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HomeMy WebLinkAboutC62009r � '�'r '-�_ �,'`•Ab 43...,3,,.. 'r � � � _ - ��,*F lix< Ili- - 1 I f., t... . � I •� S � , 1 � � w,,• dr ! a-� S�r�ti1 r IF • � 1 i " t' r' �> Fill r, �cr%yr�� � � 4� �r' � � � /•`'may, `. L `K rt a ( > t{, y . �♦ .�jry+[ s LFI :AL GEOTECHNICAL REPORT Wild Goose Gas Storage Facility n Butte County, California Wild Goose Gas Storage i x DATE h ❑ Patrick Dalton ....... Houston ❑ Steve Dennis ........ D2 -1K ❑ Paul Deserts......... CI-12D r 7"�al'r�a� �,' ❑ Bob Duxbury ......... C1 -8E i";.•_ •` ❑ Ed Dykstra ........... C1-91 r} as `t- ❑ Greg Galyon ......... C1 4E . a s ❑ Kathy Jackson ....... CI -10M �ti `+'� ❑ Peter Koloditch ...... A2 -1G Bob Mathews ........ C1-121 David Richmond ..... C1 -9A Bill Saluta .......... A24G A Bob Sisson ......... Santa Ana , Floyd Vissat ......... A2 -1H ❑v' Scott Cast AT,�-. D2 -7M rr� ' `" [✓7 Jim Young .......... CI -1D " -~ File: aZLCa . C&ZO09 r k, 5 C -A5& . of 77052.001 "'yam~ � + •tr�w. ' - , .y� _ „� �, i "~ �'a;: r' ,y � •'^ ,(�y.� _ � , _ }r ' y � i �- . '��L r .. �a�.xt�'� , ' ra•� T ^tib .+q� 1� y r _ ... +.-. ���4" - ._ ' . f i i.:�.i"!- !. X�.•X. �� "l'i 1�• wAi ��.�{`y�{-jRi y�ay.�l."t��;N �". `y, � _ '� ' � � •..�Y.,,.»L--h;'1. ,.., � �,y},. 'u3 -i_ .1 � ��,Yy' tl�.,�`hl' 34'.'Y �k 6!`� ` t - `• • FINAL GEOTECHNICAL REPORT Wild Goose Gas Storage Facility Butte County, California Final Geotechnical Report to . WILD GOOSE STORAGE INC. Calgary, Alberta, Canada May 1997 File No. 4074.1 File No. 4074.1 20 May 1997 Mr. Ian Duthie Wild Goose Storage Inc. 3900, 421 - 7th Avenue S.W. J Calgary, Alberta, Canada T2P 4K9 a v Subject: Wild Goose Gas Storage Facility Z. Butte County, California = FINAL GEOTECHNICAL REPORT OAF �++ Dear Mr. Duthie: G In accordance with you request, Anderson Consulting Group (ACG) performed a W geotechnical investigation of the Wild Goose Gas Storage project, butte County, California. t7 Our investigation was performed for the purpose of characterizing the subsurface soil and ground water conditions and to provide geotechnical recommendations for design and W construction of the pipeline and associated structures. This Report presents our findings, ~ conclusions, and recommendations. N a Our geotechnical investigation was- performed under the direction of the responsible Civil 3 Engineer who's signature and seal appear below. We performed this geotechnical p investigation consistent with our 20 March 1997 Proposal No. P2955. 0 If you have questions, please call us at (916) 786-8883. Thank you for selecting ACG to O N perform this important work for Wild Goose Storage, Inc. Sincerely; J a ANDERSON CONSULTING GROUP Z W Prepared by: Reviewed by: n` X '020 Ix Robert B. Lokteff., Donald M. Olsen, P.E. Project Engineer Project Manager � CCnn W copies: Raytheon / Attn: Mr. Jim Young v 14 . 09.30- coo 1 Commerce Drive Suite 100 OF CA��F�Q� Roseville, CA s:\bob\reports\4074.Ia '11 95678-6431 916. 786.8883 1AX 916. 786.7891 IFINAL GEOTECHNICAL REPORT 5.1.1 Excavating...................................................... 8 Wild Goose Gas Storage Facility Stripping....................................................... 8 Butte County, California 5.1.3 Removal of Soft to Firm Clay at the Remote Facility Site ................. Table of Contents 5.1.4 Removal of Soft Near -Surface Soil .................................. 8 CoverPage..........................................................................I 5.1.5 Original Ground Preparation ................................:::::::. Transmittal Letter.................................................................... >> _ Table of Contents...............................:.................................... iii 1.0 INTRODUCTION............................................................ 1 9 1.2 Project Description................................:..................... 1 9 9 1.3' Project Location ......................................................... 1 5.2.1.1 Dimensions and Allowable Bearing Capacity ..................... 1.4 Work Scope........................................................... 2 2.0 FIELD INVESTIGATION..................................................... 3 ' 2.1 Remote Facility........................................................ 3 10 2.2 Well Pad...............................................................3 5.2.1.5 Minimum Reinforcement ................................... 5.2.1.6 Footing Excavations ....................................... 2.3 Cherokee Canal Bridge ......... 2.4 Wild Goose Island Borrow Area ...•.•................................ 3 . 4 2.5 Unimproved Road and Canal Berms ......... ................................. 4 2.6 Pipeline Alignment...................................................... 3 .0 LABORATORY TESTING ............ . ....................................... 4 5 4.0 CONCLUSIONS............................................................1 6 4.1 Soft to Firm Clay at the Remote Facility 4.2 Expansive Clay Soil ...................................................... 6 4.2.1 Mitigation of Clayey Soil using Lime -Treatment or Non -Expansive Import ... 6 4.3 Buoyant and Hydrostatic Forces of Ground Water and Flood Water ................ 7 �1 4.4 Remote Facility Foundations ..................:........................... 4.5 Bridge Foundations....................�................................ 7 7 4.6 Liquefaction Potential ....... 7 5.0 RECOMMENDATIONS....................................................... 8 5.1 Earthwork.........................................................:... 8 5.1.1 Excavating...................................................... 8 iii ANDERSON CONSULTING GROUP 5 5.1.2 Stripping....................................................... 8 5.1.3 Removal of Soft to Firm Clay at the Remote Facility Site ................. 8 5.1.4 Removal of Soft Near -Surface Soil .................................. 8 ` 5.1.5 Original Ground Preparation ................................:::::::. 8 5.1.6 Fill Placement .. . 8 5.1.7 Slope Construction ............................................... 9 5.2 Foundations........................................................... 5.2.1 Isolated Spread and Perimeter Strip Footings ........................... 9 9 5.2.1.1 Dimensions and Allowable Bearing Capacity ..................... 9 5.2.1.2 Settlement .............................................. 5.2.1.3 Shrink/Swell Mitigation .................................... 10 10 5.2.1.4 Resistance to Lateral Movement ............................. 10 5.2.1.5 Minimum Reinforcement ................................... 5.2.1.6 Footing Excavations ....................................... 10 10 iii ANDERSON CONSULTING GROUP FINAL GEOTECHNICAL REPORT Wild Goose Gas Storage Facility Butte County, California Table of Contents (Continued) Tables: Table 1, Summary of Laboratory Test Results Figures: Figure 1, Location Map Figure 2, Site Plan - Wild Goose Gas Storage Facility Figure 3, Conceptual Well Pad Site Plan Figure 4, Conceptual Remote Facility Site Plan Appendices: Appendix A - Contract Copy, Purchase Order Copy, and Proposal Copy Appendix B - Field Investigation Description, and Exploratory Boring Logs Appendix C - Soil Laboratory Data Appendix D - Memos from Raytheon: Boring Location Plans. & Elevation Schedule Criteria for Pavement & Pile Criteria Option Requirements Iv ANDERSON CONSULTING GROUP 5.2.2 Mat Foundations ................................................ 10 5.2.2.1 Design Parameters ........................................ 11 5.2.2.2 Resistance to Lateral Movement ........ :.................... i l 5.2.2.3 Footing Excavations ....................................... 11 5.2.2.4 Settlement .............................................. 11 5.2.2.5 Shrink/Swell Mitigation ................................... 11 5.2.3 Bridge Pier and Pile Foundations ................................... 12 5.2.3.1 Pier Hole Excavations and Concrete Placement .................. 13 5.2.3.2 Pile Driving ............................................. 13 5.3 Slabs -On -Grade ....................................................... 13 5.4 Lateral Earth and Hydrostatic Pressures ..................................... 13 5.5 Buoyancy............................................................ 14 5.6 Pavement............................................................ 14 5.7 Pipeline............................................................. 15 5.7.1 Excavations.................................................... 15 5.7.2 Ground Water .................................................. 15 5.7.3 Shoring....................................................... 15 5.7.4 Canal and Ditch Crossings ........................................ 15 5.7.5 Backfill Compaction ............................................. 15 5.7.6 Soil Corrosivity................................................. 16 6.0 RISK MANAGEMENT...................................................... 17 7.0 LIMITATIONS............................................................. 18 Tables: Table 1, Summary of Laboratory Test Results Figures: Figure 1, Location Map Figure 2, Site Plan - Wild Goose Gas Storage Facility Figure 3, Conceptual Well Pad Site Plan Figure 4, Conceptual Remote Facility Site Plan Appendices: Appendix A - Contract Copy, Purchase Order Copy, and Proposal Copy Appendix B - Field Investigation Description, and Exploratory Boring Logs Appendix C - Soil Laboratory Data Appendix D - Memos from Raytheon: Boring Location Plans. & Elevation Schedule Criteria for Pavement & Pile Criteria Option Requirements Iv ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 Mny 1997 1.0 INTRODUCTION Wild Goose Storage Inc. (WGS) retained Anderson Consulting Group (ACG) to perform a subsurface exploration and laboratory tests; and prepare a Geotechnical Report for the Wild Goose Gas Storage Facility (WGGSF) in Butte County, California. This Report presents our findings, conclusions, and recommendations for the proposed improvements. This Report is intended for use by WGS, Raytheon (the project Structural and Pipeline Engineer), and the construction contractors. 