Developing Underground Space in Louisville, Kentucky

PLANNING & DEVELOPMENT _

Developing Underground Space In Louisville, Kentucky

C. Robert Ullrich D. Joseph Hagerty University of Louisville

Joseph C. Corradino Schimpeler-Corradino Associates

he Louisville Crushed Stone including representatives of the Uni• Site Characteristics Company's underground quarry versity of Louisville. T operation supplies crushed This paper describes the results of limestone and dolomite to the Louis• the two studies mentioned above, with Active quarrying at the Louisville ville and Jefferson County construc• emphasis on the description of the cav• Crushed Stone Company site began in tion market. The quarry is located north ern, its physical features, and its struc• the 1930's as an open-pit operation, and of the 1-264 Watterson Expressway and tural and drainage problems. Recom• work moved underground in the late east of Poplar Level Road in south-cen• mendations presented to the City of 1940's. In the early stages of quarrying tral Louisville. Although active quar• Louisville for development of the cav• only the lower 20-25 ft of the Louis• rying stopped in 1970, the operators ern are also described. ville limestone overlying the Waldron of the quarry continue to sell from the shale was mined. Quarrying was re• large stockpiles of crushed stone on the stricted to the outlines shown in Figure 2 because of property ownership, legal property. The large underground cav• Geology of the Quarry Area ern created by the quarry operation considerations, and public concerns re• as bee': the subject of ecfnt feasibil• Louisville is situated at the falls of garding quarry operations in an urban Ity studtes of commercial( and indus• the Ohio River, a series of rapids de• area. Subsequent mining was done by trial development. veloped on the Devonian jeffersonville stripping the Waldron shale first and In 1982 the City of Louisville con• lim estone. The Jeffersonville lime• stockpiling it in various parts of the tracted with a team of geotechnical en• stone and underlying Silurian lime• quarry; then the Laurel dolomite was gineers from the University of Louis• stone and shale formations are essen• mined for its val ue as crushed stone. ville to study whether the cavern was tially flat-lying sediments which underlie The Osgood Formation, which un• safe for development. Although var• most of eastern and central Louisville. derlies the Laurel dolomite, is not a ious issues of concern were identified Western Louisville is underlain by al• construction-quality material. Thus, by the study, none was deemed un• luvial sediments contained in a deep quarrying operations ceased when most solvable within reasonable limits of cost. valley incised into bedrock. parts of the mine had been excavated Thus, a second study was undertaken In the vicinity of the Louisville to the base of the Laurel dolomite. The in 1982-83, again under City of Louis• Crushed Stone Company quarry, up• cavern created by this excavation se• ville sponsorship, to examine the land• lands are capped by the Jeffersonville quence contains approximately 96 acres use, economic, engineering, environ• limestone and a clayey, red residual soil of space, and the ceiling of the mine is mental, and implementation issues in• developed from it. Underlying the jef• supported by 223 pillars whose loca• herent in developing the quarry. This fersonville limestone are, in sequence, tions are shown in Figure 2. second study was done by the Metro the Louisville limestone (approxi• A short section of the Watterson Ex• Consulting Group, a consortium of ar• mately 60ft thick); the Waldron shale pressway, built in the 1950's, crosses chitectural, legal, and marketing firms, (10 ft thick); the Laurel dolomite (40 the southern extremity of the mine; ft thick); and the Osgood formation, surface areas occupied by the express• C. Robert Ullrich is Associate Professor of which consists of thinly-bedded lime• way are federally owned. Also, surface Civil Engineering and D.Joseph Hagerty is stones and shales (Fig. 1). At the quarry development rights to property over• Professor of Civil Engineering, University site, mining has been done from mid• lying the northern one-half of the mine of Louisville, Louisville, Kentucky. Joseph depth of the Louisville limestone down are held by the City of Louisville. The C. Corradino is Principal, Schimpeler-Cor• to the upper few feet of the Osgood Louisville Zoological Gardens were radino Associates, Louisville, Kentucky. Formation. constructed on this property in the

