1984.
e. Red Rock Dam, Des Moines River, Iowa - Investigation ofUnderseepage, NCRED-G (unpublished draft) 7 November 1986.
f. CENCR-ED memorandum, dated 20 May 1988, Subject: RedRock Dam, Des Moines River, Iowa, "Reconnaissance Report forDam Safety Assurance," with three endorsements.
g. Analysis of the Groundwater Flow System, Geochemistry,and Underseepage in the Vicinity of the Red Rock Dam nearPella, Iowa, U.S. Geological Survey, Water ResourcesInvestigation Report 91-4092, 1991.
h. Red Rock Reservoir, Howell Dam Site, Des Moines River,IA; Design Memorandums 2, 6, 9, and 13.
i. Exploration and Piezometer Instrumentation for Red RockDam, Marion County IA prepared by Terracon, Inc., DACW25-87-D-0035, 23 September 1987 and Work Order No. 2, 21 July1988.
j. Red Rock Dam Seepage Investigation History; CENCR-ED-Gmemorandum for ED, 21 December 1990.
k. Original contract plans and specifications forsolicitation CIVENG-l1-117-62-19, Construction of Dam -Stage II, Spillway and Concrete Overflow Sections, Red RockReservoir, Des Moines River, Marion County, Iowa.
1. Original contract plans and specifications forsolicitation CIVENG-II-117-64-21, Foundation Treatment, RedRock Reservoir, Des Moines River, Marion County, Iowa.
m. Original contract plans and specifications forsolicitation CIVENG-lI-117-66-37, Construction of Dam -Stage III, Red Rock Reservoir, Des Moines River, Iowa.
n. Red Rock Reservoir Dam Foundation Report, Binder 3 of4.
0. Red Rock Reservoir Dam Foundation Report, Binder 4 of4.
p. CENCR-ED-DM, Red Rock Dam, Des Moines River, Iowa,Seepage Study and Design Analysis Report, March 1991.
q. Red Rock Lake Project, Des Moines River, Iowa; PostHighwater Inspection Report, March 1992.
r. Red Rock Dam - Lake Red Rock; Periodic InspectionReport No. 10, Binders 1 and 2, May 1992.
s. Observation Well and Piezometer Installations, Lake RedRock, Marion County, Iowa. Prepared under DACW 25-91-C-0056by The Judy Company, 20 October 1992.
Appendix D
I Plates
-SC S -- rce11
JA
47
.4.1
po Rr~A 9R S 4 - ---- Il
J1, J~.
N 3A'ed '
(~~NQ I__ __ __ __ ____ __,, i Ge
~~~~ý l *?SE j , - ,j O
"'Ost W-wv v F -wA 4 , A g fr
r) -
PWk-l LUCATION
4 I-' IMINNESOTA
10 W
VICINITY MA
.4 1-0 WI
IV t5, -A, KASA IWOT "fROI
4"jPCIC ARE AROVII~r
U.S. APIA, (N IFC DISQ
2.ROCK., ISLNO ILLINOIS
NJS 1! *lr(v S( I'4 h-irA-
'A~~ I
IA C. 7.Kf' Ii.5ký C'I y
Sy)'t4 De~f t" ,C' ,U/
'5'S~~~1 NO rrI9I o'r'. .25 1, 9 'j ojor Os".-
-- N~ C -/1 - RR-IO
543
,VZs' .75', 174'2? 120.75'