1.2 Project Description The WGGSF consists of the following: • A ± 1.5 acre Well Pad where natural gas will be injected into, and retrieved from an existing, deep, below -ground, oil and gas field • A bridge over Cherokee canal. The bridge will consist of a ± 90 -foot -long flat-bed rail car supported on concrete abutments. • Paved and unpaved roads. Proposed earthwork consists of the placement of approximately 5 feet of fill and construction of a 3 to 5 -foot -high berm at the Well Pad, and placement of about 1 to 2 feet of fill at the Remote Facility and bridge approaches. Fill soil will be excavated from several proposed nearby borrow areas. 1.3 Project Location The WGGSF site is located in south Butte County, California; about 5 to 10 miles southwest of Gridley. Figure 1 shows the regional project site location. Figure 2 shows each project site and near vicinity. aquifer. Injection well equipment and above The Remote Facility site is located in a rice field. and/or below ground storage tanks will be It is bordered on the south by Liberty Road, and on located at the Well Pad. all other sides by the rice field. A A ± 5 acre Remote Facility where natural gas will be pressurized/depressurized and monitored. The Remote Facility will include above ground tanks, gas compressors, gas and water coolers, and pre -fabricated metering and >r control office buildings. • A ± 4 -mile -long, 18 to 24 -inch -diameter steel pipeline to transmit natural gas back and forth between the Well Pad and Remote Facility. The pipeline will have the capacity of transmitting gas at pressures up to 2,000 pounds per square inch (psi). The pipeline will be buried 3 to 10 feet below the ground surface; except at several canal and ditch crossings, where depths greater than 20 feet may be required. i The Well Pad site is located in a wetland area within the Wild Goose Duck Club. It is bordered on the east and south by ± 5 -foot -tall levees, and on the north and west by undeveloped wetlands. The proposed pipeline alignment extends through rice fields and uncultivated agricultural areas; with the exception of the portion extending from the Remote Facility along the north side of Liberty Road. The new bridge will cross Cherokee Canal about 1 mile south of the Well Pad site. IANDERSON CONSULTING GROUP i 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 1.4 Work Scope We obtained authorization to proceed with our proposed work scope via a Contract signed by Dean Cockshutt (with Wild Goose Storage, Inc.) on 24 March 1997. Copies of the executed Contract, Purchase Order, and our Proposal are presented in Appendix A. The approved work scope included the 5 tasks listed below. Task 1, - Prefield Activities Attend an on-site meeting with the design team, and obtained drilling/backfilling information from the Butte County Health Department. Task 2, Filed Investigation Drill 20 soil borings, perform percolation tests, and down -hole geophysical testing at the locations pre -determined by Wild Goose Storage Inc. and Raytheon. Task 3, Laboratory Testing Perform laboratory testing necessary to provide the geotechnical information requested by Wild Goose Storage Inc. and Raytheon. Task 4, Data Analysis and Design Evaluate field and laboratory data and perform engineering calculations necessary to provide the geotechnical information requested by Wild Goose Storage Inc. and Raytheon. Task 5, Report Preparation Prepare a Preliminary Geotechnical Report shortly after the field work is completed, and a Final Geotechnical Report after the laboratory testing and data analysis are complete. 