1960's and now overlie northern parts grass Creek, which is located east of the corresponds to a natural, relativel y of the mine. quarry site (Fig. 2). The ceiling of the smooth bedding plane near mid-depth The topography of surface areas underground quarry was developed to of the Louisville limestone. The shal• overlying the quarry dips toward Bear- an essentially constant elevation and lowest depth of cover is about 20 ft and occurs along western boundaries of the mine. Not coincidentally, most leakage 0' Beechwood I+I of water into the mine is found in these "-G> c ::IC Limestone 0 areas. (The locations of all water-bear• c .00 +I Q)·- )- ing joints and sidewall seeps are noted -C ... (/) .. !Q in Figure 2). The greatest depth of -oo Q)Q) Silver Creek I "C> =E Limestone cover, approximately 60 ft, is found z ·-Q) -- ..._ ,N along western boundaries of the quarry. :Eo a>.- I-- ---..:::.. , --- I -[ (/)...J ---- 0 Almost all the overburden materials z -- +I consist of Louisville limestone and Jef• 0 c fersonville limestone, as well as resid• > c - ual soil cover. w ·- I 0 c Two joint sets are exposed in the 0 - - 0 ceiling of the quarry. The major (best• > - "CQ) Jeffersonville •i..\.',{\ .1\t. developed) joint set strikes basically co north-south, with individual joints hav• c Limestone ,...... '\ 0-25 ... Q) :._ , \ ing a vertical orientation. Joints in this a>:O · \(' set are spaced about 10-20 ft apart and 3"0 , ;,-.· are generally infilled with calcite. A mi• 0·- )._'S'-.' nor east-west striking joint set consists ...J::!E . ' t '-.A_.' of joints which are vertical in attitude and generally more closely spaced than ,. . (01" - - - - - joints in the major set. (East-west strik• - ing joints are frequently water-bear• ing, especially along the eastern perim• eter of the quarry.) The floor of the quarry is situated basically at two levels. An upper floor elevation about 4 ft above the contact between the Louisville limestone and the Waldron shale is typical of areas Louisville near the mine entrance (Subarea D in Limestone Fig. 2) and the northern portion of the southern extension of the mine (Sub• area A). Floor-to-ceiling distances on the upper level range from 20 to 25 ft. In these areas the pillars and sidewalls contain very little loose rock. Condi• tions in Subarea A are shown in Figure 3. (Note the seepage throughjoints in c the ceiling and along sidewall areas.) z c Waldron Shale 9-13 Lower levels of the quarry encom• <[ ... pass all the quarry extending under the ::::1 Louisville Zoo (Subareas F, G, and H),

cr (/) that portion of the quarry extending westward to Poplar Level Road (Sub• ...J Q) area E), and the portion of the quarry (/) "C "C extending under the Watterson Ex• pressway (Subareas B and C). On the lower bench, pillar and sidewall heights vary from 65 ft to as much as 80 ft. Louisville limestone, Waldron shale, and Laurel Laurel dolomite are exposed in the pil• Dolomite lars and on the sidewalls. Conditions on the lower levels of the quarry are shown in Figures 4 through 6. Figure 4 shows Subarea B of the quarry, located west of Subarea A. Two bench levels are visible, with Subarea A, on the upper level, in the back• ground. Pillars in the foreground are 65 ft high. The first bench is developed at the base of the Waldron shale. Subarea C is an area of old workings, Figure I. Geologic column for the vicinity of the Louisville Crushed Stone Company quarry. which extends under the Watterson

Vol ume 8, Number 3, 1984 UNDERGROUND SPACE 197

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bench, is deteriorating from cyclic wet• ting and drying attributable to seasonal variations in humidity. Deterioration and falling chunks of Waldron shale have led to the formation of large over• hangs (some as large as 6 ft) in the overlying Louisville limestone. Figure 7 shows an overhang developed above the Waldron shale in a pillar located near the base of the shale pile in Sub• area G. In addition to the problem of shale deterioration, many tall pillars on the lower bench are quite ragged in ap• pearance, i.e., contain an abundance of loose, small rock. One such pillar, lo• cated in Subarea C, is shown in Figure 8. Also, in many locations on the lower level, pillars have been left connected .._ _ at their bases by unmined Laurel do• .. -- lomite.