0 22'i 42.7' ./0'D -.19 *r
1j EL 79170Flood Comiro/ Pbol El. 780.0 E- 7j~ Q,.i 22
____F-1 3- *' 770-0, >'.
4/
EL VARIES R .Aock Line Con1Hr~ oles. (tx 1,r'fn q)
Cud-off Trench ~iT-YPICAL DAM SE'CTION
C NOTCE LDOKINI4 DOWN Sr~r,'Ol-
VA.is of m
* El. 797 0
El.7 20 0
0n/ C3t-off 7rench 2 47
EI.7393t0 M//'"'5-'003tO
4SA39,o ,,
EXIL.N VARIES / NOZINiu'iols WOK MxiREs A CUnqROD)/2k
STA.325+0 TOSTA.55#OOlB (SrA.36#00)
I' ~~(LOOKINQ DOWN S7'A 77ON) S
r5
3 21
lnctve/ý 20.75' 61.95'
io'Hcriz. kfeas /AjirvioujI F711
/ ~ ~ ~ l 748poL 7 l 7
/f 7ad~ FSI E_
____ck Lin~e -cw'pac~d Per vtiO;d 8/arJet yCE ON L ' A & 0~.Goe
es (Exstfinq)
CT/ON
15 of Damn
_00
NO WORKc. REQUIRED ELEVATIONS BASCO ON SCA LEVCL DATUM4 OFt9Z9.
rtoN OFOD0AN05O o NOTE:
TE-A, .s.SIToN or SECrtONS is aerweCN
O'v) STA. .36#OOAND STA. 3941P.
-our DRILL HOILE, SEE SPECS. 0 4' 40' 12
ws 31n ollv7__ CIIALI1A1,
700 Co rnp~cte 1 Ferv/ous 491anket
70 nk1
/ U.S. ARMY ENGIENEER DISTRICCORPS OF ENGINEERSROCK ISLAND. ILLINOIS
' ~ .ds.4 ~ * DESi MOINES ROVER, IOWA
- xit,~gCu-of hechD.R.W. C3 RED ROCK DAMEX;S791 ut- ff 7&,c REMEDIAL OROUTING
0R.LG. STAGE 1
2_0 ft.ý"ImpTYPICAL SECTIONS36+00 VHG
TION) J c!Ll__fNW
_ _ _ _ _ _ _ jC3 a o a"C3 - w
32 1PLAT L ;.
t
'U.-I.lit
wo_ _ __ _ _ _ -
-----T~r
IA3f .3 112O0 1200 lipO 1O0 10007000.00O100
820 .
8*3 L 2. a -o 63L 113U 90 6-RF
720 -~-> AI
7100 ,-
, - --- - - - - - - - ----------- ------ ------
-O -, -: - --_ _ _ -_ _ _
640 C3-':.
HOLE *0 s~rs ~ oaoLss 00 05. 10 S.00 70*00 5-00 160.0
90.00tome LINE OF GROUT -OI -1V NSN ON IEO RW"2E GEOLOGIC PROFILE ALONG CENTERLINE OF DAMo
Pi..Cdl SECTION 7
TYPSIALL IECTION
-~ - - - - - g
IN FEE - _
____O 60- 0 5-0 0-0 __00 I00;3-0 00
-______T T- I----'-- ------___________b-
an 6 04 ot , 0 1 ' 0 _ _ _ _0__ _ .- 2 2' U 6
"-"
2 7. -62
po 70.0
32-0 2420 all 1706011--- ------- 0---- --------
Ek - -ill.1
60*00 0-00 s5*0 0THREE LINES OF G.ROUT HOLES -~Y0LNS OELN
'rILL ALONG (_Q L'ý!{ N~ DALEGEND. NOTES
0 CON 3 rUCTION 10"E "RESSAAE PIEZOMETERS (R-) I. ROCK7 PROFILE VAAlES DO*NSTPEAIM rQOM
(3. SCEI'AG 09550 AlION WELLIS C ENTEO-LINE. SEE OCETA'L LO11 Or '5T4ALLATION
_ A ROCK GVPSIrEROAJI ZONE , 00 2-0, 21-0,23-0. Zo-O,, 60, 25-0, ?-0 ^NO
-L LOWER ROCK G'IPSIFEROUS ZONE 11-0 R0OCK A7AD 0 17 RODE N 017011E Or
-U LI-PER ROCA SANDSTONE DOW NST REAM LEFT BANK7 AND ABLUTMENT SH*OWN
-0 OVEE6RUAICN ALSO "W-1 SEPARATELY
-UP UPPER ROCAR LIMESTONE 2. CONSTRUCTION GR.OUTING O ATA SHOWN IN
-SD SAND DRAIN FOIJNOATION REPORTS. 0'NOERS ITHR0AOUG 4.*E LEVATION or WELL POINT
LI. ~~~ DOWNSTRE AM BERMSECTION .a ~ '-
0.7~~ RED ROCK' DAM
DES MOINES RIVER, IOWA
L L OBSERVATION WELLS AND100 0 0 SR 0 10 GEOLOGIC PROFILE
iCALE IN FEET
PLATEZ
s-22-X L~~l~?~O~I-
IGP 3LE3.RllO93 790.0
IDIC
Iw~~~.rn a,.~ ., W ta Vu. W
mg. SOF TOTL NxIuIL "I"'NI.