2 We performed work consistent with the approved work scope with the exception of the following: • Due to very soft ground conditions Borings BH -1, BH -12, BH -13, BH -17, BH -18, and BH -19 were eliminated by the design team; which consists of Wild Goose Storage Inc., Raytheon, and Anderson Consulting Group. The elimination of these borings was determined to be acceptable because of the relatively consistent subsurface conditions encountered in the other borings. • BH -5 was eliminated by the Design Team because of the relatively small amount of fill that will be obtained from the area surrounding BH -5, and the consistent subsurface conditions. • BH -9 was eliminated by Wild Goose Storage Inc. Because of access restrictions by property owners. • We drilled an additional boring (BH -3A) next to BH -3 to help better determine the transition soil profile in the proposed borrow area. • We drilled BH -6 to 21 '/z feet instead of the proposed 6 -foot -depth to supplement the soil profile information and samples observed at BH -11 because borings BH -12 and BH -13 were eliminated as discussed above. • The design team eliminated the down -hole geophysical testing at the Remote Facility because of site access restrictions imposed by the property owner. We estimated the soil dynamic moduli using lab test results and engineering theory. • The percolation testing was eliminated by Wild Goose Storage Inc. . ANDERSON CONSULTING GROUP i Geotechnical Report Wild Goose Gas Storage Facility 1 File No. 4074.1 20 May 1997 r 11 1 11 2.0 FIELD INVESTIGATION We began and completed our field work on 27 March 1997 and 1 April 1997, respectively. The following presents a summary of the surface, subsurface, and ground water conditions at the site. Descriptions of our drilling equipment and sampling techniques are presented in Appendix B. The soil profiles discussed below are general. Detailed descriptions of the soil and ground water conditions encountered at each boring are presented on the Boring Logs in Appendix B. 2.1 Remote Facility The Remote Facility is located in a relatively flat rice field surrounded by 1 to 3 -foot -high berms and access roads. A ± 1 -foot high berm extends north to south through the center portion of the site. At the time of our field work, the. rice stubble had been recently cut to within a couple inches of the surface. The surface appeared dry and stable, but was actually unstable and not able to adequately support our low-pressure drill rig at several locations. The upper 2 to 4 feet of soil consists of soft to firm, medium to highly plastic clay. Below the clay and extending to depths of up to 36 feet; we encountered layers of stiff to hard silt, silt and medium plastic clay with sand, sandy silt; and medium dense to very dense sand and silty sand. In BH -20 we encountered dense sandy gravel from 35 '/2 to 48 1/z feet, underlain by dense sand to a depth of 51 '/z feet (the extent of our boring). We encountered ground water at depths of 9'/z to 10 '/z feet below the surface (56 to 57 feet above Mean Sea Level [MSL]). Once encountered, the ground water elevation rose to 2'/z to 5 feet (61 to 64 feet MSL) below the surface within a few minutes. 3 2.2 Well Pad The Well Pad site is located in a relatively flat wetland area surrounded by levees. The ground surface is very soft with ponded surface water at many locations. Most of the site is covered by wetland grasses, sedges, willows, and cottonwood and sycamore trees. The upper 2 to 4 feet of soil consists of stiff to hard, medium to highly plastic clay. Below the clay and extending to depths of up to 16 '/z feet (the extent of our boring at the Well Pad); we encountered layers of hard silt, and medium dense to dense sand and silty sand We encountered ground water at 10'/z feet (44 feet MSL). It rose to about 1 1/2 feet (53 feet MSL) below the surface within a few minutes. 2.3 Cherokee Canal Bridge Near the west abutment, the ground surface was firm and easily supported our drill rig. Vegetation consisted of short to knee-high seasonal grasses. The east abutment approach is located in a wetland area. At the time of our field work, the ground surface was very soft, and inaccessible because of ponded surface water. Vegetation consisted of dense wetland grass, sedges, willows, and cottonwood and sycamore trees. The upper 2 feet of soil at the west side of the bridge consists of stiff highly plastic clay. From 2 to 31 '/z feet, we encountered layers of medium dense clayey sand, silty sand, and sand; and very stiff silt. We encountered ground water at 2 '/z feet below the surface (53 feet MSL). It did not rise any higher. ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 2.4 Wild Goose Island Borrow Area The surface at the Goose Island Habitat Enhancement Area is very soft (similar to the Remote Facility site). We observed some ponded surface water. Vegetation consisted of short to knee-high seasonal grass. The upper 4 to 5 feet of soil consists of stiff, to very stiff highly plastic to medium plastic clay. Below the clay, and extending to a depth of 6 '/s feet (the extent of our borings in the area), we encountered hard sandy silt. We encountered ground water a depth of 2'/z feet below the surface (53 feet MSL). It did not rise any higher. , 2.5 Unimproved Road and Canal Berms At BH -4, BH -6, BH -7, BH -8, and BH -10; we drilled through existing unimproved road and canal berms.. The soil within the upper 5 feet at BH -4 and BH -6 is proposed