Appendix C San Jacinto National Underground …SJNUSL/appendix_c_text.pdf1 Introduction This report...

Appendix C

San Jacinto National Underground Science Laboratory—Geologic & Engineering Studies Prepared for:

University of California—Irvine Prepared by:

CNA Consulting Engineers Earth Consultants International Ericksen Ellison Associates Hatch-Mott-MacDonald John Carmody Weston Geophysical Hydrologic Consultants Inc. of Colorado October 2001

Table of Contents List of Tables........................................................................................iv List of Figures.......................................................................................iv 1 Introduction .................................................................................. 1 2 Site Reconnaissance......................................................................... 2

2.1 Approach, Description of Work & Summary....................................... 2 2.2 Literature Review ..................................................................... 5

2.2.1 Studies, Reports and Maps................................................... 5 2.2.2 Rock Types ..................................................................... 6 2.2.3 Oblique Aerials / Other Photography ...................................... 7

2.3 Lineament Studies .................................................................... 8 2.4 Faults & Seismicity.................................................................... 8 2.5 Surface and Subsurface Hydrology ................................................10

2.5.1 Surface Water ................................................................ 10 2.5.2 Subsurface Hydrology ........................................................ 10

2.6 Rock Mass Model......................................................................11 2.6.1 Rock Material ................................................................. 11 2.6.2 Rock Mass Jointing ........................................................... 12 2.6.3 Q Rating ....................................................................... 13

2.7 Rock Temperatures ..................................................................15 2.8 Landslides & Rockfalls...............................................................16

3 Project Conceptual Design ................................................................ 17 3.1 Shielding...............................................................................17 3.2 Surface Buildings .....................................................................17 3.3 Portal...................................................................................17 3.4 Tunnel(s) ..............................................................................18

3.4.1 Design approach one: Single tunnel....................................... 18 3.4.2 Design approach two: Two parallel tunnels ............................. 19 3.4.3 Tunnel Cross Sections ....................................................... 19

3.5 Cavern Complex ......................................................................20 3.6 Outfitting ..............................................................................20

3.6.1 Design Philosophy & Criteria ............................................... 20 3.6.2 General Mechanical Systems ............................................... 21 3.6.3 Caverns And Connecting Tunnel Ventilation Systems .................. 22 3.6.4 Chilled Water System ....................................................... 23 3.6.5 Caverns & Connecting Tunnel Air Condition Systems .................. 24 3.6.6 Fire Protection ............................................................... 24 3.6.7 Plumbing ...................................................................... 25 3.6.8 Temperature Control And Facility Automation System ................ 25 3.6.9 Sound Issues .................................................................. 26 3.6.10 Electrical Utilities............................................................ 26 3.6.11 Distribution Systems......................................................... 26 3.6.12 Emergency Power ............................................................ 26 3.6.13 Lighting ........................................................................ 27 3.6.14 Lighting Control .............................................................. 28 3.6.15 Motors, Appliances, And Equipment ...................................... 28 3.6.16 Fire Alarm System ........................................................... 28

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3.6.17 Security System .............................................................. 29 3.6.18 Voice/Data Cabling .......................................................... 29 3.6.19 Data Network Equipment ................................................... 30

4 Future Environmental, Site Investigation & Design Studies.......................... 31 4.1 Environmental Studies...............................................................31 4.2 Site Investigation Methods & Phases ..............................................31

4.2.1 Objectives..................................................................... 31 4.2.2 Multistep Approach .......................................................... 32 4.2.3 Influence of Restricted Site Access ....................................... 32 4.2.4 Data Storage, Access & Management ..................................... 33 4.2.5 Literature Search and Review ............................................. 33 4.2.6 Detailed Satellite & Aerial Photo Analysis ............................... 33 4.2.7 Fault Studies.................................................................. 33 4.2.8 Geologic Mapping ............................................................ 34 4.2.9 Remote & Small-Scale Geophysical Investigations ..................... 34 4.2.10 Surface Hydrology & Groundwater Assessment ......................... 35 4.2.11 Geotechnical Analyses ...................................................... 37 4.2.12 Preliminary Corehole Summary............................................ 37 4.2.13 In-Situ Testing ................................................................ 39 4.2.14 Laboratory Testing........................................................... 39 4.2.15 Site Characterization During Construction............................... 40

4.3 Project Design ........................................................................40 5 Cost and Schedule .......................................................................... 42

5.1 Project Schedule .....................................................................42 5.2 Estimated Capital Costs .............................................................43 5.3 Estimated Operating Costs .........................................................44

6 References ................................................................................... 46

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List of Tables Table 1—Summary of Joint Sets Mapped on and Near Mount San Jacinto................12 Table 2—Q Ratings for Each Tunnel Condition Category. ...................................14 Table 3—Rockbolt Spacing and Shotcrete Thickness vs. Rock Quality. ...................15 Table 4—Description of Project Coreholes ....................................................38 Table 5—Capital Costs for Three Cavern Complex Options & One or Two Tunnels.....44 Table 6—Annual Operating Costs ...............................................................44 Table 7—Electric Rates, Per Meter Per Month ................................................45

List of Figures All Figures are located after Section 6. Figure 2.1—Site Reconnaissance Figure 2.2—Digital Terrain Model Figure 2.3—Map of Geologic Mapping and Dates Figure 2.4—Regional Geology from USGS Maps Figure 2.5—Dibblee Map of Geologic Relations Figure 2.6—Bedrock Geology Figure 2.7—Chino Canyon Profile Figure 2.8—Rock Types Viewed from Mountain Station Figure 2.9—Close-up of Granodiorite Figure 2.10—Southwest View of Chino Canyon Figure 2.11—Vertical and Oblique Aerial Photography Figure 2.12—Oblique Aerial Photo 1 Figure 2.13—Oblique Aerial Photo 2 Figure 2.14—Oblique Aerial Photo 3 Figure 2.15—Oblique Aerial Photo 4 Figure 2.16—Oblique Aerial Photo 5 Figure 2.17—Oblique Aerial Photo 6 Figure 2.18—Lineament Map Figure 2.19—Lineament Rosette Figure 2.20—Regional Seismic Activity Figure 2.21—Local Seismic Activity Figure 2.22—Spring & Streams Figure 2.23—USGS Gauging Data Figure 2.24—Site Reconnaissance / Joint Mapping Figure 2.25—Joint Orientations, All Areas Figure 2.26—Joint Orientations, San Jacinto Peak, Area A Figure 2.27—Joint Orientations, Area B Figure 2.28—Joint Orientations, Area C Figure 2.29—Joint Orientations, Area D Figure 2.30—Joint Orientations, Area E Figure 2.31—Joint Orientations, Road Cut, Area F Figure 2.32—Dip Direction Rosette Figure 2.33—Contour Plot of Joint Pole

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Figure 2.34—Joint Photographs 1 Figure 2.35—Joint Photographs 2 Figure 2.36—Joint Photographs 3 Figure 2.37—Joint Photographs 4 Figure 2.38—Terrestrial Heat Flow Figure 2.39—Geothermal Gradient Measurements in California Figure 2.40—Estimated Cavern Complex Temperatures Figure 2.41—Potential Rockfall Hazard Figure 3.1—Shielding Diagram Figure 3.2—Portal Rendering, Single Figure 3.3—Portal Rendering, Double Figure 3.4—Tunnel Cross Section, Single Figure 3.5—Tunnel Cross Section, Double Figure 3.6—Medium Cavern Plan Figure 3.7—Large Cavern Plan Figure 3.8—Small Cavern Plan Figure 4.1—Boring Locations Figure 4.2—Core holes Drilled from the Intersection of East & West Chino Canyon Figure 4.3—Tomographic Survey Figure 4.4—Compressional Wave vs. Strength Figure 4.5—Shear Wave vs. Strength Figure 4.6—Pn Raypaths Figure 4.7—Pn Velocity Figure 5.1—Project Development Schedule for Two Tunnels & the Medium Cavern

Complex Figure 5.2—Project Development Schedule for Two Tunnels & the Medium Cavern

Complex

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1 Introduction This report describes the geologic and engineering studies conducted regarding construction of a national underground science laboratory (NUSL) at Mount San Jacinto. It also describes the environmental, geological, engineering, and architectural activities necessary to develop the laboratory from its current status to the time of beneficial occupancy.

The San Jacinto NUSL facilities consist of administration, warehouse and assembly buildings located in or near Palm Springs at the base of San Jacinto Mountain, and the underground laboratory located beneath the Mountain. Access to the underground laboratory complex is via a portal near the Valley Station of the Palm Springs Aerial Tramway. One or two tunnels provide access from the portal to the underground cavern complex, which consists of several interconnected caverns providing storage, common space, service functions, and space for future detectors. Figure 1.1 illustrates the proposed portal and tunnel alignment.

The laboratory capital and operating costs depend upon the existing framework within which the laboratory will be constructed. Key factors include:

• Site characteristics. Section 2 contains the site reconnaissance work conducted to date—the findings form the design basis for the heavy civil construction of the laboratory.

• Form, function and operating characteristics of the laboratory. Section 3 describes the laboratory components, including offsite buildings, laboratory access and the underground laboratory complex.

• Laboratory development process, including the environmental studies and mitigation plan necessary to address environmental concerns. Section 4 describes future environmental, site investigation and design studies necessary to construct the laboratory.

Section 5 presents the estimated project development schedule, laboratory capital costs and operating costs.

San Jacinto NUSL Appendix C 1

2 Site Reconnaissance

2.1 Approach, Description of Work & Summary The characteristics of the rocks in the vicinity of the project site strongly influence the nature and cost of construction. Because of this, we have conducted site reconnaissance to develop a preliminary understanding of the rock conditions. At this stage of project development, the focus is on the general characteristics of the site and rock mass—later studies will provide detailed characterizations.

General site characteristics evaluated were:

• The geological environment of the site, i.e. type, nature and location of rocks,

• Faults and seismicity, i.e. characteristics of nearby faults and reconnaissance for faults crossing the site.

• The hydrological environment of the site, i.e. the flow of surface and underground water within the regional site, sources, springs, wells, wetlands, creeks, flow histories, etc.

• Engineering properties of the rock mass, i.e. rock material, jointing properties, assessment of rock behavior in underground excavations,

• Rock temperature, and

• Landslide and rockfall potential in critical areas around the portal.

To assess these factors, site reconnaissance was conducted in the vicinity of Mount San Jacinto during July, August and September 2001. Figure 2.1 illustrates the location and extent of this work.

The following description refers to site features illustrated in the shaded digital terrain model in Figure 2.2. Specific activities were:

• Review and evaluation of existing geologic maps and aerial photographs of the site.

• A lineament study, the search for large-scale linear features on the earth’s surface that may be recognized in aerial photographs.

• Fifteen person-days of reconnaissance work on the relatively flat top of the San Jacinto escarpment. The work included a search for rock outcrops, geological and joint mapping of specific outcrops, observations of springs and streams, and observation of linear features identified during the lineament study.

• A slow traverse up Chino Canyon via the Palm Springs Aerial Tramway. Frequent stops were made to observe, discuss and document the exposed rock conditions.

• Visits to the Desert Water Authority’s waterworks in East and West Chino Canyon, Falls Creek Canyon and Snow Creek Canyon. These visits included observation of the rocks exposed on the lower flanks of the escarpment.

• Observation of the Chino Canyon cienega, from within the foliated area and from the canyon ridges to the south.

• A vehicle and hiking tour of the northwest, west and southwest side of the escarpment.


• Aerial reconnaissance and photography of the site, conducted during a 90-minute helicopter flight, including 35 mm color still photography, medium-format color and infrared still photography, and digital video.

The following sections describe the work done in more detail, and the resulting conclusions.

The site reconnaissance forms the basis for a preliminary model of the geologic and engineering characteristics of the San Jacinto site. These characteristics are summarized in the following six categories:

• Geology—Site reconnaissance confirmed the geologic features illustrated on published maps. For the preliminary portal location located off the south end of the Tramway parking lots, about the first 800 meters of tunnel will be in metamorphic rocks, primarily argillite, schist and gneiss, formed by the emplacement of the granite magma. The widespread geologic unit that forms the central portion of the San Jacinto pluton is a coarse-grained, homogeneous granodiorite. Coarse-grained pegmatite dikes were intruded into the pluton in some locations, including a large pegmatite dike swarm in the upper Chino Canyon area. Other rocks occur along the three-dimensional boundary of the pluton, including a foliated quartz diorite that grades into granodiorite, a diorite that occurs as small satellite bodies in the border of the pluton and as dikes in the Chino acid-basic rock complex, and a gabbro that occurs in a small unit in upper Chino Canyon between the first and second tramway towers. All of the cavern complex and 85 percent of the tunnel will be in the monolithic granodiorite body.

• Joints, Lineaments, Faults and Seismicity—All rocks contain discontinuities ranging in scale from grain boundaries or to faults hundreds of miles long. Characterizing these discontinuities is essential to the planning, and later the engineering of underground facilities. The site reconnaissance has identified the following discontinuity information.

Lineaments are linear features visible from the air and in aerial photos. Lineaments may be cultural features like the flood diversion structure in Chino Canyon, or may be related to characteristics of the bedrock. Joint swarms, geologic contacts and faults commonly form lineaments like erosion channels, streams, saddles in ridges or strips of different vegetation. Selected linear features observed in aerial photos of Mount San Jacinto were investigated on the ground, and were found to be caused by joint swarms.

Lineament directions are generally the same as joint set directions. Two prominent joint sets and one minor set were identified by measuring the orientation of specific joints, and by observing the joints in many other exposures. Joints in the most prominent set strike northeast-southwest and dip from 70 degrees northwest to 70 degrees southeast. The joints tend to occur in swarms, several closely spaced joints separated by a relatively unjointed zone. Mount San Jacinto was uplifted along the fault zones present in the vicinity. Two zones of active faults exist close to the site, the San Jacinto fault zone and the San Andreas fault zone. Both are classified as active under the California's Alquist Priolo Fault Studies Act. This classification means that movement on the fault has occurred within the last 11,000 years. Based on work done to date, it is unlikely that any significant faults will be crossed during laboratory construction, because of the homogeneous


rock conditions observed. Major earthquakes in the San Jacinto and San Andreas fault zones, or minor earthquakes within the San Jacinto structural block, will induce ground motions. However, underground spaces, especially those constructed in rock, have historically been stable during earthquakes. Reasons for this earthquake resistance are: the absence of liquefiable soils, the absence of soil layers that concentrate seismic energy into frequencies damaging to surface buildings, and that underground structures are intimately connected to the rock and move with it during seismic events. Structures within the facility will be designed for the anticipated ground motions.

• Surface & Groundwater Hydrology—Site hydrology likely consists of cold springs and wetlands fed by shallow water-bearing alluvial materials, cold springs and wetlands fed by water-bearing bedrock and hot springs and wetlands also fed by water-bearing bedrock. All pertinent exposures of the granodiorite indicate a low-porosity rock material containing relatively tight joints, producing a rock mass with relatively low permeability. Groundwater inflows in the granodiorite part of the tunnel and the cavern complex are expected to be low, and controllable by grouting and lining. The geologic contacts and metamorphic rocks encountered in the tunnel will likely have higher permeability and are expected to require more grouting and lining. Detailed hydrologic studies are planned during project development to confirm the hydrologic characteristics of the site.