Site Evaluation and Remedial Figure 3. Conditions in Subarea A-little loose rock, but ceiling and sidewall seepage. Measures

The University of Louisville study of the Louisville Crushed Stone Com• pany quarr y included the following tasks: complete photographic coverage of all pillars, sidewalls, and ceiling areas; structural evaluation of each pillar and sidewall area; complete mapping of ceiling areas, noting all joint orienta• tions, locations of seepage, and other features; reconnaissance of surface areas, noting possible avenues of seep• age into the mine; evaluations of pillar and ceiling stability; and recommen• dations for remedial work. The follow• ing sections describe features which University of Louisville investigators identified as areas of concern. The sug• gested remedial measures are also de• scribed. Ceiling Overhang The presence of a dangerous over• hang in the ceiling rock between two pillars in Subarea A was noted. The overhang consists of a layer of rock Figure 4. Conditions in Subarea B-two bench levels, with 65ft-high pillars. about 12 in. thick which has separated along a bedding plane from overlying Expressway. Pillars in this area average tively tall pillars (60-65 ft) with the rock. At the time of the University of 65 ft in height and are also very large Waldron shale located virtually in the Louisville study active seepage was oc• in area. For example, the pillar shown middle of each pillar. Significant seep• curring along the overhang and ap• in Figure 5 measures 80 ft by 80 ft age of water into the mine is occurring peared to be related to a surface drain• (note the car for scale). in Subarea F, as noted in Figure 2. age feature. Removal of the overhang A photograph of Subarea E is shown Subareas G and H are located east is feasible, since it is thin enough to in Figure 6. Pillars in this area are as of Subarea F. Pillars in Subarea H are break into slabs by prying. (A discus• high as 80 ft and extend several feet 60-65 ft in height, as in Subarea F. sion of the related seepage problem is into the Osgood Formation. Significant stockpiles of Waldron shale, included in a following section.) Subarea F is located along the east• stripped during the mining operation, ern boundary of the northern exten• are located in Subarea G, in the north• Loose Rock sion of the mine, which underlies the west corner of the mine. The shale A problem common to all areas of Louisville Zoological Gardens. This area stockpile occupies an area of about 12 the quarry is man y small (and some includes significant portions of mine acres and is about 60 ft high at its high• very large) pieces of rock hanging from sidewall and a number of alcoves and est level. pillars and sidewalls (Figure 8). In or• extensions which project eastward into The Waldron shale, exposed at mid• der to develop the quarry safely for the sidewall. Subarea F contains rela- height or above on pillars on the lower industrial use, loose rock must be re-

Volume 8, Number 3, 1984 UKDERGROUND SPACE 199

lated to moisture changes, methods of stopping the deterioration must in• volve some means of sealing the shale from moisture. Several methods are feasible, including spraying the shale with an impervious material such as epoxy resin; but this would do little to stop the falling of loose rock (wh1ch would break the impervious seal). Another method of sealing the Waldron shale is to spray each pillar with shotcrete. Before sealing, loose fragments should be removed by scal• ing; then wire mesh or a similar rein• forcing material should be wrapped around the shale band. The wire mesh would serve as a structural contain• ment for the shale and would prevent the falling of rock fragments, and the shotcrete would seal the shale from moisture.

Seepage Water enters the quarry from three Figure 5. Conditions in Subarea C- tall pillars, some 80ft by 80ft at the base. sources: minor inflow at the portal area, seepage from surface sinkholes, and seepage through the joint structure in the ceiling and sidewalls. The locations of sinkholes and sidewall and ceiling seepage are shown in Figure 2. The ceiling and sidewall seepage de• scribed herein and shown in Figure 2 can be controlled, to some extent, by improving the ground surface features above the underground quarry-fill• ing and capping sinkholes; lining ponds on the zoo property with im• pervious materials; and injecting ce• ment grout into the ground in an at• tempt to reduce the water movement through the joints. While any of these techniques would help curtail the water intrusions, it is uncertain to what ex• tent the amount of seepage would be reduced; thus, additional seepage con• trol measures should be considered, in•

cluding the installation of gutter troughs to collect water coming through the · ceiling, and surface ditches or piping to collect water reaching the quarry Figure 6.Conditions in Subarea £-pillars extending downward into the Osgood Formation. floor.

Other Concerns moved from pillars and sidewalls or is a particular problem in lower levels Several other, less important con• prevented from falling. Scaling is the of the quarry where the shale appears cerns were also identifed. For example, easiest method for removing loose rock: at mid-height or above on most pillars. the presence of connectors between potentially loose pieces of rock are tested The deterioration can be attributed to adjacent pillars and the irregular na• with prybars and wedges; then loose volume changes in the shale associated ture of the quarry floor (many benches fragments of rock are removed and with seasonal variations in the humid• and steep ramps) might impede free tightly-held fragments are left in place. ity. The shale cracks into loaf-sized movement through the quarry. Generally, the highest pillars in the fragments which fall from the pillars The structural and drainage con• quarry are also the most ragged in ap• and litter the surrounding quarry floor. cerns mentioned in preceding para• pearance. Thus, scaling of tall pillars On many pillars so much shale has de• graphs are summarized in Table l, as would be most time-consuming and ex• teriorated and fallen that these pillars are the engineering measures sug• pensive, whereas scaling of short pil• show a marked reduction in diameter gested for their correction. lars would be relatively easy. (Fig. 7). This "necking" of the pillars has. led to the formation of large over• Stability Analyses Shale Deterioration hangs in the Louisville limestone. In the University of Louisville study, Deterioration of the Waldron shale Because shale deterioration is re- existing structural conditions in the