to be used'as fill at the Well Pad. We drilled BH -7, BH -8, and BH -10 near proposed canal crossings. The surface at these locations was firm and easily supported our drill. rig. Vegetation consisted of short seasonal grass. The upper 4 to 8 feet of soil consists of stiff highly plastic clay fill. Below the fill and extending to depths of up to 36 feet, we encountered layers of stiff to hard silt, silt and medium plastic clay with sand, and sandy silt; and medium dense to very dense sand and silty sand. In BH -8, we encountered very dense.gravelly sand and sandy gravel from 18 '/z to 61 '/i feet (the extent of the boring). j 4 2.6 Pipeline Alignment The pipeline passes through rice fields and wetland areas. Because of access restriction, we could not observe the entire pipeline alignment. However, the surface conditions we did observe were similar to the conditions described above in sections 2.1 through 2.5. We anticipate that the subsurface and ground water conditions should be similar to those described above in sections 2.1 through 2.5. ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 3.0 LABORATORY TESTING . We performed laboratory tests on selected, soil, samples to determine their engineering properties. We performed the tests consistent with the American Society for Testing and Materials (ASTM) and California Department of Transportation (Caltrans)'standardized procedures. Sunland Analytical Lab Inc. Caltrans sulfate and chloride tests. A summary of the laboratory test results is ` presented in Table 1. The laboratory test data are presented in Appendix C. i 5 ANDERSON CONSULTING GROUP .1 i r 'I Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 4.0 CONCLUSIONS The conclusions presented below are based on our ' field work, laboratory tests, engineering analysis, and experience. 4.1 Soft to Firm Clay at the Remote Facility The upper 2 to 4 feet of soil at the Remote Facility site consists of soft to firm clay. The soft to firm clay will consolidate > 1 inch when subjected to the proposed loads, which is greater than the allowable settlement. Recommendations to mitigate the detrimental effects of the soft to firm clay are presented in the following section of this Report. 4.2 Expansive Clay Soil The upper 2 to 4 feet of native soil and the soil proposed for fill consists of medium to highly plastic clay. The clay is highly expansive, and will tend to shrink and swell during wetting and drying cycles. If the expansive clay is used for structural fill, then vertical movement of the soil (as much as I inch) should be anticipated in the design. Design mitigation measures may include:- thicker slab and pavement sections, and deeper footings and slab edges. Our experience shows that even if the design takes into consideration both soil shrinkage and expansion, some cracking can still occur in slabs and foundations. Typically, expansive soil induced cracks are more cosmetic than structural. Expansive soil can also cause premature pavement failure. Therefore, the Owner may incur future costs associated with periodic repairs to foundations, slabs, and pavement resulting from construction on expansive soil. C1 4.2.1 Mitigation of Clayey Soil using Lime - Treatment or Non -Expansive Import Mitigation of highly expansive clay soil can be cost effectively achieved by importing non - expansive soil or treating with high calcium lime as discussed below. Lime -treatment chemically alters the clay structure, making it more "sand -like;" and cements the clay particles together. If designed properly, the use of lime -treated soil or non -expansive import will eliminate the risk of detrimental shrinking and swelling; which in turn will lead to less costly foundations, slabs, and pavement sections. If designed properly, the use of lime -treated clay can reduce or eliminate the need for placing aggregate,base (AB) beneath the asphalt concrete (AC) pavement layer. Based on our conversations with several grading contractors in northern California, non -expansive import will cost $8.00 to $30.00 per yard. This includes purchase price, hauling cost, and compaction cost. The lower range ($8.00 to $12.00 per yard) is for fill obtained within a few miles of the site. The middle range ($12.00 to $20.00 per yard) is for fill obtained within 5 to 15 miles from the site. The higher range ($20.00 to $30.00 per yard) is for fill obtained 20 to 30 miles from the site. Based on our conversation with a lime - stabilization contractor in northern California, lime -treatment will cost $9.00 to $11.00 per yard. This includes the cost of lime delivered to the site, mixing, and compaction. Use of non -expansive import or lime -treatment will require us to perform additional laboratory testing and engineering services to modify the recommendations presented in this Report. We can meet with the design team to discuss the potential benefits and comparisons of using lime - treated native soil, and non -expansive import. ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 4.3 Buoyant and Hydrostatic Effects of Ground Water and Flood Water Ground water was encountered in all but one of our borings. We understand that the areas proposed for the Well Pad and Cherokee Canal Bridge often flood. Buoyant and hydrostatic forces caused by both ground water and flood water should be included in the design of below -ground structures. The buoyant forces caused by groundwater should also 1 be included in the design of the pipeline to mitigate floating of the pipe. 4.4 Remote Facility Foundations The structures proposed for the Remote Facility 1 site may be founded on spread and mat foundations provided the recommendations presented in the following section of this Report are followed. 4.5 Bridge Foundations The Cherokee Canal Bridge may be supported on cast -in-place concrete piers or driven, closed-end pipe piles provided the recommendations presented in the following section of this Report are Followed. 4.6 Liquefaction Potential The risk of seismically (earthquake shaking) induced liquefaction of the soil beneath the Remote Facility, Well Pad, and Cherokee Canal Bridge is extremely remote. This is based on the presence of stiff to hard silt, clay, and sandy silt; and medium dense to very dense silty sand and sandy gravel underlying the sites. ' ANDERSON CONSULTING GROUP r Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 5.0 RECOMMENDATIONS The following recommendations are based on our field work, laboratory test results, engineering analysis, and experience. Where referred in this Report, optimum moisture and relative compaction should be determined using the most current ASTM D 1557 standardized procedures. 5.1 Earthwork Because of soft surface soil conditions, construction may not be feasible during or up to 2 months following the rainy season (November through March) without the use of specialized equipment. 5.1.1 Excavating Excavations should be achievable with typical grading equipment such as scrapers, dozers, backhoes, and excavators. 5.1.2 Stripping Prior to preparation of original ground and removal of soil from the borrow areas, vegetation should be stripped. To adequately remove plant roots. Stripping should include the upper 4 inches of soil. Strippings should not be used for structural fill. Strippings may be used for fill in landscape areas. 5.1.3 Removal of Soft to Firm .Clay at the Remote Facility Site To mitigate intolerable settlement, the upper 3 feet of clay should be removed from structural areas at the remote facility. Structural areas include all foundation, slab, and pavement areas. Clay removal should extend 5 feet laterally beyond the perimeter of foundations, slabs, and pavements. The resulting excavations should be backfilled as recommended in Section 5.1.5. 8 5.1.4 Removal of Soft Near -Surface Soil In addition to the clay removal recommended in section 5.1.3, it may be.necessary to remove the upper '/z to 2 feet of soft, wet soil at other locations (such as the Well Pad, bridge, and pavement areas) to achieve a firm subgrade surface on which to place fill or aggregate base for pavements. Because of the near surface ground water at some locations, removal of the near surface soil may not be feasible. In this case, soft surface soil can be stabilized by placement of a geogrid or geotextile. It is difficult to determine at this time where a geogrid or geotextile will be necessary. Potential areas are the Well Pad and the east side of the bridge. The need for a geogrid or geotextile is best determined during grading. 5.1.5 Original Ground Preparation After stripping, removal of the upper 3 feet of clay at the Remote Facility, and soft unstable near - surface clay at other areas; the ground should be scarified to a depth of 10 inches, moisture conditioned to near optimum, and recompacted to a minimum 90% relative compaction. If the soil is clayey (as determined by Anderson Consulting Group) and within 5 feet of the proposed finish grade; it should be scarified to a depth of 10 inches, moisture conditioned to between 2 and 4 percent over optimum, and recompacted to a minimum 87% but not more than 92% relative compaction. 