• Construction-related Ground Conditions—There are close parallels between the hydrologic characteristics described in the preceding item, and the construction-related ground conditions. All pertinent exposures of the granodiorite indicate a homogenous, good to excellent quality rock mass well suited to tunnel and cavern construction. Eighty percent of the cavern complex ground is expected to be good to very good, with NGI Q ratings of 22 or higher. Due to the large volume of ground penetrated by the tunnel, and the geologic contacts and metamorphic rocks present near the portal, average ground conditions are lower for the tunnel. Forty percent of the tunnel is expected to by in good to very good ground, with NGI Q ratings of 22 or higher. About 15 percent of the tunnel is expected to have ground with NGI Q ratings less than 1.

• Rock Temperature—Evaluation of heat flux measurements in southern California, including measurements within a few tens of kilometers of Mount San Jacinto, were extrapolated to laboratory depth. The extrapolation assumed vertical heat flux toward a flat half-plane, neglecting the heat loss resulting from horizontal heat flux out the flanks of the escarpment. This conservative approach produced an estimated 55 deg C rock temperature at laboratory depth.

• Landslides & Rockfalls—These events, which are part of the natural erosional process, occur regularly on the steep slopes surrounding Mount San Jacinto. Since most of the laboratory is underground, landslides and rockfalls may affect only the outside access road and the portal structure. The likelihood of events will be determined for the selected portal location, then appropriate design measures implemented for mitigation or protection.


2.2 Literature Review

2.2.1 Studies, Reports and Maps

Geologic studies of the mountain and vicinity date back to 1922. Studies of the area that have produced large areas of geologic mapping are shown on Figure 2.3. There are two widely referenced geologic maps of the area: the more regional USGS geologic map (Figure 2.4), and the more local Dibblee map (Figure 2.5).

The following listing of studies shows a long and exhaustive history of this area's geology:

• Vaughn (1922) made the first comprehensive geologic map of the San Bernardino Mountains and San Gorgonio Pass area. He covered the most northern portion of the San Jacinto Mountains.

• Fraser (1931) mapped the San Jacinto 30-minute quadrangle covering 1,300 square kilometers. He recognized the Santa Rosa shear zone and the large extent of the San Jacinto pluton and its metamorphic country rocks. Only about one half of Fraser's work has been remapped and it is still a basic reference.

• The landforms and geomorphology of the San Gorgonio Pass were studied by Russel (1932).

• A strip map of the area from Palm Springs to Blythe was made by Miller (1944). He briefly studied the plutonic and metamorphic rocks the Palm Canyon-Palm Desert area.

• Allen (1957) remapped the San Andreas fault zone in San Gorgonio Pass. He named the Banning fault and showed that it is locally a high-angle reverse fault. He also postulated the existence of the "South Pass" fault on the south side of the San Gorgonio Pass at the foot of Mount San Jacinto.

• Sharp and others (1959) surveyed the evidence of a glacial period in the San Jacinto Mountains and concluded that Pleistocene glaciation was possible for Mount San Jacinto and did occur on Mount San Gorgonio.

• Sims (1960) mapped the plutonic and metamorphic rocks south of Palm Desert, between Palm Canyon and Deep Canyon. He believed that region to be a structural trough of granitic rock entirely underlain by metamorphic rocks. The erosion resistant granitic rocks now form a topographic high with metamorphic country rocks exposed in Palm Canyon and Deep Canyon. Sims postulated a modified metasomatic origin for the granitic rocks of that area. He recognized a series of thrust fault in the Deep Canyon area in which granitic rocks are thrust over older metamorphic country rocks.

• Lockwood (1961) made a reconnaissance study of the western Santa Rosa Mountains and mapped a very large mylonite belt in the southern portion of the Santa Rosa shear zone.

• The hydrologic conditions of the Aqua Caliente Spring in the City of Palm Springs were reported by Dutcher and Bader (1963). On the evidence of a ground-water barrier, they postulated a high-angle fault in the Palm Springs area, trending northwesterly across the Chino Canyon fan. No field mapping was performed, however.

• Sharp (1967) made a detailed and comprehensive study of the San Jacinto fault zone on the southwestern side of the pluton and Santa Rosa shear zone in Palm Canyon. Prior to this in 1965, he compiled the Santa Ana Geologic Sheet for the USGS/CDMG map.


• Proctor (1968) mapped the Desert Hot Springs quadrangle, including a portion of Windy Point on Mount San Jacinto.

• Brown (1968) mapped an area in Palm Canyon that emphasized the petrology of the Santa Rosa Shear zone.

• Parcel (1972) mapped some of the complex structural relationships of the major bend in the Santa Rosa Shear zone.

• Dibblee (1970) compiled a regional geologic map of the San Jacinto, San Bernardino, and San Gabriel Mountains.

• Sydnor (1975) mapped the relationships in Chino Canyon to better understand their history of emplacement and geologic properties. His work was incorporated into the final Dibblee map shown in Figure 2.5, and is the basis for the Chino Canyon cross section shown as Figure 2.7.

• Morton (1980) studied the petrology of the area. In 1981 he surveyed the area for mineral resources before the land was placed into the wilderness designation; during this study he mapped the landslides in Snow Canyon.

• Hill (1980) studied the petrology of the northern part of the San Jacintos.

2.2.2 Rock Types

Igneous rocks at the site can be divided into mafic (dark) rocks such as diorite and gabbro or felsic (light) rocks such as granodiorite and tonalite. Granodiorite is the most widespread rock unit of the San Jacinto pluton. Tonalite, (quartz diorite), diorite, and a small amount of gabbro are exposed in the outer portions of the pluton. A general description of each rock type is given in Section 2.6.1 Rock Material.

Figures 2.6, 2.7 and 2.8 show the approximate location, orientation and composition of the rock types that will be encountered during the construction of the complex. Most of the tunnel and cavern complex will be in granodiorite. This should facilitate excellent tunneling conditions because of good rock strength, homogeneity, and a relatively minimal amount of discontinuities. In general terms a granodiorite is intrusive igneous rock found in batholiths. The mineral grains are typically coarse, relatively homogenous, and consist of about 55 to 60% feldspar, 30% quartz, 10% biotite, and trace amounts of other ferro-magnesium minerals. Figure 2.9 shows a close-up of the granodiorite.

Metamorphic rocks at the site predominately occur along the edges of the batholith. For example, most exposures of metamorphic rocks in Chino Canyon occur where the canyon widens just up-slope of the cienega and exposures continue downslope to the base of the mountain. These rocks extend to the west and are present in the lowest reaches of Snow Canyon; in the other direction the metamorphics extend to the south past Tahquitz Canyon. Only the portal and outer tunnel may cross this exterior band of metamorphic rocks. Figure 2.8 shows the location of the various rocks as viewed from the Tramway.

Other smaller bodies of metamorphic rocks occur in the batholith, but these are more prevalent near the exterior band of metamorphics and decrease in frequency toward the center of the batholith. Figure 2.10 shows the relative locations of the batholitic rock compared to the metamorphic rock.

The metamorphic rocks generally consist of schists, phyllites, and marbles. The source material for these meta-sedimentary rocks is from older Paleozoic sediments that were affected by the emplacement of the Peninsular Range Batholith in mid- to late-Cretaceous time (80 to 120 million years before present (MYBP)). Much of the sedimentary country rock that the magma intruded into was emulsified into the molten material. But around the edges, and in some areas on top of the batholith, some of the country rock was only metamorphosed


from the heat and pressure of the batholith. It is in these areas that the metamorphic rocks occur (See Figure 2.6).

The metamorphic rocks display a high degree of foliation. Just as with the metamorphic rocks that appear to wrap around the mountain, the foliation varies from a near north/south strike in Palm Canyon to a northwesterly strike in Chino Canyon, and finally to a near east-west strike near Snow Canyon. In all cases the foliation is steeply dipping to the east or northeast.

The most obvious and impressive sedimentary deposit at the site is the Chino Canyon alluvial fan. This steepness and volume of this fan and a smaller fan in Blaisdale Canyon attest to the amount of sediment being derived from the rapid uplift of this mountain block. Much of the sediment was deposited as debris flows that came down the canyon in a liquid and violent manner. The portal will be located away from any portions of the channel.

Up-slope of the cienega in Chino Canyon most of the sediment is confined to the steep-sided channel. A recent flood-induced debris flow carried a boulder that hit the bottom of the bridge at the tram. The portal facilities will be located away from the channel and above any areas that will potentially flood.

2.2.3 Oblique Aerials / Other Photography

Existing aerial photography was obtained and reviewed for the purposes of identifying rock outcrops, lineaments, rock structure, rock type, and any other features such as landslides and springs.

Two sources of stereo aerial photography were obtained for this exercise. During the summer of 2000, the Aerial Tramway replaced their cables and tramcars. As part of the environmental screening process and design, this area of the mountain was flown using vertical aerial photography. The scale of this photography was approximately 1" = 1500'. Another source of stereo photography is the Riverside County Flood Control District. This organization has the western side of Riverside County flown every year at a scale of about 1"=1900'.

In addition to the existing vertical photography, during our preliminary studies we retained the services of a photographer that specializes in oblique aerial photographs. Oblique photography (at an angle less than 90 degrees) enhances the visibility vertical or near-vertical escarpments often obscured with standard vertical photography. We obtained excellent photographs of the mountain's steep north and east faces. The photographs provide numerous examples of how joint sets influenced canyon development in both northeast and northwest orientations. Another observation is that at the top of many canyons, rockfalls and topples frequently occur along the major two joint planes. Examples of vertical and oblique photographs are shown in Figures 2.11 through 2.17.

These photographs provide an excellent characterization of the mountain. The following statements describe important features that can be seen on each photograph.

• Figure 2.11—Vertical aerial photograph of the lush vegetation found at the cienega northeast of Valley Station. The site was reconnoitered for potential spring locations. Several sites were visited and are discussed in detail in Section 2.5.1. The lower vertical photo shows the massive alluvial fan of Chino Canyon extending into the valley. Soil to large boulders can be found in the alluvium.

• Figure 2.12—Oblique color view of Mount San Jacinto; view is toward the west. Horizontal pegmatites that intruded the granodiorite, can be seen in the lower center. To the left of the pegmatites, and depicted by shadows, are a prominent display of almost east-west trending joints that dip steeply to the north. Linear green strips in the canyon bottoms are vegetation growing on the debris flow and alluvial deposits - some springs occur in these areas. San Jacinto Peak is the highest peak on the horizon.


• Figure 2.13—Oblique color view of Mount San Jacinto; view is looking northwest. Pictured are some of the lineaments observed from the air during the site reconnaissance.

• Figure 2.14—Oblique aerial photo of Chino Canyon and springs. Debris flows in the canyon bottoms consist of coarse boulders to fine sand.

• Figure 2.15—Oblique aerial photo of Long Valley, view toward the west. This view shows the reason for the canyon's name. Note that east-west trending ridges define the north and south edges of the valley. Springs that occur in Long Valley are associated with alluvium in the bottom of stream drainages.

• Figure 2.16—Oblique aerial photo of the southeast side of Mount San Jacinto. The peak is off the left side of the photo. Rock exposures are less frequent in this area of lower relief. Idyllwild is located several kilometers off the right side of the photo.

• Figure 2.17—Oblique aerial photo of the head of a canyon on the steep north escarpment of Mount San Jacinto. Joints are prominently exposed in the canyon walls and their orientation is parallel to the canyon axis. This is an example of structural control on drainage development.

2.3 Lineament Studies Lineament studies are the process of identifying linear features that appear on aerial photographs and then documenting the features on the ground. The linear features that were observed can be a pseudo-fault feature such as a cultural feature (property boundary, fence line, or buried pipeline). Some linear features can be natural, but caused by reasons such as rock type boundaries (e.g. granite juxtaposed to marble).

Linear features on the aerial photographs were mapped on the photographic database and compiled into the map shown in Figure 2.18. While the map may appear complicated, definite trends can be observed. This map shows that numerous streams have portions of their channels that are linear, and hence probably somewhat controlled by some structural control in the rock. In this case the channels flow parallel to one of the two prominent joint sets northeast / southwest.

During this reconnaissance study, a select number of the lineaments were checked in the field to determine whether feature is geologic and if so what is its origin. One of these lineaments is Chino Canyon West. As can be seen on Figure 2.18, a long segment of Chino West is linear and oriented in a north-northeast direction. A visit to the lower portion of the canyon, in the area of the water intake structure showed that frequent northeast trending joint sets were present. These are the most likely reason for the canyon's orientation as well as the absence of any fault evidence in the channel.

As another approach to observations, we made a transect along the northern rim of Long Valley, from Mountain Station to San Jacinto Peak. We viewed the rock for joint exposures, but in particular we looked for any features that could be construed as being a fault or of fault origin. No faults or concentration of joints were observed. Future studies of the mountain will consist of more checks of identified lineaments.

A lineament rosette was constructed to from the field investigation to depict the orientation of the lineaments (Figure 2.19).

2.4 Faults & Seismicity Two zones of active faults exist close to the site, the San Jacinto fault zone and the San Andreas fault zone as shown in the geologic map of Figure 2.4, and the fault and seismicity


maps of Figures 2.20 and 2.21. These will be referred to as faults although actually zones thousands of feet wide consisting of many individual fault planes.

The San Jacinto fault is one of the most active faults in California. At its closest, it is approximately 19 kilometers southwest of the site. This fault extends to the southern border of the state and joins the San Andreas fault west of San Bernardino. The sense of movement is right-lateral strike-slip. Strain accumulates on this fault at the rate of about 15 mm/year. Slip is regularly released on this fault in the form of small earthquakes (magnitudes 3 and 4). Historically, this fault has experienced numerous medium sized earthquakes (magnitudes of upper 4's and 5) and several large earthquakes (larger than magnitude 6.0). In the early 1900's large earthquakes in the Hemet and San Jacinto areas produced surface rupture.

The San Andreas fault passes within 10 kilometers east and north of the site. The San Andreas is the longest fault in California, extending 560 kilometers from the southern state boundary to just south of the San Francisco Bay area where it heads offshore. Movement is predominately strike slip, except where the fault bends to the west. In this constraining bend there is still strike-slip motion, but an additional component of thrust movement as well. Strain accumulates on the fault at a rate of 25 mm/year and this explains why many of the state's largest earthquakes have occurred along this fault. Within the regional area that is shown on Figure 2.20, numerous small and medium-sized earthquakes have occurred as well as two large earthquakes (magnitude 6.0 to 6.8).

Faults shown on Figures 2.20 and 2.21 represent those classified as active under the state's Alquist Priolo Fault Studies Act. This means that movement on the fault (earthquakes) has occurred within the last 11,000 years. Both the San Jacinto and San Andreas are classified as active faults. As noted on the regional geologic map in Figure 2.4, there are significantly more faults than are classified as active. While no faults have been mapped in the area that we plan to construct the tunnel or caverns it is probable that small faults will be encountered during construction. However, it is unlikely that any features of significance will be encountered.

Seismically-induced ground motions are dependent upon earthquake size and distance from the site. The epicenter maps (Figures 2.20 and 2.21) show that historic earthquakes concentrate along the major fault zones. In rare instances, minor small earthquakes have occurred off the fault zones and within the San Jacinto structural block, but these events are rare and produce minimal acceleration.