200 UNDERGROUND SPACE Volume 8, N umber 3, 1984

120ft are allowable. This range of spans is typical of those observed in Subarea A. The factors of safety against ceiling failure for other parts of the quarry were assumed to be greater than that for Subarea A.

Recommendations for Development The University of Louisville srudy of the quarry site indicated that, although several structural and drainage con• cerns existed, no "fatal flaw" was pres• em which would preclude quarry de• velopment. In late 1982, the City of Louisville sponsored a second study of the quarry site, with the goal of iden• tifying a workable plan for develop• ment of the property. The second study was performed by the Metro Consult• ing Group; their recommendations were made to the City of Louisville in early 1983. The plan for development recom• mended by the Metro Consulting Group was based on several considerations. In light of the economic recession m Louisville and the fact that almost 2,800 acres of available but unused land ex• ists in jefferson County. it was decided to pursue a plan in which under• ground development would be staged as unused surface areas are utilized. A multi-use development concept was endorsed. Also, approximately 55 acres of surface area, located south of the Louisville Zoological Gardens prop• erty, is available for development in conjunction with development of the underlying quarry area. The neigh• borhood surrounding the quarry property contains some of the most de• sirable single-family locations in Louis• ville, and the availability of developable

single-family lots is tight in the quarry area. Thus, surface area directly above Figure 7 Overhang created by shale deterioration in Subarea G. the quarry was identified as a prime area for single-family housing. It was decided to limit industrial develop• quarry were analyzed with respect Lo against crushing for other pillars in the ment in this surface area to office space pillar stability and ceiling stability. These quarry were assumed to be gr·eater than directly related to subsurface indus• analyses were performed so that the that for Pillar 22. trial activity. Retail uses of the property effects of changes in the quarry struc• Calculations of ceiling stability were were purposely de-emphasized. ture (for example, removal of selected made for Subarea A, portions of which Based on the market information pillars) could be assessed in planning are overlain by as little as 20 ft of over• described above and on other analyses, studies, such as the Metro Consulting burden. Spans between pillars and si• a plan for development of the Louis• Group study. dewalls in Subarea A are the greatest ville Crushed Stone Company quarry Calculations of pillar stability were in the quarry (120 ft). Also, the layer was prepared. The development plan made for Pillar 22, which is the slen• of Louisville limestone which forms the described below integrates surface and derest pillar in the quarry. The load immediate ceiling in Subareas A, D, and subsurface space use in a physically on this pillar was purposely overesti• E is 4.5-6.0 ft thick, which is the min• feasible and economically sound man• ner. mated by assuming worst-case values imum ceiling beam thickness in the for the overburden thickness (60ft) and quarry. Calculations of maximum safe Swface Development Plan the distance to adjacent pillars (120 ft). spans were made using a flat arch anal• The plan for development of the The calculated factor of safety against ysis developed by Wright (1974). Using surface area overlying the quarry in• crushing, based on a compressive a factor of safety of 2.0 against crush• tegrates several land uses-residential, strength value of 5,500 psi for the ing of ceiling rock at the pillars, it was open and recreational space, commer• Waldron shale, was 3.5. Factors of safety calculated that spans ranging from I05- cial-office, commercial-retail, and

Vol ume 8, Number 3, 1984 UND£RGROU!'