IOU SODI~ 14-MNOO LT. aA ,oa
LWSC COO ICMT ^ 'WO
IOUE %-. LT. IS, TI. 0L. 03.1 NOEL HIM.S ICLMO 3W M
'M3KWM OL W.Wf NENIW NOW. aLT so.~. LINE N.m "
LIIilN N.N3ma L. a To M.N. COI M to3o L3INEII MC. oN.m me.WW
1 0 0 l u W I l Iw.W 3 M o .NP . N .E I L 1 0. V MMN N L t TV it . O L. O N - CI L O t o WI WS IS ( IN O . NONI. a O IS I La
to I E3WN O O M S I T . * I 0 LIE SiSO N 2NN. T. FI IS .N .. W C I N . F 3 - 3 C 1
IC LIFLTNNE SVW. LI. TVA . OIL . WC.CNE O11
3W LEMSTONE N(X. NO. TO.I
ITliC aW
100 UNSGNW~ o LICIIUN LI. 13N. m. iNuT 90% LOIN 0 W- M N, IS I
3N, 11~iN TO iNs. g I71SN.3 3 I (~ t L N W LCIU N N .O I r
3Wsm ~ U C l t .N.IS AN33 3TY 1II -kN 3 . .1 Li. a W.,
LIIII iN.I iN. N
51Li 29-30
d MTME 1991SIR 25S50
Is UPSO&iR isO9M9319
9 DE109( 1991
P-1-X
Tils
2 WYIM.1C
22 LOIS7LT. 10 GI(,wo'bLQK
3-1 .. ~ . W&T. atIa. ýat . I.ISISC LI'S65WN3 It; ,Jr7,t)[
-f a., a51F
,o Iz . O .l . I1s LWS'.•tS l LUCC I ltI a (tolll( 5?l 11Ci I~lllll - llllM* . Mt. Sc. a0'. C , m'" all Hl1
WI M MOS •10. aW LIKST1& LE S Jvt' cm. ''.I 16 Salt t'a
15' UPS U fEJ
Rsiuions
.. t-CflhI•i. LI. f "I a .
SYR 5,0 IS , . *0. 9t. a is a. RE ROCKL
W.O,, .ow. a, a _,__._______._______,____.__,_EMEDIAL _GROUTIN
as. C-sO *. ti•. at Is a•• T G
Checke Wa .,.• Lots ofEpo.ois a.A -,t . to Sc•. t'os . L•. a Is a. U.S. TO ELE +30
4:10 VW 54i -. ,SO E.,. W. o.COP FENI~E
-Z,. ac mia.Pwt-MIR& ROC. IS0.D nIIM.
,(CITW Mc. tWM TO tW& %WO. %ft1 ROCK ISLAND. LLPM_
.... M..MONOMM.Dsd by, DES MOINES RIVER. IOWAas a, ~ RED ROCK DAM
11<04Sc l~. WASISZOItO-~i.Oi Oten by',a~- REMEDIAL GROUTING
SW . "STAGE I
1- -11 ITT OW illtOW. 3IT Wt QAKoIT Ct .d by, Logs of E.AoeSta. 25+00 - 29+30
~ Rs-.,d by, SCOI GL- 71IO
Dot.:ta b- ______________w ý
PLATI
EP-27-X '
71 0
100~
n 9
'9 11* I~m~o4 ~1 II . WM4 IT. 0. ,
914
$40944 14. I~l~. C.. C ISI 44114$ 11
as 60 mI~J. wool 041L.A7
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IS' L 44S49E44 it 1*4 1932CO.