For design purposes, the design earthquake will probably come from either the San Jacinto or the San Andreas. Future design phase studies will conduct detailed studies to determine the location and magnitude of the project design earthquake. For the purpose of this discussion the historic earthquakes plotted on Figures 2.20 and 2.21 will be used. Four earthquakes with magnitudes in the range of 6.0 to 6.8 have occurred in the San Jacinto fault zone and two earthquakes in the 6.0 to 6.8 magnitude range have occurred in the San Andreas fault zone. Thus, it is possible that the design earthquake magnitude could be 6.8 magnitude or slightly larger.

However, underground spaces, especially those constructed in rock, have historically been stable during earthquakes. Reasons for this earthquake resistance are: the absence of liquefiable soils, the absence of soil layers that concentrate seismic energy into frequencies damaging to surface buildings, and that underground structures are intimately connected to the rock and move with it during seismic events.

Seismic shaking may create a rockfall hazard in the portal area. Here, acceleration will be the greatest and the overlying rock slopes have significant amounts of large loose rock. Slope stability and rockfall studies will assess this hazard.


2.5 Surface and Subsurface Hydrology

2.5.1 Surface Water

Surface water on Mt. San Jacinto occurs in streams, springs with associated wetland areas, and one lake as shown on Figure 2.22. Hidden Lake, located on the southeastern end of Long Valley, was dry during our visit. However we did observe springs and associated wetland areas (cienegas) at other areas on top of the mountain and can make some general statements about these areas.

• All of the springs occur in existing surface water drainages and in alluvium. We did not observe springs that flowed directly out of bedrock—that is not to say that this does not occur, but that alluvium is associated with all springs.

• The bedrock that underlies the alluvium is much less permeable, so most of the shallow groundwater is perched on top of the bedrock surface. If the rock mass were more open, then the alluvial water would drain into the permeable bedrock mass and wetlands would not exist.

• Many of the springs occur at grade changes in the slope of a stream, near a subsurface bedrock high, or at a bedrock constriction in the cross sectional area of the stream channel.

The streams on the northern side of the Mt. San Jacinto escarpment exist in steep mountain canyons that are cut into bedrock and exit onto alluvial fans. Coarse alluvium and bouldery debris flow deposits have been deposited in the bottom of the canyons. Some stream-flow is perennial, while other flows are ephemeral and only flow in the winter. Again, in all cases the perennial stream-flow appear to be associated with alluvium.

Water sources are rainfall, snowmelt, and spring flow. US Geological Survey gaging stations in Chino and Snow Canyons provide historic flow information for the last 10 to 15 years. Figure 2.23A shows the gaging dating plotted for Chino Canyon. The gaging station is located downstream of Valley Station, but upstream of the alluvial fan cienega. These data show that this stream flows throughout the year and increases from rainfall during the winter months of December to March. Additional summertime flow comes from snowmelt. Most of the flow from Chino Canyon-east is treated and used by the Tram for their water supply at both Mountain and Valley Stations. The water from Chino Canyon-west could be used for human consumption because it passes through a water intake facility and could be treated. However, the natural turbidity of the Chino-west water makes it undesirable for human consumption. Instead the water from the west canyon flows past the Valley Station, through the USGS gaging station, and down the alluvial fan.

The Snow Canyon stream data (shown in Figure 2.23B) shows similar trends as the Chino data, but flows are greater in this canyon.

2.5.2 Subsurface Hydrology

Minimal groundwater data exists for this area of the mountain. The groundwater hydrology is not directly observable because bedrock wells are lacking in this area of this mountain. The closest wells are in Idyllwild and Pine Cove, approximately 20 km to the south, and they are located in a different drainage basin. Some information regarding the groundwater system can be obtained from springs and related streamflow and this is discussed below. Considering this, some general statements regarding groundwater in this area of the mountain are reasonable.


• The rock mass appears to be tight with a low ability to transmit water. Lakes, cienegas, and wetlands exist on the top of the mountain. An open, permeable rock mass would prevent the formation or existence of these features.

• Water occurs within rock mass joints or discontinuities, but the rock mass permeability is low.

• Faults exert control on the groundwater flow. Clay gouge in the fault plane typically acts as an aquitard. Gouge is created from the fault's friction that acts to pulverize the adjacent rock. Increased rock fracturing near the fault plane causes a local increase in the rock mass permeability. As the San Jacinto and San Andreas faults tend to be steeply dipping or vertical, any possible fault-related aquitards will also be oriented vertically. There are no mapped faults in this area of the mountain, and our field work, aerial photography, and lineament studies did not discover any faults. Thus, we believe groundwater will be minimally affected by faults.

As stated before, springs provide limited information about the groundwater system. For example, three springs occur in Chino Canyon; one in the east canyon, one in the west canyon, and a group of springs occur in the cienega that is located downstream of Valley Station. The response time between rainfall occurrence and an associated increase in the stream flow is rapid, which suggests a direct and efficient hydraulic connection.

Flow from three of these springs is cool water. In this case "cool" is near the average ambient air temperature of approximately 70 degrees F. This is another indication that the groundwater has very shallow circulation and is not affected by the temperature of the rock mass. In contrast, one of the cienega's springs flows warm water of about 105 degrees F. The water from this spring most likely has a deeper circulation and is heated by the rock mass. This spring occurs in an area of metamorphic rock constriction in the channel and whether flow occurs within the metamorphic rock, occurs along an unrecognized fault or foliation, or for some other reason is not yet understood.

2.6 Rock Mass Model San Jacinto tunnel and cavern construction costs are based on a rock mass model consisting of the rock material, rock jointing, joint swarms, lineaments and groundwater conditions.

2.6.1 Rock Material

The cavern complex and nearly all the access tunnel alignment will be in the igneous rocks that form the San Jacinto pluton. These rocks consist of the following:

• Granodiorite—generally coarse-grained, homogeneous, and without mafic inclusions. Principally plagioclase feldspar (oligoclase-andesine) (56%), K-feldspar (2%), quartz (30%), biotite (10%), hornblende (1%), minor sphene (1%), and accessory zircon. Widespread unit that forms the central portion of the San Jacinto pluton.

• Pegmatite Dikes—Coarse-grained dikes. Principally consist of abundant quartz, microcline, sodic plagioclase, and very large biotite crystals. A large pegmatite dike swarm occurs in the upper Chino Canyon area.

• Quartz Diorite (tonalite)—Variable fine to coarse-grained unit consisting of andesine (55-60%), K-feldspar (<5%), quartz (25-35%), hornblende (5-20%), and biotite (5-15%). Often hybrid-appearing with mafic xenoliths. Grades locally into granodiorite. Widespread unit along the border of the pluton where it is usually foliated.

• Diorite—Principally andesine and hornblende with minor biotite. Occurs as small satellitic bodies in the border of the pluton and as dikes in the Chino acid-basic rock complex.


• Gabbro—Pyroxene gabbro and olivine norite with coarse-grained orthocumulate texture. Occurs in a small unit in upper Chino Canyon between the first and second tramway towers. May be associated with nearby hornblende lamprophyres.

2.6.2 Rock Mass Jointing

Joint characteristics recorded during site reconnaissance included the approximate location, length, roughness, infilling, dip, and dip direction of each joint. The joint was then photographed for future reference.

Rock outcrops were mapped in several locations around Mt San Jacinto, as shown in Figure 2.24. The figure illustrates the reconnaissance routes covered and the specific locations where joints were mapped. The areas were:

• Area A is 1000m east of San Jacinto peak.

• Area B is located on the north side of Yale peak.

• Area C is 800m northwest of Mountain Station.

• Area D is 1200m southwest of Mountain station.

• Area F (not shown) is located southwest of Black Mountain, west of Mount San Jacinto.

Approximate joint locations were determined using a GPS unit, and joint orientations were measured using a Brunton compass. Joint orientations are illustrated in stereonets, dip rosettes and a contour plot of the joint poles in Figures 2.25 through 2.33. Table 1 summarizes the three joint sets identified:

Joint Set True Dip Direction

(Degrees) Number of

Joints Percent of

Sample

1 110—190 64 82%

2 65—90 10 13%

3 45—60 4 5%

Table 1—Summary of Joint Sets Mapped on and Near Mount San Jacinto

Joints in set 1 strike in a northeasterly direction, and range in length from tens to hundreds of feet long. The joints are generally tight with little or no infilling or staining. Figure 2.34b was taken in Area C looking northeast. The photograph shows the joint spacing of joint set 1 and gives a clear picture of the joint set dip. Figure 2.35a was taken in Area C looking northwest. The photograph is of the face of joint set 1. The joint is tight with no apparent infilling or staining, and the joint face is undulating. Figure 2.35b was taken in Area C looking northeast down the strike of joint set 1. The joint is tight with no infilling and can be viewed for more than 100 feet. Figure 2.37a was taken in Area F looking east across the Panoramic Highway. Joint set 1 is the predominate joint set. The rock mass is a weathered granodiorite with no sign of any intrusions. Although the rock mass is deeply weathered, the joints are tight with some iron staining. Figure 2.37b is a close up of one of the joints.

Joints in sets number 2 and 3 ranged in length from a few feet to tens of feet and are orientated generally in an east west direction shown in Figure 2.25 and 2.33. There are fewer continuous joints identified from these sets in the outcrops observed. The joints observed in sets 2 and 3 are tight with little or no infilling or staining. Figure 2.34a was taken from the Aerial Tramway looking west at the igneous intrusion. The photograph is of the face of joint set 1 and the trace of joint set 2. The joints in set 2 appear to be tight and are orientated


northwest. Figure 2.36a is a view of Yale Peak looking east. Joint sets 1 and 3 can be viewed from this location. The joints in this area were tight with no infilling. Few joints could be measured in this area due to the difficulty in traversing the area. Figure 2.36b was taken in Area A looking South. Joint set 2 is seen in this photograph with a few small joints surrounding the outcrop. The joint pictured is visible for approximately 100 feet and is tight with no infilling or staining.

Approximately two thirds of the features mapped were greater than 20 feet in length and many were greater than 200 feet in length. Many of these larger joints occur in the high angle joint set that strikes northeast. Approximately 10% of the features are less than 5 ft in length. In most cases, the visible length of the larger joints is limited by overburden and displaced rock. It is likely that some of the longer features are significantly longer than observed.

The predominant joint set is set 1, striking northeast dipping at 80 to 90 degrees as seen in Figure 2.25. This predominance of this set was evident in all areas visited during the site reconnaissance. All joints observed were tight at the surface with little or no infillings. This suggests that the jointing encountered at depth during construction would be at least as tight.

2.6.3 Q Rating

The primary support requirements for the tunnel and cavern complex were estimated using the method developed by the Norwegian Geotechnical Institute (NGI, 1984; Barton and Grimstad, 1993). The method, developed from a large number of case histories, relates the required primary support to the rock mass quality, Q. The Q value is determined from the frequency, orientation, roughness and infilling of the discontinuities, the groundwater, and in situ stress conditions. The Q rating is computed from:

SRFJwx

JaJrx

JnRQDQ =

where:

• RQD = Rock Quality Designation was developed to provide a quantitative estimate of the rock mass quality from drill core logs. Core drilling was not conducted during this investigation so an estimated range of RQD values based on field observations were used in the calculations,

• Jn = Joint set number reflects the number of joint sets present in the rock mass, and is determined by plotting dip and dip direction pairs on a stereonet, then creating a contour plot of the poles,

• Jr = Joint roughness number reflects the roughness of the joint surfaces,

• Ja = Joint alteration number reflects the amount of alteration or infilling of joint surfaces,

• Jw = Joint water reduction factor reflects the water volume and pressure in the rock mass,

• SRF = Stress Reduction Factor reflects the stress conditions and weakness zones intersecting the excavation, which may cause loosening of the rock mass when the tunnel is excavated

The rock mass characteristics observed during the reconnaissance work, plus engineering judgment was used to select values for each of the six factors that comprise the Q value. The


component values and resulting Q ratings are illustrated in table below. The table also reflects the assumed relative occurrence frequency for tunnel and cavern rock conditions. Because the tunnel crosses 7600 meters of rock, including rocks near the boundary of the igneous body, the tunnel was assigned significant zones of lower quality rock. For example, 20 percent of the tunnel is assumed to be in rock worse than the poorest cavern rock. The interior of Mount San Jacinto, where the cavern complex is located, is assumed to be of better quality.

Category Description RQD Jn Jr Ja Jw SRF Q

Tunnel, 2% of excavation 55 9 0.5 4 0.33 2.5 0.1 Tunnel, 8% of excavation 55 9 0.5 1.5 0.33 2.5 0.27 Tunnel, 10% of excavation 55 12 1 2 0.66 2.5 0.6 Tunnel, 20% of excavation 77.5 5.5 2 2.38 0.67 2.25 3.1 Tunnel, 20% of excavation 77.5 10.5 2 1.38 0.83 2.25 4.0 Tunnel, 20% of excavation 100 9 3 0.75 1 2 22.2 Tunnel, 20% of excavation 100 2 3 0.75 1 2 100 Cavern, 10% of excavation 77.5 5.5 2 2.38 0.67 2.25 3.1 Cavern, 10% of excavation 77.5 10.5 2 1.38 0.83 2.25 4.0 Cavern, 40% of excavation 100 9 3 0.75 1 2 22.2 Cavern, 40% of excavation 100 2 3 0.75 1 2 100

Table 2—Q Ratings for Each Tunnel Condition Category.

Estimated Q values for the cavern complex are as follows. The highest Q value (100) is expected to occur for 40 percent of the cavern excavation. These rock conditions have higher than average RQD; one joint set; rough and irregular, undulating joints; softening, impermeable filling; dry or minor water inflow; and a very tight structure. The lowest anticipated cavern Q value is 3.1, occurring for 10 percent of the cavern rock conditions. These rocks have a lower RQD; three joint sets; slickensided, undulating joints; medium water inflow; and weakness zones containing silty or sandy coatings.

The lowest Q value is 0.10, occurring for the 2 percent of the tunnel excavation. This segment of the tunnel is rated lower because of lower RQD, poorer joint characteristics and greater water inflow.

Q values are then plotted on a rock reinforcement chart developed by Grimstad and Barton, 1993. This process is used to estimate rockbolt spacing and shotcrete thickness.

Cavern rockbolt length is based on one of Lang’s (1961) rules of thumb. The minimum rockbolt length is:

• one-half the span for spans less than 6 meters, and

• one-fourth the span for spans of 18 meters to 30 meters.


The numerical values for rockbolt spacing and shotcrete thickness are:

Q Rating Rockbolt

Spacing (m) Shotcrete Thickness

(mm) 0.1 1.27 258

0.27 1.50 226

0.6 1.68 201

3.1 2.05 149

4.0 2.10 141

22.2 2.49 86

100 2.83 39

Table 3—Rockbolt Spacing and Shotcrete Thickness vs. Rock Quality.

2.7 Rock Temperatures The rock temperatures at depth within Mount San Jacinto influence the heat load that must be removed from the facility to produce acceptable environmental temperatures. The geothermal gradient—the rate of temperature increase with depth—at any location on the earth depends upon the amount of heat flow from within the earth to the surface, the properties of the soil and rock materials and heat transfer by flowing groundwater. The sources of heat include radioactive decay, frictional heating and exothermic geologic processes.