Maintenance of the common areas will be an integral part of ownership. Dur• ing the first stage of construction (the first few years of the project) an esti• mated 30-40 units would be con• structed. In total, up to 129 individual units are contemplated. The office park is conceived as a spe• cial-purpose complex in which build• ings will be built to suit tenants. Be• cause of market conditions in the region, speculative office space is not consid• ered feasible. It is estimated that the first stage of the project would include the construction of 48,000 to 64,000 sq ft of special-purpose office space on the western portion of the site adjacent to Illinois Avenue. Ultimate develop• ment would include 192,000 to 256,000 sq ft of office development. In order to accommodate the con• sumer needs of the workers at the de• velopment and the local residents, a small retail complex would be devel• Figure 8. Loose rock on a pillar in Subarea C. oped in conjunction with the first stage of office development on the western portion of the surface site adjacent to Table 1. Possible solutions to structural and drainage concerns in the Louisville Crushed Illinois Avenue. The retail complex has Stone Company u"Uierground quarry. been restricted deliberately to a sup• portive function to avoid the deleteri• Engineering ous neighborhood effects of shops with Structural or Drainage Concern Measure to Correct larger geographic markets. Ceiling overhang Remove by prying, splitting, or using wedges; if necessary, use light Subsurface Development Plan explosives The subsurface development plan would incorporate surface access and Loose rock on sidewalls and pillars Scaling; or isolate (e.g., behind walls of vertical connections with office space buildings) on the surface for operations with Deterioration of shale layer on pillars and Scale, install steel reinforcement and higher needs for office staff. This con• sidewalls spray with shotcrete; or isolate pillars cept is based on the desire to use the and sidewalls prime space in the quarry first, to at•

Deterioration of shale layer on pillars and Scale, install steel reinforcement and pour tract immediately the best use for the sidewalls accompanied by severe concrete ring around shale band; or excavated area. The first, 10-year stage notching and development of overhangs scale, install steel reinforcement and of development involves filling and lev• spray with shotcrete; or isolate pillars eling three subareas of the quarry, ap• and sidewalls proximately one-third of the total space,

Heave of shale layer in quarry floor Spray shale with impervious material, to produce a uniform floor-to-ceiling install roadbed, shotcrete around edges height of approximately 30ft. This stage of underground space use would co• Irregular floor elevations Regrade and fill as necessary with waste incide with the surface development. material from quarry Vertical connections to office devel•

Connectors between pillars Remove with explosives opment areas on the surface would be created during Stage I (Fig. 10). Sinkholes Fill sinkholes with concrete, grout joints, Beyond Stage I, development of the and seal surface with clay blanket quarry would proceed in three stages Seepage through joints in ceiling and Install surface drainage corrective over 15 years. Because the ceiling sidewalls measures, seal joints by pressure heights in the Stage II-IV areas would grouting; or seal joints by pressure be 60 ft or more, the intensity of use grouting, seal surface with clay blanket; would be lower than in the Stage I de• or install guttering and downspout velopment. Stages II-IV would be ori• system inside quarry ented to warehousing and bulk stor• age, and would involve development of parking for Derby City Field. Access to half of Subarea C, Subarea D, and the subsurface space below the Louisville the site is from Poplar Level Road property between Subarea A and D. Zoological Gardens (Stages II and III) through Taylor Avenue. Figure 9 shows The residential area is envisioned as and Subareas B and C (Stage IV). As the plan for surface development, a high-quality condominum type of de• development proceeds beyond Stage I, which, very roughly, encompasses the• velopment. This will ensure the per• the primary circulation corridor would land above Subarea A and the property manence of occupants and the protec• be extended to allow access to all parts to the west of it, Subarea B, the lower tion of the values of nearby properties. of the underground. Utility services