u~~~~cs~~~~~~in~" on.3[ 1*0C 44 A.14 o91 n 101K A-l
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.I
SI CORPS OF EU'GtNEERSSR O C K (SLAN• ,
'L 1 040 G
• De•i;-• ),, •°'•"DES MOINES RIVER. IOWA
• , :. ;•;. •) I •,,., •. ,•• •,,• .• -. , '-•RED ROCK DAM
i " • b,:•" REMEDIAL GROUTING
S'.•AG I
A~~~~~~ ývo'alor* unL. C"s.es' V
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K
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:7 6C$7,4 4'�. $404, a. *�4(4 a4.75. :fl�S�
CASYE 4CC. 7,404. a. !4 34.¶S. 4.C4'%�4
1 12*5744 47.,':' V 'wC. CA., 074'4. rAe.' <40 '"I � .4
-fT A %Ctfl $4 .46' ;.S.S. 7,47744 .766
W4�7N4 C> 'AC. '7,4 76 CmACA u'476:%. W ".74 7,�l 6'2C5
�* -� *c �'-C. � 9O�' '� 20
,.,j.j� ,6�4.fl� 4<44$ -
- , �-.'.--4' .�r It )S 7 �'A '424744 I '� �' 74 ¶447 1 40 24�C 446- .'t47 44744
"S-fl t�' 744'''. CA 547
20 "va 5,7. -
u'47'fl rOAC fl 774247'4. C*" 7,4. 4444:776 I 5�'�( 077 .4".> 407.. 4J5
4. ..'
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.- •'.4I44 4444'
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r �.,,7e: . -, "'�y .4 �4.'( '4445. 2 -'
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C...... ý T:
CORPS F
V ENGINEERS
-" i*-
e ;;,ln d b y '
[ SC .l T~ ;130 '17 SED ROCK? DAM
S• o, y,
REMEDIAL GROUTING
..-
' -&"....
Logs of Exploratory
Cores
' 3" .•' " 3 "
5 .. -ISta
31+20- 33+20
PLA"
*cC.3S !'33 3C..A --
't '4' n W o3S fu m n.i 5.
J J J. j O 3'j .J 3.'
798.0 lt l~~4 '5
S ,,
I oTI ' 4 5m
a o :
-22m .44*.29
'- ?W ma
S7400 tw, sc. wA. SW,.s
Il 4m
STFI000 35-1' CA S0.9 Le Iq
Il a, .fý1 WilV
5.05000~~~~~~~~~~~~~~ CA. It~t I.)0
5l R t5 100l * 0. OC o,0
L.'AIIA~~t 198A~ P -. 13-X EEAIF .S
'fE AN.AtF 9T F IAO2L BIT FT
93~ FýIB Ott
ARl4
IC1 SOFTS!. 5105'.6 GA., 'if!' WA. 20FFoI
Iva~~O. F.w.R gatAT% .. w INmOASR ~ ~ ~ ~ ~ ~ W0 900 TMI15f fl IT!Wý., ,L
miW weT To~5RIi1F WE1
- -... Ayvsbllby DESt.p MO INE RIVER. IOW
5*50!5f ~ ~ ~ ~ ~ ~ ~ RE ROCK DAM1 fOiA-,S.A 5. FP
SACS!S*o. Z5!. REMEDIALfO GA.. a, 00,41
M45
RAIIC.~~~~~~~STG IAVf 7 143.G. 'FT .7,0Iw 75 Chk0 by0 Log of ExploratoryqlCores
ito-R-7 -36+055 4RVtA. 404?Itf 4.4
At WV o"Cf * 1! M. ~. G 70.1 A A.' WSta .33+4 NGNER C
-by O NGNE
STA 33A F05 $040C CL
15STAGE I
36-0 35-00 34-0
AV-I TOP OF DAM I96
____- -______ ________ FL00 CONTROL r530
EMBANKMENT FILL
740 ____ -C1SRARk ~ __
720 .-- -_______ __
640~~~~~TEC ____________ UMSO.E - s
620~ ~~~ ~~ - E-- --
1* - v ~ u _ - - --
36SANDSTONE
33W0ji0 32-0
EMBANKMENT FILL.
- _ - -- ~IA
________ _______ ___ UME
'4W0 33-0 32-0
17 AX _
DOTT-- __CORE TEACH
rytACAL T4..