Figure 2.38 illustrates the heat flow from the earth for the western hemisphere. The area of southern California is relatively cool compared to the Pacific Northwest and the portion of the Pacific Ocean west of South America. This web illustration was prepared by Paul Morin (University of Minnesota) and Peter van Keken (University of Michigan) from the global data set published by Pollack et al (1993).

The “global data set” referred to in the preceding paragraph is also available on the web. Figure 2.39 shows the distribution of geothermal gradient measurements in that database for the State of California. The 193 measurements appear to have a log normal distribution, with a long tail of values from 20 degrees C per km to more than 70 degrees C per km. About 75 percent of the measured gradients are less than 21 degrees C per km.

T.C. Lee (1983) has investigated the geothermal gradient in the vicinity of the San Jacinto fault, which lies west of Mount San Jacinto. His objective was to estimate the frictional heating that occurs as a result of shear movement along the fault. Measurements were made in six boreholes located within 20 km of the fault. The measurements farthest away from the fault, and being the least influenced by fault heating, were 11 and 17 degrees C per km.

Figure 2.40 illustrates possible rock temperatures at depth, based on an assumed surface temperature of 10 degrees C and geothermal gradients ranging from 11 to 19 degrees C per km. This figure extrapolates very shallow measurements (e.g. to 100 m) to more than 2500 m. The actual gradient is based on the heat flux from the earth, rock conductivities and the cooling effect caused by lateral heat flow out the flanks of the mountain. Predicted temperatures at a depth of 2500 m range from about 37 to 58 degrees C. A value of 55 degrees C has been used in estimating cooling loads.


2.8 Landslides & Rockfalls Landslides and rockfalls were observed during site visits and on the aerial photographs. Morton et al (1980) mapped landslides in Snow Canyon during his study to evaluate the area for mineral resources prior to it becoming designated as wilderness. A few additional landslides were noted on the aerial photographs. Also numerous examples of rockfalls and slope instability could be observed by car in the drive up lower Chino Canyon in the metamorphic rocks and from the tram car in upper Chino Canyon that occur in the igneous rocks.

The landslides in Snow Canyon are relatively shallow seated and do not extend to significant depths. There are not detailed studies on the origin or characteristics of these slides, but aerial photographs indicate that the slides are probably less that 50 feet deep; even a conservative estimate that doubles the depth of these slides to 100 ft still does not create a concern to the tunnel. First these slides do not occur over or near the tunnel alignment. Second, as mentioned above they are shallow relative to the depth of the tunnel. Third, slides of this type were not documented in the portal area.

Rockfall hazards in the portal area are a significant concern. Large detached boulders are common in the hills above the proposed portal location (Figure 2.41). These are predominately metamorphic rocks that strike in a northwesterly direction and dip to the northeast about 60 degrees. The rocks are highly foliated and this creates numerous detachment planes exist in the intact rock. However, many loose boulders already exist on the slopes. These are steep slopes and when compounded with the occurrence of this site in a seismic zone, a significant rockfall potential exists to the portal and construction laydown area. A quantitative estimate of this hazard and mitigation measures will be investigated in more detail in the design studies.


3 Project Conceptual Design The San Jacinto NUSL facilities consist of administration, warehouse and assembly buildings located in or near Palm Springs at the base of San Jacinto Mountain, and the underground laboratory located beneath the Mountain. Access to the underground laboratory complex is via a portal near the Valley Station of the Palm Springs Aerial Tramway. One or two tunnels provide access from the portal to the underground cavern complex.

3.1 Shielding One of the many advantages offered by the San Jacinto site is the magnitude of shielding available. Shielding of about 6,510 mwe is possible with a 1 percent up grade from the portal to the cavern complex location shown on Figure 2.6. Figure 3.1 shows a cross section at the cavern complex and the shielding available. The tunnel length for this shielding option is 7,600 m.

3.2 Surface Buildings There are several location options for the project buildings: near I-10 and Hwy 111, about 10 minutes from the portal; in Palm Springs, about 10 to 15 minutes from the portal; and near the intersection of Tramway Road and Hwy 111, about 5 minutes from the portal. Many other options are available nearby, and a specific site may be chosen to best meet the needs for the project.

Three buildings are anticipated: a Visitor’s Center and Administration Building of several floors with 30,000 sf gross floor area, a warehouse and assembly building with 18,000 sf gross floor area, and a laboratory building with 12,000 sf gross floor area. No lodging or food services are provided in the capital costs, because these services are readily available in the City of Palm Springs and surrounding communities.

3.3 Portal The proposed access road and portal are located off the southeast end of a series of four parking lots used for overflow parking by the Tramway. These lots are about 800 meters northwest of Valley Station, and are separated from it by a several hundred meter high ridge. Other portal locations will be considered during schematic design and design development. The surface infrastructure consists of an access road thru Tramway parking lot, limited exterior parking, electrical service, HVAC and cooling in portal structure, potable water, sewer and communications. Utilities will be located underground to limit the aesthetic impact.

The aesthetic impact of the portal is also minimal. Permanent disturbance is limited to a 35-m long access road from lot to portal and a 5-m long portal structure. After the portal structure, there is a 35-m long cut-and-cover structure that includes an integral compartment above the tunnel to house tunnel ventilation equipment and the cavern cooling plant. The ground surface above the cut-and-cover structure will be disturbed during construction, but will be restored to the original contours and ground cover.

The San Jacinto Laboratory facility has one main portal area where one or more horizontal tunnels can be created for access. Figures 3.2 and 3.3 show renderings of how the portal options would appear from a distance for the single tunnel and two tunnel options, respectively. Figure 3.3 shows both tunnels starting at the same location, but it may be necessary to separate the entrances for fire/life safety reasons. As can be seen in the


renderings, it will be possible to design the portals in such a way that visual disruption is minimized.

3.4 Tunnel(s) We present two feasible options for laboratory access, listing the costs and benefits of each. There are several reasons to keep the options open. Due to uncertainties concerning ownership of the NUSL, including whether it would be treated as a property of the University of California, the federal government or a third entity, building code jurisdictions, along with those for fire and life safety, are not firmly established. Moreover, opinions or approvals sought from a specific jurisdiction at this point would carry little weight as the design process continues. Therefore, two sound access options are costed: 1) a single tunnel with a fire-rated separation between the driving lane and the egressway; or 2) two separate tunnels. The two design options share a number of safety features identified as optimal for either design, for example a refuge room in the underground cavern complex.

The tunnel design approaches discussed below are based on previous experience on several deep underground occupied facilities including a 2,500-foot deep science laboratory with only one shaft entrance. Based on conversations with a building code official involved in a number of these projects, both the one- and two-tunnel approaches for San Jacinto are considered feasible if configured appropriately to include the necessary safeguards.

Two means of egress are provided, in one case by a single tunnel with a fire-rated separation between the driving lane and the egressway, and in the other case by two separate tunnels. The underground cavern complex also contains a refuge room.

The tunnel(s) must it be designed to maximize safety and usability during normal operations as well as during construction and expansion. The tunnel(s) must contain all vehicular access, pedestrian emergency egress, ventilation intake and exhaust, smoke exhaust, power, water and other services.

3.4.1 Design approach one: Single tunnel

A single tunnel can be created with one traffic lane and a pedestrian walkway separated by a two-foot-thick reinforced concrete wall, as shown in Figure 3.4. Every 500 meters there would be a widening of the tunnel to permit a double door connection with the vestibule between the two sides for emergency escape. Also, the road must widen at these points to permit opposing traffic to pass. Fresh air into the facility flows through the pedestrian tunnel and the utility partitions in the ceiling, while exhaust from the facility flows out the vehicular tunnel. Radon-free air is also provided through a duct in one of the utility partitions at the top of the tunnel. Additional smoke exhaust ducts must also occur in the vehicular tunnel and the flows must be reversible. The vehicular portal entrance and the pedestrian egress tunnel entrance must be separated by at least 50 meters.

Advantages of the single tunnel approach:

• One tunnel costs less to construct than two separate tunnels.

Disadvantages of the single tunnel approach

• Even though the concrete wall provides adequate separation between the two halves of the tunnel, the doors represent weak points in maintaining two separate exit passageways with separate atmospheres.

• Traffic flow in and out of the tunnel is slower. Traffic can only go in one direction at a time alternating directions at 15 to 30 minute intervals.

• A breakdown in the tunnel blocks all vehicular entry and exit.


• All power and other services are located in one tunnel.

• Construction access for future expansion and access for daily operations must occur in the same tunnel.

3.4.2 Design approach two: Two parallel tunnels

Two separate parallel tunnels can be created with one traffic lane each, as shown in Figure 3.5. Every 500 meters there would be a connecting tunnel with doors on each side for emergency escape into the other tunnel. Fresh air into the facility flows through the one tunnel while exhaust from the facility flows out the other tunnel. Additional smoke exhaust ducts must also occur in the vehicular tunnels and the flows must be reversible. Radon-free air is provided through a duct in one of the utility partitions at the top of the tunnel. The two tunnel portal entrances must be separated by at least 50 meters.

Advantages of the two tunnel approach

• Two separate tunnels maintain two separate exit passageways with separate atmospheres.

• During normal operations, two-way traffic flow can occur without delays.

• If a breakdown in one tunnel occurs, vehicular entry and exit can still flow through the other tunnel.

• Power and other services can be divided between the two tunnels.

Disadvantages of the two-tunnel approach

• Two separate tunnels cost more to construct than a single tunnel.

3.4.3 Tunnel Cross Sections

The single tunnel option requires a 4.5-meter radius TBM. Rockbolts, shotcrete, and a concrete liner are provided where necessary for ground or groundwater control. This configuration provides a 4.8-meter wide by 4.4-meter high driving lane, which easily accommodates an over-the road truck carrying a standard 20-feet sea container. The tunnel contains a turnout every 500 meters that allows traffic to pass. The egressway is elevated slightly above the driving lane and is protected by a concrete curb. The structural concrete egressway is constructed to provide the necessary fire rating and is pressurized by the ventilation system, so that any leaks do not allow smoke to enter. Fire doors to enter the egressway are provided at many locations within the cavern complex and in the tunnel. The tunnel also contains ventilation ducts, utilities and drainage.

The two-tunnel option requires slightly 4.1-meter radius tunnels. Rockbolts, shotcrete, and a concrete liner are provided where necessary for ground or groundwater control. One tunnel bore provides for inbound traffic and the other bore provides for outbound traffic. Each bore provides the necessary clearance for truck access. Utilities such as ventilation ducts, electrical conduits, heating and cooling piping, and drainage piping are located against the top, bottom and sides of the tunnel. Crosscuts are every 500 meters, with fire separations, allow the occupants to cross from one bore to the other during an emergency. In the portal and cut-and-cover structure, the tunnel spacing increases gradually from 0 meters to 4 meters. The remainder of the alignment has 16-meter spacing.

The TBM tunnels will be driven to the dead ends. The floor of the TBM main tunnels adjacent to the caverns will be blasted out flat to provide a flat tunnel bottom. All smaller tunnels will constructed by drill-and-blast methods.


3.5 Cavern Complex The exact location and orientation of the underground cavern complex is flexible, and will be determined during project design or construction. Changes in orientation of the complex will be accommodated by doglegs in the tunnels.

Three cavern complex options have been considered. The three options are shown in Figures 3.6, 3.7, and 3.8 and are described below:

• Large experimental cavern complex - Three experimental caverns, each 20 m by 20 m by 100 m long.

• Medium experimental cavern complex – This is the preferred option with two experimental caverns, each 20 m by 20 m by 100 m long.

• Small experimental cavern complex – One experimental cavern, 20 m by 20 m by 50 m long.

All three options include the following common space and support caverns:

• Parking and storage cavern, located off the main tunnel at the entrance to the complex, 30 m wide by 8.5 m high by 23 m long.

• Common area cavern provides space for common functions and services, and is high enough for four stories, 20 m by 20 m by 35 m long.

• Refuge cavern and a combination drainage sump and fire reservoir complete the layout of the basic complex. The sump/reservoir is below the grade of the other caverns. Both caverns are 10 m by 10 m by 12 m long.

The underground cavern complexes proposed for the San Jacinto NUSL provide fire separations between all occupied areas, two (or more) exits from all occupied areas, exit distances less than 200 feet, and smoke control. All common areas are sprinklered, if water-based sprinkler systems are appropriate. Sprinklers for the experimental caverns would need to be added during construction of the experiments. Other fire suppression systems may be more appropriate for specific areas or experiments. In addition, there is a refuge room that provides a safe haven in an emergency.

Other considerations in the layout of the underground cavern complex are ready access from parking, storage and common areas to the experimental caverns, large-scale tunnel access to center of caverns, room for expansion, and the capability to expand by constructing new caverns without significantly impacting ongoing experiments.

3.6 Outfitting This section describes the surface and underground infrastructure necessary to support occupancy and conduct physics experiments.

3.6.1 Design Philosophy & Criteria

The mechanical and electrical systems described in the following sections are based on the following design philosophy. The “Laboratory” will provide:

• basic services, including power, air, water, communications, lighting, emergency systems and drainage,

• ready-to-occupy systems for the portal, tunnel and the common spaces in the cavern complex,

• feeder systems for basic services up to the entrance tunnels for each of the experimental caverns,


• adequate system capacity for approximately 1 ½ to 2 times the base capacities required for the baseline experiments.

Individual experiments would be expected to design, fund and install the extension of these systems and services into the experimental caverns.

Specific design criteria are:

• Maximum occupancy of 200 persons, with common occupancy of about one-fourth of the maximum,

• Underground access on a 24 hour per day, 7 day per week basis via an automated access control and security system,

• Most occupancy will be during the work day 5 days per week,

• No shower facilities or food service will be provided,

• Design temperature and humidity are: portal, access tunnel and connecting tunnels are uncontrolled, cavern complex common space controlled to office/laboratory standards, adequate air volume and cooling capacity to control experimental caverns to office/laboratory standards,

• No special temperature or humidity requirements for any experiments,

• Stringent noise limits at the portals,

• Backup power is limited to the code requirements, not 100 percent backup. Experiments that require redundant or emergency power beyond code requirements will provide those systems.

3.6.2 General Mechanical Systems

The following indoor and outdoor design conditions were used in the conceptual design:

Outdoor Design Conditions

Summer: 115°F dry bulb, 71°F wet bulb

Winter: 32°F dry bulb.

Cavern and Connecting Tunnel Design Conditions

Caverns: 72°°F dry bulb

Connecting tunnels: 80°F dry bulb

Portal Tunnel Design Conditions

Ambient conditions ranging from +115°F to temperatures in the mid 30°F range.

Tunnel & Cavern Rock Walls

Rock Surface Temperature: 135°F.

Overall heat transfer coefficient: 0.2 Btu per (hr4 x ft2 x °F) after 100 days

Portal /Tunnel Ventilation System

Normal ventilation of carbon monoxide and other vehicle emissions inside the tunnels could be accomplished using a push-pull longitudinal ventilation system. The system would consist of a fan (or set of fans) at the portal end of each tunnel. The fan(s) at the entering (incoming) tunnel portal would force air into the tunnel in the direction of traffic flow, and the fan(s) at the exiting (outgoing) tunnel portal would draw air out of the tunnel in the


direction of traffic flow. Air locks would be installed at the portal and cavern ends to facilitate air movement. Preliminary estimated air capacity required for ventilation is 115,000 cfm and could be accomplished using axial-flow fans rated to provide 10-inch w.c. pressure at 250 HP. The fans could be operated using adjustable speed drives (ASDs), as required, to limit the concentration of vehicle emissions and to limit the ambient tunnel temperatures.