Volume 8, Number 3, 1984

widths and fire-rated classifications to correspond with the activities in the spaces created. Concrete block walls have been selected for general use be• cause they are economical; the blocks are easy to use and are readily available in various sizes and colors. Because of the solid natural rock floor in the quarry, the structural requirements for wall foundations will be eliminated (except in places where fill materials are used), thereby reducing significantly the cost of creating enclosed space. Because of the great floor-to-ceiling heights in the quarry, each tenant space will be roofed . In areas where a floor• to-ceiling height of 24-30 ft is built through backfilling, a roof may not be required. However, roofs will be nec• essary in other areas to protect people and property from the danger of fall• ing rock. Although all the loose rock will be scaled from the pillars and ceil• ing during development, and contin• uous inspection and maintenace of the rock surfaces will be integral to the op• erating activities of the developer, there can be no guarantee that rock will not fall. To support the roofs of the build• ings, reinforced concrete masonry piers will be required in all load-bearing walls. Rock surfaces in the quarry will be coated with a mixture of whitewash and concrete to achieve acceptable air qual• ity within the quarry. (Painting reduces the generation of dust from exposed rock.) Light levels in the quarry will be improved by the painting, as the effects of artificial lighting will be enhanced. The primary circulation corridor and parking and docking areas will be lighted; appropriate signage and strip• ing will be used to control vehicular movements. Figure 9. Surface concept plan for the proposed development above the Louisville quarry. Costs for underground develop• Key: 0 = office, R = Commercial/retail, T, = Townhouse (21 units), T, = Townh e ment were estimated for industrial and (8 units), T, = Townhouse (10 units), C = Condominium (90 units), V = Verttcal other uses. It is expected that it will cost circulation, A = Air shaft (covered), U = Utility distribution center, W = Water storage, an average of about $3.00 per square E = Vertical emergency access. foot to prepare the en tire under• ground quarry for development. A major component of this cost (36%) would follow the primary circulation service, maintenance, and marketing, stems from providing the under• corridor. with all space utilized on a lease basis. ground development with a fire detec• The underground development Areas ranging from as little as I 0,000 tion system and vertical access with concept provides for residential rec• sq ft to greater than 100,000 sq ft could evacuation systems. reation, service, and storage areas lo• be developed according to the needs Underground light manufacturing cated in the north portion of Subarea of tenants. All required parking would and assembly space is expected to cost A (Fig. 10). Residential facilities within be provided underground in areas about $14.50 per square foot, while the underground would provide for which would have marginal utility for warehousing space is estimated at about activities such as tennis, swimming, and industrial uses and warehousing be• $12.20 per square foot. (Similar con• exercise; restaurants and storage space cause of the configuration of the space. struction on the ground surface ranges could also be provided. This area would Standard concrete slab floors with a from $26-32 per square foot.) Recre• have a separate entrance (new open• minimal amount of reinforcement will ational space for athletic activities is ex• ing) from Taylor Avenue and would be suitable for most uses within the un• pected to cost about $22.90 per square be segregated from areas designated derground because of the rock base. foot underground, compared to $48- for commercial and industrial uses. These floors will be poured in spaces 52 per square foot aboveground. Development of the underground created principally by wall enclosures Conclusions would be controlled by a single entity between the rock pillars. Walls will be responsible for construction, utility of concrete masonry units of various Studies of underground space de-

Volume 8, Number 3, 1984 UNOERGROt::-10 SPACE 203

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velopment at the Louisville Crushed quarry (site preparation) will be more jacentcommunity. Over 1,200 jobs (ex• Stone Company quarry which were expensive than preparing space above cluding construction jobs) will be cre• performed by the University of Louis• ground for development. Likewise, ated over 20-25 years. ville and the Metro Consulting Group special requirements such as fire pro• Finally the project as planned ap• have determined that development of tection (mainly evacuation corridors, pears to be feasible financially. How• the quarry space and overlying surface ventilation, and fire-rated construction ever, dealing with solutions to the above• areas is feasible under certain condi• materials) will consume more funds for mentioned issues will increase the pr-oj• tions. underground space than above. ect cost. It will cost $66.2 million (1983 First, it is feasible to develop the Second, the project is feasible envi• dollars) to purchase the land, improve quarry from a physical standpoint. ronmentally. The only significant con• the site, and construct all the buildings There are no major impediments that cerns are traffic and noise intrusion on for the development. Surface devel• would prohibit development. How• the Louisville Zoological Gardens. opment accounts for 44% (29.2 mil• ever, it must be recognized that anum• Traffic access to both the surface and lion) of this figure, while subsurface ber of difficu l ties do exist which de• underground portions of the quarry development represents the remain• mand attention to make the quarry must be accommodated adequately; der ($37.0 million). usable for underground industrial use widening Taylor Avenue (Fig. 9) will At present, the City of Louisville has and related purposes. Specifically, help ameliorate the traffic problem. The an option to acquire the underground ground water seepage into the quarry noise problem can be remedied through quarry and accompanying surface areas. must be controlled; shale deterioration the proper design and construction of However, firm development commit• on the pillars supporting the quarry noise barriers along the common prop• ments are being sought before exer• ceiling must be remedied; and loose erty boundary with the zoo. cising this option. 0 rock must be scaled from pillars and Third, the quarry project is feasible sidewalls. All of these problems, how• from a social viewpoint. The conver• ever, are solvable with proper engi• sion of the abandoned property to an Reference neering solutions and the expenditure active economic and social center com• Wright, F. D. 1974. Designofroofbolt patterns of funds. This issue of funds is impor• patible with its surroundings will make for jointed rock. U.S. Bureau of Mines. Open tant to recognize because repair of the it a more pleasant neighbor for the ad- File Report No. 61-75.

Volume 8, Number 3, 1984 UNDERGROUND SPACE 205