GLACIAL TILL.
DJESTO MJSOINE&S P1AJI ___
MOINESON--E~ EISSSS!PIA STLOW
LIMESTONEidE TONEON&SA
SANDS OSNE
GEOOGI SECTIONN &(H. AVSWSTA.TL J 5O TOSA.3001w /
SECTION LOOKIN U/S:
29-0 28W0 2700o
t.2'VOU STA.2"~r ~ A 1 9 0tc*R /fM TO OFJ~ -A- 7W
GLACIAL. rILL
D E~X VSALE
u4IESrtOif__-
g~oN 4MISSISSIPPIAN~ ST.LOUIS FORMAYD0f
LIMESTONE ---
ri .VW R S W a M AXND LO MIIT E SH A LE
TR29-0 28-00270OM F WVTEs INTERPOLATED ELEVATIOA*S
)R FOLL FROV FC'IJfDATir* REPORT uEBOTMC5NFOLFOR' FOLCaYIG SYMBOL -0BTTUO1TBOSTART CORIAG WITHEXISWIITs 40ý (D LIMIJTS BOTTON CORE TRENCH THIS CONiTRT OTET
S ACIAL Th( DES YIGNES FOR41ATrMG'CIAL TI) GLACIAL. TILL LIMITS
26"00 25"00
780
.. ... . 760
//
S. ... . . . . .. ... 74 0
HOLEROTARY DRALLWITH ,qOCX &7S. . .. .. . . . . . . .. ,*f H. . .. . ... - 72 0
SAND & GRA-EL
ST,•l GAY C.LA S/V
,w4• CRCLAY S/
COREO 6rO 697J 680
OVERBURDEN
_ _ _ -- 660L1T-ON .__ - - _
• - -.SANDSTONE
J STLOUJIS-_ •-_c -• . .. . 64
WARSAW FORMATION 6• : - _ .... . . .. -- - 620
26"00 25W00
HOLES M OF CORE HOLES ENDINGrAoN 6x x IS ELEVAT"ON 620,0tOTED )THERWISE NOTED
S sOF E S ,[
ALOE a
2 z .. .. . 3 . .... .. .. . _o -- . .• 0 ••t • . . p • , ,c #.t .. . .. ,, .- .. ............ -. / • •
.7.v4 -
q %
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.. ... ... ... ... -.. . ... "
S I,,
7.: 4 ' .. . .• ••
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8 , _ . 9 _ _ "'
_. ... . .... . . . .a : -z, z • ,• Z
ii&i 1 12 - 2L
is A0 70 400 so__
I -5 • o.• .• • ,L6 -P-
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•ff
/...... OIL
..... ........ CK DA
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/rr " sal
1'3
t t.. Draw bp, RE D RC.-
•h e bye STAGE--
AW*,*Od by,
2/ [ PLATE 68
A,
543
/970
-76U
7,
'710
SAO 14q2z-: -
I d~ 0 - I fI.5 1ýA 56 *1~ m 0 ; 1 y :
Sid ~ *' ~ . f-~a-
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oor
4 -- Ii W a 4'Q AR Dow wt '
S•, "•." • __"9U.S. ARJMY ENGINEER DISTRICT
S• • CORPS OF" ENGMNERS
S ROCK fSLEtD. ILLINOtS
S ... ... .. ..... ........... .......... ,1.,, • hi' -I• DES MOINES RIVER. IOWA
S•• ..... RED ROCK DAM
--- REMEDIAL GROUTING
S~STAGE I
.J ~~~~~~hk .b4 •lO),/"?l. Grouting Profile Sts. 27+40_ - 20+"00
C= &.
PLATE 6b
I I.
'4 ... "P;.
. 0 . .. . . . ... ...
07
..1 .ii ... ..
Oi
.~ ... ... ... . ... i A ...- ------
4' -:d.. . .. . .
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.. .. . . ......
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.. .. .. ..... '
a Ni 491
r10,7 ,-- e/ /-J.
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aa
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C2.WL-. 40 ........................................................................................................
....... ... -7c~i B ........ ....... .........
...... .... l.....
... .. . ..... .. . .. ...
0-1)
4t '
aDeasoption Date l. e
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