Further investigation and analysis will be required to determine the effectiveness and capacity of the system described above to adequately limit the concentration of vehicle emissions within the tunnels.

Emergency smoke ventilation could be accomplished using the same fan system described above. In the event of a vehicle fire or other fire within one of the tunnels, the respective fan would draw smoke and air out of the tunnel, exhausting it to the outdoors. The portal fan serving the opposite tunnel would introduce "clean" air in to be recirculated to the tunnel with the fire condition. This same tunnel with the "clean" air could be used as a means of egress. The estimated air velocity required in the tunnel to prevent backlayering of smoke is 500 feet per minute, which translates to approximately 115,000 cfm.

Further investigation and analysis will be required to determine the proper critical velocity needed to prevent backlayering of smoke within the tunnel. In addition, further investigation and analysis will be needed to consider the ramifications and limitations of such a design on the emergency evacuation of motorists both upstream and downstream of the location of a fire within the tunnel, and to consider other emergency planning issues. An alternate method of emergency smoke ventilation is presented in Caverns and Connecting Tunnel Ventilation Systems.

3.6.3 Caverns And Connecting Tunnel Ventilation Systems

Normal Ventilation. Normal ventilation of the connecting tunnels, parking, and container storage areas associated with the caverns needs to be provided to limit the concentration of vehicle emissions to acceptable levels. This could be accomplished using separate exhaust and makeup air systems ducted from the cavern connecting tunnel areas, through the tunnel, to the outdoors. The preliminary estimated airflow capacity of these systems is 95,000 cfm. This quantity is based on exhausting at a rate of 0.75 cfm per square foot of floor area. Each system (makeup air and exhaust) would consist of ten (10) axial-flow booster fans connected inline to ducts built into the tunnel structure (minimum 20 square feet cross-sectional area each) at approximate 2,500-foot intervals in the tunnel. Each fan would be sized to deliver 95,000 cfm at a static pressure of 10 inches w.c., at 200 HP each. The exhaust and makeup air systems would cycle on and off, as required, to limit concentrations of vehicle emissions to acceptable levels. Various exhaust air terminals would be ducted to and located throughout the connecting tunnels. The makeup air would be filtered and pre-cooled at the portal end and cooled again to temper the air prior to introduction into the connecting tunnels of the caverns.

Emergency Smoke Ventilation. Emergency smoke ventilation of both the caverns and connecting tunnels would be accomplished utilizing the same exhaust and makeup air system used to provide normal ventilation air for the connecting tunnels as described above. The exhaust system would be extended to each cavern and fitted with the appropriate terminal ducts and automatic dampers required to implement the appropriate sequence based on the location of the fire, whether in the cavern or in one of the connecting tunnels. The preliminary estimated exhaust airflow capacity for smoke control is approximately 95,000 cfm. This is based on providing eight (8) air changes per hour in the affected area.

Alternate Emergency Smoke Ventilation System for Portal Tunnels. As an alternate to the emergency smoke ventilation described in ‘Emergency Smoke Ventilation’ above, the


previously described ventilation and smoke exhaust system for the caverns and connecting tunnels could be modified to serve the entrance and exit portal tunnels as well.

The modifications would include providing automatic, dampered openings and isolation dampers in both the exhaust and makeup air ducts at 2,500-foot intervals (coinciding with the number of booster fans) throughout the tunnels, and providing makeup air booster fans of the reversible type to allow the system to be switched to exhaust.

Such a system would provide a semi-transverse semi-longitudinal flow of air and help isolate and contain the smoke and heat generated by a fire within a smaller section of the tunnel than the system described in ‘Emergency Smoke Ventilation’ above.

Cavern Ventilation. Cavern ventilation is required to provide the quantity of outdoor air for occupants under normal operating conditions. In addition, the various processes associated with cavern experiments and systems will undoubtedly require an undetermined quantity of makeup air for exhaust operations. This outdoor air would be provided by a separate intake air system. The preliminary estimated outdoor airflow requirement is 20,000 cfm. This quantity of air will provide for an occupancy of 200 people, as well as provide makeup air for a limited amount of process and general exhaust. This system will consist of an intake fan, a filter bank system, and a bank of chilled water cooling coils to pre-cool the air at the portal end. A 48-inch diameter ductwork system would extend through the tunnel to a booster fan at the cavern end, then on to each cavern. The fans would be operated with ASDs to vary the airflow, as required, to maintain a positive pressure in the supply ductwork extended through the portal tunnel to prevent any infiltration of contaminated air.

Cavern exhaust will be required for some of the various laboratory processes, toilets, flammable liquid storage, and other sources of contamination. Cavern general and special exhaust could be accomplished using two (2) separate ducts built into the tunnel structure (minimum 9 square feet cross-sectional area), with exhaust systems sized for an estimated 10,000 cfm each. Variable speed exhaust fans, located at the portal end, sized to draw 10,000 cfm each at a pressure of 12 inches w.c. at 80 HP, would be provided. Exhaust ductwork would be extended to each of the caverns as required.

Alternate Cavern Ventilation and Exhaust. As an alternate to the cavern ventilation and exhaust systems described above, it might be technically and economically more feasible to utilize a series of air filtration systems capable of adequately cleaning the air. Such a design could be investigated and analyzed in subsequent phases of planning and design.

3.6.4 Chilled Water System

The following list summarizes the estimated heat gains used in the conceptual design of the chilled water system.

Tons

1. Cavern Walls 75

2. Connecting Tunnel Walls 75

3. Cavern Detector/Laboratory Equipment 150

4. Connecting Tunnel Lighting 50

5. People 10

6. Cavern Ventilation Air 100

7. Connecting Tunnel Makeup Air 800

Total Estimated Cooling Load: 1,260 Tons


Chilled Water System. There are many different types and arrangements of chilled water cooling systems that could adequately and economically serve this underground laboratory facility. For the purposes of this report, a system utilizing air-cooled chillers along with a primary-secondary-tertiary piping distribution system will be proposed and estimated for both first cost and annual operating costs. This is not necessarily the most energy-efficient system of the various types of chilled water systems available, and it is not necessarily the one that would ultimately be recommended after further analysis. In order to determine the most cost-effective and efficient system suitable for this project, many factors need to be considered. Among them is the cost of electricity, available alternative fuels, availability of and/or restriction on use of water, availability of maintenance personnel, skills of maintenance personnel, etc.

It is recommended that an economic analysis of alternative chilled water systems be conducted during the next appropriate phase of design in order to facilitate a decision that takes into account many of the various factors involved.

Air-Cooled Chilled Water System. This system would consist of four (4) 350-ton, air-cooled chillers, each with a primary chilled water pump sized for 560 gpm at 30 ft hd and 7.5 HP. Four (4) variable speed secondary distribution system pumps (one as standby), sized for 1,000 gpm at 550 ft hd and 170 HP each, would be located at the portal end of the tunnels. Chilled water would be distributed to the underground caverns via 12-inch diameter pipes routed through one of the tunnels. Crossover chilled water piping bridges would be extended into each cavern and provided with valved and blind flanged pipes for future connection to the individual tertiary cavern chilled water system. A tertiary chilled water system and distribution piping would be installed to serve the air handling units used to cool the connecting tunnel areas. A pair of tertiary chilled water pumps (one as standby) would be provided for this portion of the system. Each pump would be sized for approximately 650 gpm at 75 ft hd and 15 HP.

The entire system would be "modular" in nature, allowing for the chillers and tertiary cavern pumps to be added as the facility is constructed and as the various caverns are fit out for laboratory functions and brought online.

3.6.5 Caverns & Connecting Tunnel Air Condition Systems

Connecting Tunnels. Air conditioning of the connecting tunnels and areas can be accomplished with dedicated modular air handling units containing fan section, filter section, and cooling coil section. The ambient air temperature within the tunnels would be limited to no greater than 80°F.

Two (2) nominal 50-ton, 20,000 cfm air handling units would be provided to serve the various areas of the connecting tunnels. Estimated fan motor size is 10 HP each.

Caverns. The air conditioning needs of each cavern space can be accomplished with dedicated modular air handling systems within each cavern. These systems would contain fan sections (both supply and return), filter section, relief air section, intake/mixing box section, and cooling coil section.

Portal Tunnels. The portal tunnels would not be air conditioned.

3.6.6 Fire Protection

Caverns and Connecting Tunnels. The entire connecting tunnel areas and cavern areas, once they are fitted out and/or in use, would be protected by a wet sprinkler system and fire pump system. The systems would be installed in accordance with NFPA 15—Standard for Installation of Sprinkler Systems, and NFPA 20—Standard for the Centrifugal Fire Pumps. In addition, any support caverns or other caverns constructed with four or more floors would be provided with


a standpipe system in accordance with NFPA 14—Standard for the Installation of Standpipe and Hose Systems.

The system would include fire department connections, distribution piping, sprinklers, alarms, test connections, standpipes, pressure-reducing valves, etc.

Each cavern and major connecting tunnel area will be piped as a separate fire protection zone. Supervised sectional valves, flow switches, pressure gauges, and main drains would be provided for each zone.

Water for fire protection would be delivered by a diesel engine driven fire pump (either horizontal split case or vertical turbine type, as case warrants). The pump would be sized to deliver a preliminary estimated 750 gpm at 150 psi (125 HP engine). A fire pump test header would be installed and sized in accordance with NFPA 20.

Portal Tunnels. The portal access tunnels for the facility would be outfitted with a Class I standpipe system in accordance with the provisions of NFPA 14 and NFPA 502—Recommended Practice on Fire Protection for Limited Access Highways, Tunnels, Bridges, Elevated Roadways, and Air Tight Structures.

The systems would include fire department connections, distribution piping (8-inch mains extended through each tunnel), supervised sectional valves, flow switches, pressure gauges, drain valves, and hose connections.

The hose connections are required to be located a maximum of 275 feet apart throughout each tunnel.

Water fire protection of each tunnel's standpipe system would be provided by a diesel engine-driven fire pump. The pump would be sized to deliver 500 gpm at 150 psi (75 HP engine). A fire pump test header would be installed and sized in accordance with NFPA 20.

Water Reservoir. The required fire water supply available for fire protection would be a minimum of 30,000 gallons to serve the portal tunnel standpipe systems; as much as 50,000 gallons may be required to serve the cavern fire protection system. Therefore, the water reservoir would need to be sized to contain a minimum of 80,000 to 100,000 gallons of water.

3.6.7 Plumbing

Domestic Water. Estimated maximum domestic water demand is 50 gpm, and estimated maximum daily usage is 1,000 gallons. Domestic water would be either pumped into the caverns through the tunnel from an outside well, or potable water could be transported into the cavern area and stored in a central tank where it can be pumped to the various caverns and support areas as required. Domestic hot water would be provided using point-of-use electric water heaters.

Sanitary Waste. Each cavern would be provided with a sewage sump and duplex sewage ejector pump system. All waste within the cavern would be piped and gravity drained to the sump system, then pumped into a central holding tank for periodic removal by a disposal service.

3.6.8 Temperature Control And Facility Automation System

The facility control system would be an electronic, direct digital control system. The system would be expandable to include control points required with the "fit-out" of each cavern. The system would monitor and control all ventilation, air conditioning, chilled water, fire/life safety systems, and domestic water systems.

The automatic temperature control systems will include valves, valve actuators, dampers, damper actuators, sensors, relays, switches, control wiring, control systems, power wiring, control panels, software, and programming.


3.6.9 Sound Issues

Fan Noise. Fans located at the portal end of the tunnels could be located in soundproof rooms, and intakes and exhaust fitted with sound attenuating baffles. Fan noise generated by the inline fans throughout the tunnel could presumably be absorbed by the air lock doors positioned at each end of both tunnels.

Air-Cooled Chillers. Air-cooled chillers could be fitted with sound attenuator discharges. In addition, the bank of chillers (or cooling towers if the design called for them) could be placed inside a secured area with a sound attenuating screen wall.

Cavern/Connecting Tunnel Areas. Fan systems of air handling units installed in the connecting tunnels and the caverns could be provided with the appropriate sound attenuators to maintain acceptable noise levels. Chilled water pumps and other equipment could be located inside separate rooms constructed to limit the transmission of sound.

3.6.10 Electrical Utilities

Electric service will be provided from the local utility company pad-mounted transformer located adjacent to the cavern entrance. A weatherproof medium-voltage distribution switchboard will be provided.

Electrical power will be distributed throughout the facility at 13,800 Volt, 3 phase, 3 wire. Electrical energy will be transformed at various locations within the facility to 480/277 Volt, 3 phase, 4 wire.

The planned electrical demand for the facility is 11.5 mVA. A feeder with a capacity of 15 mVA will be provided.

Electrical design will conform to the requirements of the National Electrical Code and all other applicable facility codes.

3.6.11 Distribution Systems

Power and communications distribution rooms will be provided in strategic locations within the facility. Each area will contain a packaged unit substation and provisions for communications systems.

Grounding.

• Separate ground wires will be installed along with the power conductors for each panelboard feeder. This ground wire will connect the ground bus of each panelboard to the ground bus of the unit substation.

• The neutral of the service entrance will be effectively grounded by means of connection to the ground grid. This supplemental ground will consist of interconnected buried ground rods installed near the transformer pad. Connection from the transformer neutral to the main switchboard ground bus will be made via a removable ground link.

• Each receptacle will be grounded with a copper wire (equipment grounding conductor) back to the panelboard.

• Each experiment cavern will have a separate system of interconnected ground rock below the floor of each cavern.

3.6.12 Emergency Power

An emergency generator unit will be provided exterior to the facility to supply power to a portion of the lighting and power system during utility power failures. The system will power the following:


• Egress lighting.

• Exit signage.

• Fire alarm system.

Feeder and branch circuit wiring for all emergency circuits will be installed in a separate continuous metallic raceway system.

Distribution panels, control equipment, outlet devices, etc., will be red in color, or otherwise distinctively marked, to identify facilities of the emergency system.

Engine generator will be a self contained unit complete with diesel prime power motor, AC generator rated for the load requirements, automatic engine starting systems, normal-to-emergency voltage transfer and retransfer equipment, and all required control and derangement signal devices.

The generator unit will deliver 2000 kW standby rating at 0.8 power factor continuously for the duration of any failure of the normal power supply and will be capable of delivering 5000 kVA at 0.4 power factor for ten (10) seconds for motor starting purposes.

The generator will be located on-grade in a weatherproof enclosure.

3.6.13 Lighting

Electric illumination will consist of fluorescent, incandescent, and high-intensity discharge fixtures.

Illumination levels for all electrically lighted spaces will be in accordance with current design practices but will not be less than minimum levels recommended by the Illuminating Engineering Society (IES).

Description of Lighting System:

• Internally-illuminated exit signs with red letters will be located in all egress corridors and at all exit doors. Fixtures intended to provide a combination of "night lighting" and illumination for emergency egress from the facility will be provided. All such fixtures will be connected to the facility emergency power system and will be controllable via centrally-located, restricted-access switching devices.

• Lighting in offices and meeting rooms will be fluorescent fixtures with deep-cell parabolic louvers.

• Drive tunnel and pedestrian tunnel lights will be wall-mounted, fluorescent fixtures with acrylic lenses. Fixtures will be gasketed and carry a UL damp label.

• All storage, mechanical, and unoccupied spaces will be lit with 2-lamp fluorescent strip light fixtures.

• Experiment cavern spaces will not include light fixtures. These fixtures will be provided by the experiment-outfitting contract.

Fluorescent lamps will be rapid start, T8, 3500K, or compact fluorescent (HPF), except where noted otherwise. Incandescent lamps will be inside, frosted type, 130 Volt.

All fixtures using fluorescent lamps will have high power factor, energy-efficient electronic ballast which is UL listed, Class P, with sound levels not to exceed Class A ambient noise levels. Ballast input current total harmonic distortion will not exceed 20%. Ballast inrush current will be less than 15 Amperes.

All lighting designs will conform to the current State of California Energy Code requirements.


3.6.14 Lighting Control

Fixtures within individual offices, workrooms, storage rooms, meeting rooms, and similarly-sized spaces will be controlled by wall-mounted switches located within the respective spaces.

Drive tunnel and pedestrian tunnel lights will be switched by switches at both ends of the tunnel. Emergency lights will be unswitched.

3.6.15 Motors, Appliances, And Equipment

Appropriately rated power services will be provided for cooling, ventilating, and climate control equipment and for all utilization equipment furnished by the Owner. These services will originate at the relevant power source (i.e., switchboard, panelboard, etc.) and will terminate at the designated connection points of the utilization equipment. Properly sized branch circuits will be included as part of these services.

Motor starters, contactors, push button stations, thermostats, and other similar devices for control of motors and equipment will be provided per the application requirements.

All power services for motors, cooling equipment, and permanently installed appliances will include a separate, properly connected ground wire to effectively maintain the non-current carrying frames and enclosures of the utilization equipment at ground potential. This conductor will be installed in the same conduit as the current carrying conductors of the power service.

Connections for equipment branch circuit wiring and interlocking with controls of ventilation equipment will be provided to permit shutdown of all power (except for lighting) and ventilation by use of single control switch.

Individual motor starters will be provided for each 3-phase motor.

Power factor correction will be provided for each 3-phase motor 10 HP and larger, except motors controlled by adjustable-speed drives.

3.6.16 Fire Alarm System

Provide an automatic fire detection alarm and communication system, including a central control panel, audio/visual alarms, detection and initiating devices, and annunciator.

Fire alarm equipment will be completely consolidated, intelligent, fully addressable, closed circuit, electrically supervised, continuous non-coded sounding fire alarm system with fire zone trouble and alarm communication. Fire alarm system will be modular, solid state system, UL listed, and FM approved with 24 Volt DC, parallel signal circuits.

The system will alarm by either manual activation of fire alarm station or activation of automatic initiating device and will energize fire alarm signaling devices, sound non-coded audible and visual alarm, and provide identification on annunciator panel.

Alarm signals will operate continuously until alarm-initiating device has been manually replaced or reset. There will be no time limit cutouts that will cause alarm to be disconnected. System will be equipped with manual control to allow firefighters to silence audible alarms.

Visible alarms will be synchronized. An adequate number and placement of audible and visible alarms to comply with ADA and NFPA requirements will be provided.

The audible alarm will be a voice evacuation system with both pre-recorded messages and microphone input. The facility will also include a firefighters communication system with plug-in jacks located throughout the facility.


A fire alarm panel will be located in each experiment cavern, support space, and portal entrance. All panels will be networked together.

3.6.17 Security System

Three complementary security subsystems are described below. None are included in the capital costs, but may be desirable in the Laboratory.

Closed circuit television cameras will be located at strategic areas and displayed on monitors in the support space. Pan/Tilt/Zoom cameras will be located the entire length of the drive tunnel to provide video assessment for fire alarm or other emergencies.

A complete card access system will be provided throughout the facility. Proximity type card readers will be provided at certain doors, including portal entrance doors.

A personal duress system will be furnished. All staff members will carry a personal transmitter, which will generate an RF alarm signal when activated. There will also be a series of infrared sensors located at various locations throughout the facility. These sensors will communicate with the personal sensors as they pass by, therefore giving the system the last known location of each person.

3.6.18 Voice/Data Cabling

The voice/data cabling system will meet all requirements for compliance with ANSI/EIA/TIA 568A, TSB�36, TSB-40, EIA/TIA 569, 606, and 607 telecommunications wiring standards.

Cable Supports. Cables will be supported every five feet in compliance with ANSI/EIA/TIA 568A. Cabling routed through corridor ceiling spaces and to IDF locations will be supported with Cablofil EZ Tray cable support systems (metal basket support system). Where workstation cable drops leave cable support system, cables will be supports with J-hooks a minimum of every five feet.

Category 6 Data Cable. Horizontal data cable will meet the proposed Category 6 (Draft 6) specifications and performance requirements.

Fiber Optic Backbone Cable. The fiber optic cable will have a 12-strand multi-mode and 12-strand single mode from each IDF to the data MDF location.

Category 5e Voice Cable. Horizontal voice cable will meet Category 5e specification and performance requirements.

Voice Backbone Cable. Multi-pair CMP rated, 24-AWG, Category 3, unshielded, twisted pair cable will be provided for IDF locations to the voice MDF.

Data Connectivity Hardware. Connectivity hardware will meet the proposed Category 6 (Draft 6) specifications and performance requirements. Cables will be terminated on a rack-mounted patch panel in data IDF locations and on 8-pin modular connectors at workstation locations.

Data Patch Cords. Category 6 data patch cords will be furnished.

Voice Connectivity Hardware. Connectivity hardware will be wall-mounted 110 blocks at voice IDF locations and 8-pin modular jack (Category 5e) at workstation locations.

Data Cabinets. Seven-foot (7’) enclosed equipment cabinets will be provided at data IDF locations for data cable terminations. Each cabinet will be equipped with one (1) 1200-Watt APC uninterruptible power supply.

Cable Testing. All voice and data cabling will be tested Level 3 with test equipment and meet testing requirements for Category 5e (voice cabling) and proposed Category 6 (data cabling). Optical fiber backbone cabling will be tested with an optical power loss meter.


3.6.19 Data Network Equipment

Network Switch Equipment. All equipment will comply with the following standards: IEEE 802.3, IEEE 802.3u, IEEE 803.3z, IEEE 802.1D, IEEE 802.1Q, and IEEE 802.1p.

Stackable Switches. Network equipment will be configured with a 1 Gbps backbone. Switch will have forwarding rates up to 7.4 million packet per second; wire speed performance will be available across all 10/100 ports. Switches will be equipped with 24 fixed 10/100 ports and to modular slots for gigabit ports.


4 Future Environmental, Site Investigation & Design Studies Like all construction projects of this magnitude, the San Jacinto NUSL requires an professional services before and during construction. These studies will demonstrate the environmental and technical feasibility of the project, develop construction documents and monitor construction. The following sections describe these activities in general terms.

4.1 Environmental Studies Preliminary environmental evaluations indicate that potentially significant environmental impacts are possible unless mitigation is undertaken. The environmental support component of the work effort is aimed at ensuring that potential environmental impacts are identified and mitigation measures are incorporated into the project. Necessary tasks include:

• Identify impacts and mitigation measures, including portal sites, access roads, truck traffic, blasting, and other disturbances.

• Verify the project description and adequacy of documents in the event of alignment or other project changes.

• Perform site visits and additional field surveys as necessary, possibly including validation of the natural resources present (flora and fauna), noise and vibration existing conditions and sensitive receptors, and archaeological and paleontological conditions.

• Coordinate the details of the proposed construction method, construction sequence, and construction equipment to be used. Estimate the area of effect for critical environmental topics such as flora and fauna, dust migration, noise and vibration, and traffic (haul routes).

• Consolidate the relevant mitigation measures, review in light of the proposed design and field conditions, and augment if necessary. Prepare a list of measures organized by final design and construction tasks to be included in drawings and specifications.

• Review drawings and specifications for inclusion of mitigation measures. Coordinate with the design team regarding opportunities for avoidance of impacts and document efforts in this regard. Possible topics for improved environmental sensitivity could include haul routes, blasting direction and noise, excavation monitoring for cultural resources, opportunities for community involvement, and delineation and protection of sensitive biological resource areas.

• Coordination and support for permitting efforts will be provided.

4.2 Site Investigation Methods & Phases

4.2.1 Objectives

The role of the site investigation for the San Jacinto project is to characterize known or suspected features of the ground, to identify and characterize currently unknown features, and to provide a reasonable assurance that no additional key characteristics exist. The key characteristics of the ground to be determined are:

• Regional geologic domain

• Structural geology


• Seismicity

• Fault, shear zone and lineament characteristics

• Geologic contacts

• Existing groundwater conditions and potential for groundwater depletion

• Rock strength and abrasion characteristics

• Rock mass jointing

• Rock mass stiffness

• Rock mass weathering

• Portal soil, residual soil and rock characteristics

• Portal landslide characteristics

• Portal rockfall conditions

The site investigation will be done in compliance with methods and standards developed by the U.S. National Committee on Tunneling Technology. These methods and standards are functionally identical to the common practice of the project team members, as utilized on numerous previous projects. The site investigation must focus on the following locations:

• Portal

• Lineaments

• Geologic contacts

• Low cover zone in Chino Canyon at about Station 0+650

• Landslide areas near the portal

• General alignment

• Cavern Complex

4.2.2 Multistep Approach

A multistep site investigation approach will be used, starting with broad coverage, followed by successive steps to address specific needs. A multistep approach provides the flexibility of methods, objectives and focus necessary to characterize the site and demonstrate acceptable ground conditions. We propose that the site investigation budget be expended in stages, with review and reassessment milestones between each stage. Descriptions of the specific site investigation efforts and analyses are in the following sections.

4.2.3 Influence of Restricted Site Access

Most of the surface land of Mount San Jacinto is some form of state or federal park, wilderness, game preserve or monument. These designations reflect the pristine, unspoiled nature of the land, plants and animals. Hence, the disruption caused by intrusive site investigation methods, especially core drilling, is unlikely to be allowed. To the extent possible, remote, noninvasive site investigation methods have been selected. These include satellite and aerial photography, geologic mapping, aerial geophysics and remote surface geophysics. Core drilling is limited to the portal area and the first few thousand meters of the tunnel alignment.


4.2.4 Data Storage, Access & Management

Many segments of the environmental and site investigation tasks will generate field data that is geographic in nature. Examples are a field inventory of all existing wells in the area, watershed boundaries, lineaments locations, corehole locations, and bedrock geology. All field information will be delivered in, or converted into GIS coverages to promote best use of the information.

4.2.5 Literature Search and Review

Building on the preliminary evaluations, we will conduct a search of our in-house and outside libraries, as well as online databases, including GeoRef, GeoBase, Water Resources Abstracts, and Groundwater On-line, to update and supplement pertinent data on the project area.

Relationships with the local library community, the proximity to several major university libraries and use of the online databases allows quick access to information not available in-house. There is no known prior tunnel construction experience in the San Jacinto granites. All nearby Metropolitan Water District tunnels are in other rock types. Other prior construction experience will be identified, acquired and reviewed during this stage. Water well records are another essential group of existing information that must be acquired and analyzed. The site investigation information developed during feasibility studies will also be reviewed and analyzed.

4.2.6 Detailed Satellite & Aerial Photo Analysis

Available remote sensing multispectral satellite and aerial and oblique aerial imagery will be used to map the alignment, plot known faults, map lineaments which may be faults, identify landslide areas and areas of shallow groundwater. The satellite imagery will provide a regional tectonic perspective that is not available from aerial imagery alone.

The objective of this investigation is to examine the tunnel alignment and to determine the location of adverse geological conditions along the route. Special attention will be paid to those areas immediately adjacent to the proposed alignment, particularly areas where the alignment parallels local structural trends.

After the remote sensing data has been collected and analyzed, it will be integrated with existing geologic data to better define areas in which to concentrate field work. We will concentrate on those aspects of the geology that have the greatest impact on tunnel design and construction. We will target the following potential problem areas wherever possible:

• Faults and joints

• Landslides, rockfalls, and unstable slopes

• Hydrothermal alteration and hot springs in thermal areas

• Rock outcrops

• Wetlands, springs or shallow groundwater

These geologic features will be reflected in remote sensing imagery by lineaments, erosional patterns, differences in vegetation, albedo, spectral differences in exposed rock and spectral variance in general.

4.2.7 Fault Studies

Faults near the San Jacinto site will be evaluated and characterized in terms of width, location, orientation and type, direction, and amount of surface displacement. Fault studies will consist of a literature search, air photo analysis, geologic mapping, geophysical surveys, and possibly borings and trenching. During the initial phase of the fault hazard evaluation, we


will focus on identifying any additional faults in the immediate vicinity of the tunnel alignment and then field verifying the locations of faults that have been identified.

4.2.8 Geologic Mapping

Geologic mapping will be performed in all accessible locations within a 5-mile radius of San Jacinto peak. Special attention will be placed on the features identified in the satellite and aerial photo analysis, on the portal area and on other potential hazard areas.

The engineering geologists performing this task will record normal geologic descriptions and rock mass descriptions that will identify the most significant parameters that influence the behavior of the rock mass:

• Number, orientation and spacing of joint sets

• Joint roughness

• Degree of alteration or infilling

These rock properties are used in rock mass classification systems that provide a good method of estimating rock mass properties for preliminary tunnel and cavern design. Geologic mapping will assist in the planning of the exploration drilling phase of the site investigation. Stereonets will be prepared during the geologic mapping to determine the predominate geologic structure, such as jointing or fracturing. The proposed exploratory drill hole locations and inclinations will be determined after an analysis of the geologic mapping and stereonets.

4.2.9 Remote & Small-Scale Geophysical Investigations

Geophysical characterization of the San Jacinto Site is intended to accomplish two objectives: 1) determine if any significant faults intersect the site and 2) evaluate the rock strength, including zones of significant fracturing.

Geophysical characterization is a non-invasive technique that is used extensively to image the earth’s interior (Ward, 1990 and Stewart, 1991). Therefore, it is an ideal approach when the usual geotechnical characterization approaches, such as coring to determine rock properties, are not feasible. The most effective imaging technique to determine rock properties is seismic tomography. Tomography is the science of inferring internal structure from external measurements. It has been used extensively in medical applications, e.g., ultrasound measurements. Successful applications of seismic tomography have been applied to determining fault plane orientation (Tura et al., 1992); mapping reservoir structure and monitoring enhanced oil recovery procedures.

Seismic tomography is particularly well suited for situations in which, as at San Jacinto site, intrusive methods, such as core logging, are not appropriate. The method involves the generation of seismic waves which pass through the region to be imaged and are recorded at the surface of the region. Both rock strength and fracture density can be directly related to seismic velocity. Through these relationships a coherent and detailed image of the region’s internal rock properties can be generated. An idealized example is shown in Figure 4.3.

Well-established relations exist among rock strength and compressional (P) and shear (S) wave seismic velocities. Such measurements have been used to geophysically characterize other high interest sites such as Yucca Mountain in Nevada, which has been proposed a high-level nuclear material repository. Figures 4.4 and 4.5 below depict velocity vs. rock strength data from Yucca Mtn., Nevada (Boyd et al., 1995)

In practice, executing a seismic tomography survey is straightforward. Geophones would be placed on the ground surface at predetermined locations on the mountain surface. These geophones would be an integral component of a broadband data acquisition system, both of


which can be deployed for long periods of time and are battery operated. The geophones would be backpacked to their locations, are environment friendly and would be simply placed on the ground surface. The seismic source for this application would be either a small suitcase sized vibratory source, which could be backpacked to the desired location(s), or be mounted on a four-wheel drive vehicle. Both P and S waves could be generated, thus providing a more complete image of the internal constituent of the mountain. In addition, cores from rocks that are typical of San Jacinto would be acquired at nearby locations and subjected to extensive laboratory testing in order to ascertain seismic and strength properties. These data would be used to calibrate the seismic field data (Price et al., 1994). They would also provide direct measurements of the rock strength would be needed to formulate specifications for the tunneling that would be needed.

Field data will be processed using fully three-dimensional tomographic inversion methods for imaging the interior of the earth. The application of these methods is ideally suited to the San Jacinto Site. These inversion methods would be integrated with laboratory-derived rock property data (from core samples taken from nearby San Jacinto locations) to provide calibration information regarding the strength vs. seismic velocity relationships. An example of a typical seismic tomographic image is depicted in Figures 4.6 and 4.7.

Smaller-scale geophysical surveys will be focused in portal area and in the immediate vicinity of the low cover area where the tunnel alignment crosses Chino Canyon. This work will delineate weak rock zones and evaluate their influence on portal and tunnel design.

Seismic refraction and seismic reflection techniques will assist in determining depth to bedrock, rippability, and delineate weak rock or fracture zones. Electromagnetic methods, such as VLF, can support geologic mapping of fractures.

4.2.10 Surface Hydrology & Groundwater Assessment

The hydrologic investigation will assist in the engineering of the tunneling and cavern excavation, and the environmental assessment process. The work plan will include the following:

• Field investigation to collect pertinent hydrologic data.

• Establish hydrologic and geochemical baseline data that will assist in the assessment of environmental impacts and construction of a conceptual hydrologic model.

• Construct a numerical ground-water hydrologic model based on the conceptual hydrologic model to predict the environmental impacts.

Fieldwork includes evaluation of springs and streams as explained in the following sections.

One of the issues is the potential impact on springs and wetlands. The first task is to identify locations and prepare an inventory. Many of these locations are plotted on USGS topographic maps. The existence of other possible springs will be evaluated through review of published information, such as from the United States Geologic Survey, review of air photos, available thermal imagery data, discussions with local experts, including tribal representatives, and field reconnaissance. Thermal imagery is a geophysical method that helps to identify springs and wetlands based on thermal differences. The inventory will also include the several small wetlands (for example, Wellmans Cienega) located near San Jacinto peak. These wetlands are important hydrologic features; impact to the wetlands may adversely affect wildlife. After an inventory is prepared, each spring and wetland location listed on the inventory will be visited.

Based upon a preliminary review of the topographic maps in the area, there are approximately 15 springs or wetlands in the area of San Jacinto Peak. These springs include two springs near Round Valley (Section 22), Deer Springs (29), Strawberry Cienega (32),


Wellmans Cienega (28), Middle Spring and Powder Box Spring (33), Hidden Lake (26), and spring near Marion Mountain Campground (25). Further from San Jacinto Peak, there are water-supply and other springs that will be included. The five springs south of Strawberry Valley include South Ridge Spring, Granite Spring, Big Cedar Spring, and two unnamed springs (17, 19). Two other springs are also worth noting—Sulphur Springs SE of San Jacinto Peak (1) and an unnamed spring NE of San Jacinto Peak (35). Access to these two springs may be difficult. The water-supply springs in Chino, Blaisdall, Falls Creek and Snow Creek Canyons will also be included. Because of the importance of the Agua Caliente Spring near Palm Springs, it will be included in the assessment.

Based upon this initial assessment we would expect to inventory approximately 25 springs in the area. The location and elevation of each spring will be verified using a global positioning system (GPS) and altimeter. Flow rates will be measured and water samples will be collected from each spring. Because each spring will be in a unique location, different types of flow measurements may be required at each location. In some locations, the measurement may be as simple as a pipe and bucket, while at other locations a flume may be required. For consistency, the measuring procedure at each spring will be documented to allow for subsequent measurements. Measuring of flow will be performed as to limit the impact at each spring and no permanent installations will be constructed.

Each sample will be analyzed for the following field parameters: Temperature, pH, Eh (redox), electrical conductivity, dissolved oxygen, Fe2+, and alkalinity. As a minimum, the samples will be analyzed for the following parameters: Ca, Mg, Na, K, alkalinity, sulfide, SO4, Cl, F, total Fe, (Fe2+), B, Al, Si, P, Se, Mn, As, Hg, Cr, Co, Ni, Cd, Cu, Pb, Zn, Sb, nitrate plus nitrite, ammonia. Before the results are tabulated and interpreted, the laboratory data packages will undergo a brief quality assurance review. This review will be performed to verify that gross errors, such as mislabeling of samples, or typographical or transcription errors have not occurred.

Stable isotope ratio analyses for both O18, and D will be performed. These parameters are commonly helpful in identifying the original source of the water molecules. In the case of meteoric waters (rainfall and snowfall), SIRA can help to identify the average elevation of at which precipitation occurred. For hydrothermal waters, SIRA can be used to assess the extent of reactions between rock and ground water. In areas where a mixture of meteoric and hydrothermal waters may be present, the isotopic signatures can be used to estimate the proportion of each water type.

The radioactive isotope tritium is also included in the list of chemical parameters. The presence of tritium in water indicates that the water is of relatively recent origin (last 50 years).

After all geochemical data have been compiled, the sources of water will be classified based upon the chemical signatures of the springs. As a preliminary classification system, the waters will be classified first by temperature and then chemical signature to further classify the possible source areas. Various methods will be used to evaluate the chemical results. These methods may include the preparation of Piper trilinear diagrams and other types of fingerprinting plots (Bird and Mahoney, 2000).

The results of the classification will allow for the comparison of the spring locations to structural features. The following questions will be considered. Which springs are related to which structures? What are the sources of water for each spring? The information obtained from the geochemical survey will then be used with the hydrologic modeling to predict the short term and long term impact of the mine dewatering on the springs.

Stream flow information will also be needed to assist in the compilation of a hydrologic budget. Location and elevations for each stream will be obtained from published topographic charts. It is likely that no historic stream flow information is currently available and will have


to be generated during the proposed field program. Perennial streams will be gauged and samples collected and similar parameters analyzed.

After the field program is completed and most surface water flows are measured and characterized, a baseline database will be established. A hydrologic conceptual model, which will include a hydrologic budget, will be prepared. The conceptual hydrologic model will clearly identify all relevant sources and discharge areas within the study area with the purpose of accounting for all major components of the hydrologic cycle, i.e. recharge from precipitation, discharge to streams and springs, evapotranspiration, ground-water recharge, etc. Hydrologic boundaries will also be identified in the hydrologic conceptual model, these boundaries will provide another means to assess possible impacts to springs.

The current hydrologic budget will be later used as the baseline case during the calibration of the hydrologic model and to evaluate hydrologic impacts.

New geologic information generated by other site investigation activities will be incorporated. These include geologic and structural data, surface mapping of structures, and air photos. Structural information together with gathered geochemical data will be crucial in determining the “plumbing” between hot and cold springs.

The conceptual model will include all the gathered geologic information which are then incorporated, to the extent possible, into the model grid.

The construction of a detailed hydrologic model provides other information that may be of long term benefit to the project. The model will permit the identification of hydrologic features that control the flow of ground water. The model will also provide information to permit water balances to be assessed. During model construction, details of the conceptual hydrological model will be incorporated in the model grid and input data. The model will also permit groundwater control alternatives to be assessed. These options may include grouting of individual fractures or fracture zones, or concrete lining.

The model will incorporate all relevant hydrologic and geologic features to allow evaluation of impacts to all significant surface water bodies (springs, wetlands and streams) in the area of study. Impacts will be assessed based on estimated ground-water level declines induced by the proposed tunnel. Model features will include simulation of springs, interaction between surface and groundwater systems, inflow to proposed tunnel and incorporation of anisotropy based on structural mapping.

Low inflows are expected to the proposed tunnel due to the low hydraulic conductivity of the granitic rocks in the study area. It is likely that lining of the tunnel and grouting of structures where significant inflows are encountered will reduce these inflows even further. The model will be assist in identifying worst-case scenarios that will used to bound the magnitude of the hydrologic impacts.

4.2.11 Geotechnical Analyses

Geologic maps of the project alignment will be prepared, showing air photo lineaments, geologic faults, rock joint patterns, landslides, geologic contacts, and areas of adverse geologic conditions for tunnel and portal construction. The data will also be integrated to prepare geologic profiles along the tunnel alignment and in the portal areas. The geologic map and profiles will be used to evaluate the feasibility of the proposed portals and tunnel alignment.

4.2.12 Preliminary Corehole Summary

Figures 4.1 and 4.2 illustrates possible coreholes, and Table 4 lists their location, length and description. Seven coreholes are listed explicitly and an additional 1000 meters of coring is included at unspecified locations to investigate anomalies identified in preceding coreholes.


Coreholes 2, 3 and 5 may be drilled in the Phase 1 investigation and the remaining coreholes plus extra core length drilled in later phases.

Corehole Number

Location Approximate Length (m)

Description

1 Portal 500 Horizontal corehole parallel to alignment

2 Portal 800 Horizontal corehole parallel to alignment

3 Chino Cyn 700 Horizontal corehole parallel to alignment

4 Chino Cyn 435 Inclined corehole

5 Chino Cyn 305 Inclined corehole across alignment

6 Chino Cyn 250 Vertical corehole

7 Chino Cyn 1010 Inclined corehole subparallel to alignment

NA NA 1000 Additional corehole footage to investigate anomalies identified in coreholes 1-7

Table 4—Description of Project Coreholes

Double-tube, and where necessary, triple-tube coring will be used to promote the highest possible core recovery. However, some rock materials will not be recovered due to their friable nature. To investigate lost core zones, and to develop better joint orientation information, color video logs will be run in selected portions of the borings.

Core logging refers to the process of examining the core and recording descriptions of the lithologic and structural features present. To be of maximum usefulness, the resulting information must be both detailed and objective. Producing either summarized or interpreted data prevents others from determining the true nature of the core, on the basis of the logging data alone. It is generally impractical for each person interested in the rock conditions to examine the core. Furthermore, the potential exists for loss or damage to the core during transportation, handling and storage. A detailed and objective log plus good color core photographs can replace the core if unavailable, damaged or lost.

Timely, accurate, objective and uniform core logging is a key ingredient of the site investigation. To accomplish these requirements, we will enter rock core information directly into PDA’s as the core is logged. Then, using commercial boring log software called gINT, and custom core analysis and plotting software, core information will be processed and draft logs will be produced. To ensure objective and uniform logging, frequent review and discussion sessions will be conducted with all logging personnel. This practice is especially important, because some of the core characteristics essential to describing the site rocks will be discovered only during the core logging. Since several coring rigs may be drilling simultaneously, a senior professional will act as a floating core logging manager, moving from rig to rig, observing logging procedures, spot checking logging practice and assisting the rig loggers as necessary.

The drilling water and recovered core will be periodically checked for evidence of radon, gassy conditions and excessive temperature.

Field logging of the core will be done for each core run. Core will be removed from the inner tube(s), inspected and fitted together to reproduce as closely as possible the length in the ground. Information recorded will include:

• Core depth, water return, drill rig parameters and other run information obtained from the drilling crew or observed by the logging professional,


• Core lithology,

• Core length recovered,

• Six types of core features: fresh breaks that fit together, fresh or weathered breaks that were ground in the core barrel or suffered loss of friable or soluble infillings, fresh or weathered breaks that do no fit together, weathered core breaks that fit together, healed and rebroken breaks, unbroken planes of weakness,

• Core break surface roughness on the scale of the core diameter (e.g. planar, undulating, stepped) and at fingertip scale (e.g. smooth, rough, slickensided),

• Core break infilling (e.g. quartz, clay, calcite, serpentine),

• The starting and ending footage of rubble zones, sections of the core too fractured to log individual core breaks.

The core will also be marked to indicate footage and the downdip direction, to provide better core photographs and to facilitate reconstructing the core should it be dropped.

We will use a custom core analysis program with specially capabilities for joints, bedding planes, shear and rubble zones, and other structural features found in rock. This program extends the capabilities of gINT to better analyze and present jointed rock characteristics. The program calculates recovery, RQD and classification ratings for each core run, based on start- and end-of-run footages, and the footage and characterization of the structural features. An example run-by-run summary table of rock joint information produced by the program is illustrated. All final logs will be produced by gINT.

During core logging of the core, point-load strength tests of representative core will be conducted at approximately 3-meter intervals. The results will be reported on the logs and compared with laboratory strength tests.

When the required down-the-hole testing, logging and groundwater monitoring has been completed, coreholes will be abandoned according to local practice and requirements.

All borings, test pits, trenches and geophysics traverses will be surveyed by GPS so their location may be accurately depicted on project plans. Significant geologic features like contacts, shear zones, lineaments, fault strands, etc. will be similarly surveyed.

4.2.13 In-Situ Testing

Downhole wire line geophysical logging and in situ testing will be completed in selected coreholes. These tests will include:

• Seismic Velocity

• Sonic Log

• Oriented Video Log

• Temperature Probe

• Packer Permeability Testing

• Hydraulic Jacking

• Stress determinations

4.2.14 Laboratory Testing

Laboratory testing will include the following:

• Unconfined compression, indirect tension and triaxial compression,


• Joint strength and stiffness,

• Core mineralogy and petrology,

• Hardness and abrasion,

• Permeability & porosity

• Radioactivity.

4.2.15 Site Characterization During Construction

Site characterization will be used during construction will include:

• A combination of drilling and remote sensing ahead the tunnel boring machine, to characterize the ground conditions that lie ahead. Rapid advances are being made in remote sensing technologies that makes this an attractive complement to preconstruction site investigations.

• Site investigations to select the specific location and orientation of the cavern complex. These investigations might include remote geophysics, coring, joint mapping and stress determinations.

4.3 Project Design Design standards, and operational and design criteria, are essential building blocks for a successful design. The Laboratory’s standards and criteria will be obtained, reviewed and implemented. The design will be conducted in phases – schematic design, design development, and construction document preparation. These phases are discussed below.

In schematic design, the project scope and concepts will be further advanced. These efforts will be conducted in close coordination with the site investigation and environmental studies. As with any underground project, the design is driven by the ground conditions that are expected. In particular, preliminary design involves the following:

• Review and evaluation of the project scope and budget requirements. This involves reviewing the project needs and making trade-offs with budget constraints.

• Evaluate design and construction approaches. These approaches will be driven by the project needs and the site characteristics. Choices will need to be made based on geology, mechanical and electrical requirements, architectural preferences, etc.

• Determination of general size, shape, relationships, and massing of cavern, tunnel, and building components. This is dependent on the types of activities envisioned at the site. The designers will need to work closely with the physicists to identify the facility characteristics that are most important.

• Conceptual design criteria for structural, mechanical, and electrical systems. These will form the basis for future more detailed design.

• Preparation of preliminary project descriptions, which describe systems, materials products and performance criteria. These documents present the designer’s understanding of the project, allow review and refinement of the project scope, and provide the basis for more detailed design.

• Preparation of conceptual design drawings, including preliminary alignments; schematic plans, elevations, and sections; and renderings.

• Preparation of geotechnical data reports and interpretative geotechnical reports.


• Preparation of preliminary cost projections, based on the preliminary project descriptions and conceptual drawings.

The Design Development and then the Contract Documents phases can begin after approval of the preliminary design. Emphasis shifts from overall relationships to more technical issues of constructability and integration of systems and components and preparation of bid documents. These phases involve the following tasks:

• Development of the contract drawings, including complete plans, elevations, sections, and details of facility components.

• Development of contract specifications that specify all requirements for construction of the facility.

• Development of contract forms, general conditions, and supplementary conditions of the contract. These describe the general procedural and administrative requirements of the project.

• Development of the geotechnical baseline report, which describes the geotechnical conditions upon which the contractor should base his bid.


5 Cost and Schedule

5.1 Project Schedule The project development schedule logically breaks down into four phases:

• Phase 1 is 12-month duration, consists of environmental assessments, site investigation and project schematic design, and ends with completion of the Draft EIR/EIS and the Schematic Design Report,

• Phase 2 is 8-month duration, consists of the environmental review and response period, project design development and the second phase of site investigation, and ends with the EIR/EIS Record of Decision and completion of the Design Development Report,

• Phase 3 is 8-month duration, consists of preparation of construction documents and contractor selection, and ends with receipt of construction proposals,

• Phase 4 is 41- to 44-month duration, consists of heavy civil construction and outfitting, and ends with Laboratory beneficial occupancy.

The duration of Phase 4 depends upon the selection of one versus two tunnels-two tunnels requires three additional months. Figures 5.1 and 5.2 illustrate the schedules for the medium-size cavern complex, and one or two tunnels, respectively.

The work items and duration of the first two phases is influenced by several considerations. While it appears feasible to permit, design, and construct the Laboratory, several factors must be addressed early in the development process:

• The functional needs of the science community for an underground laboratory, which drives the Laboratory layout,

• A schematic laboratory design that meets the functional needs, and addresses engineering factors like earthquake design and portal location,

• A Laboratory hazard assessment that becomes the basis for a safety plan,

• Identification of the building code Authority Having Jurisdiction, study of the fire and life safety needs and a preliminary assessment of the need for one or two tunnels,

• A preliminary site investigation,

• Collection of background information and development of a draft EIR/EIS.

We believe that funding agencies will require that the preceding factors be largely resolved prior to committing substantial funding. Hence, the activities in and cost of Phase 1 are targeted at these factors.

The duration of Phase 2 is selected to coincide with the environmental review and response period. After completion of the draft EIR/EIS at the end of Phase 1, the public comment period begins. Following that, the comments are reviewed, the project modified if appropriate, and responses are prepared. The comments, project modifications and responses are combined in a document and submitted to the State and Federal agencies, who must respond within a specified time limit. The minimum duration for environmental review and response is 3 to 4 months. Because projects may take longer, 8 months are provided in the schedule. In parallel, the second phases of project design and site investigation are conducted.


Phase 3 consists of preparation of construction documents and the contractor selection process leading up to the opening of contractor proposals and the selection of a contractor.

Phase 4 begins with heavy civil construction, including mobilization and site work, TBM procurement, tunnel construction, construction of the connecting tunnels in the cavern complex, and construction of the experimental and support caverns. Next, the excavations are prepared for occupancy, including HVAC, ventilation, lights, floors, fire alarm, fire suppression, fire separations and miscellaneous items.

Beneficial occupancy of the laboratory is anticipated to occur about 6 years after project start.

5.2 Estimated Capital Costs The capital costs in Table 5 are for six options—three different cavern complexes and one or two tunnels. Descriptions of the items included in the cost estimate are contained in the appropriate sections of Section 3 Project Conceptual Design. Included are the surface buildings, portal, tunnel(s), the cavern complex, and outfitting (HVAC, cooling, lights, floors, fire alarms, fire suppression, fire separations, etc.). WBS 1 Land Acquisition, Easements, & Usage Fees is $0 in the capital costs because these costs have been include in the operating costs. A 20-percent contingency is applied to all categories.

Large Cavern Complex Small Cavern Complex Medium Cavern Complex

2 Tunnel 1 Tunnel 2 Tunnel 1 Tunnel 2 Tunnel 1 Tunnel

1 Land Acq, Easements & Fees $0 $0 $0 $0 $0 $0

2 Surface $5,254,356 $5,254,356 $5,254,356 $5,254,356 $5,254,356 $5,254,356

2.1 Access roads $29,356 $29,356 $29,356 $29,356 $29,356 $29,356

2.2 Surface Infrastructure

2.2.1 Electrical and substation $105,000 $105,000 $105,000 $105,000 $105,000 $105,000

2.2.3 Water $50,000 $50,000 $50,000 $50,000 $50,000 $50,000

2.2.4 Sewer $50,000 $50,000 $50,000 $50,000 $50,000 $50,000

2.2.5 Communications $100,000 $100,000 $100,000 $100,000 $100,000 $100,000

2.3 Buildings

2.3.1 Building 1-Visitor's Center & Admin $2,550,000 $2,550,000 $2,550,000 $2,550,000 $2,550,000 $2,550,000

2.3.3 Building 3-Warehouse & Assembly $1,350,000 $1,350,000 $1,350,000 $1,350,000 $1,350,000 $1,350,000

2.3.4 Building 4-Laboratories $1,020,000 $1,020,000 $1,020,000 $1,020,000 $1,020,000 $1,020,000

3 Underground Access $172,773,234 $118,421,321 $166,605,405 $115,272,839 $162,217,558 $115,312,744

3.1 Portal(s)

3.1.1 Access tunnel portal $4,407,000 $3,252,000 $4,407,000 $3,252,000 $4,407,000 $3,252,000

3.2 Tunnel(s)

3.2.1 Access Tunnel $53,228,114 $58,732,214 $51,127,005 $56,413,837 $51,127,005 $56,413,837

3.2.2 Egress Tunnel $53,228,114 $0 $51,461,023 $0 $51,461,023 $0

3.2.3 Cross Cuts or Turnouts $2,100,000 $1,950,000 $1,950,000 $1,950,000 $1,950,000 $1,950,000

3.2.4 Mechanical $49,921,490 $45,194,490 $47,835,290 $44,404,290 $47,835,290 $44,404,290

3.2.5 Electrical $4,451,275 $4,451,275 $4,451,275 $4,451,275 $0 $4,451,275

3.2.6 Fire Protection $3,830,400 $3,830,400 $3,830,400 $3,830,400 $3,830,400 $3,830,400

3.3 Surface haulage $1,606,840 $1,010,942 $1,543,412 $971,037 $1,606,840 $1,010,942

4 Underground Facilities $30,453,600 $30,453,600 $16,987,289 $16,987,289 $25,578,546 $25,578,546

4.1 Caverns

4.1.1 Common Area Cavern $1,506,221 $1,506,221 $1,506,221 $1,506,221 $1,506,221 $1,506,221

4.1.2 Utility Cavern $853,444 $853,444 $853,444 $853,444 $853,444 $853,444

4.1.3 Experimental Cavern A $4,190,846 $4,190,846 $2,109,741 $2,109,741 $4,190,846 $4,190,846

4.1.4 Experimental Cavern B $4,989,999 $4,989,999 $0 $0 $4,989,999 $4,989,999

4.1.5 Experimental Cavern C $4,190,846 $4,190,846 $0 $0 $0 $0

4.1.7 Refuge Cavern $156,320 $156,320 $156,320 $156,320 $156,320 $156,320


4.1.8 Sump $156,320 $156,320 $156,320 $156,320 $156,320 $156,320

4.2 Tunnels

4.2.1 Main Street Tunnel $1,330,156 $1,330,156 $819,680 $819,680 $1,074,918 $1,074,918

4.2.2 Connecting Tunnels $2,504,253 $2,504,253 $1,074,918 $1,074,918 $2,177,548 $2,177,548

4.3 Underground Infrastructure

4.3.1 Groundwater Drainage $500,000 $500,000 $500,000 $500,000 $500,000 $500,000

4.3.2 Mechanical $2,717,033 $2,717,033 $2,717,033 $2,717,033 $2,717,033 $2,717,033

4.3.3 Electrical $632,100 $632,100 $632,100 $632,100 $632,100 $632,100

4.3.4 Fire protection $1,213,038 $1,213,038 $1,213,038 $1,213,038 $1,213,038 $1,213,038

4.3.5 Security $0 $0 $0 $0 $0 $0

4.3.6 Assembly Areas $116,880 $116,880 $116,880 $116,880 $116,880 $116,880

4.3.7 Steel & concrete structures $5,000,000 $5,000,000 $5,000,000 $5,000,000 $5,000,000 $5,000,000

4.4 Surface Haulage $396,145 $396,145 $131,595 $131,595 $293,880 $293,880

5 Permits, Fees and Prof. Services $25,219,856 $18,707,410 $22,867,294 $16,716,625 $23,370,946 $17,750,811

5.1 Professional Services

5.1.1 Site Investigation $3,456,101 $2,563,643 $3,133,709 $2,290,828 $3,202,729 $2,432,552

5.1.2 Schematic Design $1,683,850 $1,249,034 $1,526,776 $1,116,116 $1,560,404 $1,185,165

5.1.3 Design Development $2,736,255 $2,029,681 $2,481,012 $1,813,688 $2,535,656 $1,925,893

5.1.4 Construction Documents $4,841,067 $3,590,973 $4,389,482 $3,208,833 $4,486,161 $3,407,350

5.1.5 Construction Engineering Services $7,787,804 $5,776,783 $7,061,341 $5,162,036 $7,216,867 $5,481,389

5.1.6 Site Characterization During Const. $1,052,406 $780,646 $954,235 $697,572 $975,252 $740,728

5.1.7 Environmental Studies $1,052,406 $780,646 $954,235 $697,572 $975,252 $740,728

5.1.8 Cultural Studies $294,674 $218,581 $267,186 $195,320 $273,071 $207,404

5.1.9 Public Affairs $210,481 $156,129 $190,847 $139,514 $195,050 $148,146

5.2 In-House Services, Permits, etc. $2,104,812 $1,561,293 $1,908,470 $1,395,145 $1,950,505 $1,481,456

6 Environmental Mitigation $2,000,000 $2,000,000 $2,000,000 $2,000,000 $2,000,000 $2,000,000

6.1 Environmental Mitigation $2,000,000 $2,000,000 $2,000,000 $2,000,000 $2,000,000 $2,000,000

Subtotal $235,701,046 $174,836,687 $213,714,343 $156,231,109 $218,421,406 $165,896,458

Contingency 20% $47,140,209 $34,967,337 $42,742,869 $31,246,222 $43,684,281 $33,179,292

Total $282,841,255 $209,804,025 $256,457,212 $187,477,331 $262,105,687 $199,075,749

Table 5—Capital Costs for Three Cavern Complex Options & One or Two Tunnels

5.3 Estimated Operating Costs Operating costs are provided for the medium-sized cavern complex depicted in Figure 3.6. Costs are listed in the six WBS categories contained in Table 6.

WBS Description Annual Cost

1 Fees $100,000

2 Utility Costs $2,604,505

3 Maintenance $560,000

4 Equipment, Transportation & Supplies $225,000

5 Staff $1,079,518

6 Programs $160,000

7 Outside Costs & Subcontracts $637,902

Total Yearly Cost $5,366,900

Table 6—Annual Operating Costs


WBS 1 – Fees includes access rights that will have to be obtained from government agencies and private land owners to allow construction and operation of the facility. An example night be usage fees for Chino Canyon Road. These agencies will need to be identified and contacted in future phases of the project.

WBS 2 – Utility Costs include electric, water, sewer, communications and waste services. Electricity to power the ventilation and cooling systems are the largest single cost.

Electrical costs are based on information obtained from Southern California Edison Electric Utility and are the current rates as of September 2001. This service would be a schedule TOU-8 Time-of-use-general service - Large with a service and metering at voltages from 2kV through 50 kV. The electrical rates are contained in Table 7:

Item Summer Winter Customer Charge $299.00 $299.00 Demand Charge, Facility Related Component (added to Customer Charge, per kW)

$6.60 $6.60

Time Related Component (added to Facilities Related Component): All kW of On-Peak demand per kW $17.95 N/A Plus all Mid-Peak demand per kW $2.70 $0.00 Plus all Off-Peak demand per kW $0.00 $0.00 Energy Charge (added to Demand Charge): All On-Peak, per kWh $0.19544 N/A Plus all Mid-Peak, per kWh $0.10897 $0.12121 Plus all Off-Peak, per kWh $0.08808 $0.08924

Table 7—Electric Rates, Per Meter Per Month

As electrical loads are still preliminary, the following assumptions were made to arrive at an estimated running load.

1. Actual demand for any period was estimated to be ½ the peak connected load.

2. Mechanical loads were assigned the following diversity factors:

a. Chillers: 0.50

b. Tunnel fans: 0.10

c. Chiller pumps: 0.50

d. Miscellaneous motors: 0.15

3. After hours load is minimal.

4. Load from experiments is fairly constant.

WBS 3 – Maintenance includes costs to maintain the facility infrastructure including roads, buildings, portal, tunnels, caverns, electrical, mechanical, water, sewer, and communications.

WBS 4 – Equipment and Transportation includes shuttles, surface equipment, underground equipment for the supply shops and common laboratories, and miscellaneous supplies.

WBS 5 – Staff includes personnel required to handle the every day operations of the facility.

WBS 6 – Programs includes the outreach and visitor programs and workshops.

WBS 7 – Outside Costs & Subcontracts include travel, fire protection and insurance.


6 References Allen, Clarence R., 1957, San Andreas fault zone in San Gorgonio Pass, southern California: Geologic Society of America Bulletin, vol. 68, pp. 315-350.

Azrag, E.A., Ugorets, V.I., and Atkinson, L.C., 1998, Use of a finite element code to model complex mine water problems: Proceedings of Symposium on Mine Water and Environmental Impacts, International Mine Water Association, Johannesburg, South Africa, September, v. 1, p. 31-41.

Bird, D.A., and Mahoney, J.J., 2000, Hydrogeochemical tools to define sources of ground-water inflow to surface and underground mines. in Sililo, O, ed. Groundwater: Past Achievements and Future Challenges, Proceedings of the XXX IAH Congress on Groundwater. Cape Town, South Africa, December , p. 1091-1097.

Boyd, P.J., R. J. Martin, and R.H. Price, "Variability of the physical properties of tuff at Yucca Mountain, NV, Rock Mechanics, Daemen & Schultz (eds) 1995, Rotterdam, ISBN 90 5410 552 6, pg 511-516.

Dibblee, Thomas W., Jr., 1970 Regional geologic map of San Andreas and related faults in eastern San Gabriel Mountains, San Bernardino Mountains, western San Jacinto Mountains and vicinity, Los Angeles, San Bernardino, and Riverside Counties, California: U.S. Geologic Survey, Menlo Park, California, open-file map, scale 1:125,000.

Dibblee, Thomas W., Jr., 1981, Geologic Map of the Palm Springs (15 Minute) Quadrangle, California: South Coast Geologic Society.

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Appendix C San Jacinto National Underground …SJNUSL/appendix_c_text.pdf1 Introduction This report...

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