5.1.6 Fill Placement The native clayey soil may be used for fill provided it is free of debris, concentrations of vegetation, and rocks larger than 4 inches in dimension. ANDERSON CONSULTING GROUP 1 1 L� Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 If the native clayey soil is used for fill, it should be placed in lifts no thicker than 8 inches, moisture conditioned to between 2 and 4 percent over optimum, and compacted to 87% but not more than 92% relative compaction. If lime -treated clay or non -expansive import is used for fill, we anticipate moisture conditioning to ± 3 percent of the optimum, and compacting to a minimum 90% relative compaction. If non -expansive import soil is used, we recommend the following gradation: Sieve Size % Finer 4 -inch 100 3/4 -inch 70-100 #4 50-100 #200 15-50 Non -expansive import soil shall have a maximum liquid limit (LL) of 35 and a maximum Plasticity Index (PI) of 15. LL and PI shall be determined by ASTM D 4318 Non -expansive import soil shall be free of debris and vegetation, and approved by Anderson Consulting Group before it is transported to the site. If lime -treatment is used; the percentage and type of lime, and construction specifications should be prepared by Anderson Consulting Group. 5.1.7 Slope Construction Slopes should be constructed of soil placed in maximum 8 -inch -thick lifts, moisture conditioned to ± 2 percent of the optimum moisture content, and compacted to a minimum 90% relative compaction. Compaction of the slope face should be achieved by overbuilding the slope and cutting back to finish grade. "Track -walking" is not an acceptable procedure to compact slope faces. 6 We understand that slopes up to 5 feet high may be constructed. If the slopes are constructed of the native clayey soil, we recommend a maximum slope ratio of 2:1 (horizontal: vertical). If non - expansive import or lime -treated clay are used, the maximum allowable slope ratio may be increased to 1.5:1. Steeper slopes should only be constructed after being evaluated and approved by ACG's design engineer. To prevent erosion and surficial slope failures, surface water should be diverted away from all slope faces. 5.2 Foundations The following recommendations assume that the grading recommendations presented in section 5.1 are implemented. - 5.2.1 Isolated Spread and Perimeter Strip Footings We understand that the monitoring and office building, and some equipment at the Remote Facility will be founded on isolated spread and/or perimeter strip footings. 5.2.1.1 Dimensions and Allowable Bearing Capacity We recommend on the basis of soil type, the foundation dimensions and dead load allowable bearing pressures presented below. ANDERSON CONSULTING GROUP 1 1 i 1 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 B=footing width in feet psf=pounds per square foot *These values are preliminary only and should not be used for final design. Final design should be based on laboratory tests and engineering analysis. The allowable bearing capacities presented above represent the gross bearing capacity. The weight of the foundation should be included in the dead load when sizing the footings. The allowable bearing capacities presented above may be increased by one-third if the affects of seismic and/or wind loads are included. 5.2.1.2 Settlement We estimate a maximum total settlement of less than 1 inch for the allowable bearing capacities presented above in section 5.2.1.1.. 5.2.1.3 Expansive Soil Shrink/Swell Mitigation If the footings are founded in expansive clay fill, some movement may occur due to shrinking and swelling of the clay. The minimum 24 -inch -depth recommended in section 5.2.1.1 should reduce the affects of shrinking and swelling by minimizing moisture fluctuations under the footing. However, some movement should be anticipated and included in the design. For design purposes; we estimate shrinkage and/or swell magnitudes in the range of t/2 to 1 inch for footings loaded to less 10 than 1,000 psf, and up to 1/2 inch for footings with loads between 1,000 and 4,000. The site should be finish graded so that the ground slopes downward and away from footings. This measure will prevent water from pending next to and seeping beneath the footings. 5.2.1.4 Resistance to Lateral Movement Passive soil pressure and friction along the bottom of the footings may be used to resist lateral movement. a coefficient of friction of 0.4 and passive equivalent fluid weight of 189 pounds per cubic foot (pcf) may be used to determine the resistance to lateral movement. 5.2.1.5 Minimum Reinforcement If the footings are founded in clay fill, we recommend minimum steel reinforcement consisting of a #6 rebar placed near the top and near the bottom of the footing. Reinforcement for loading criteria should be determined by the Structural Engineer. 5.2.1.6 Footing Excavations Because the footings will be placed in fill above the original ground, we do not anticipate the need for dewatering footing excavations unless construction occurs during the winter months. In which case, sump pumps should be adequate to remove the ground water seepage into the footing trenches. Footing excavations should be cleaned of loose soil and debris prior to placement of concrete. 5.2.2 Mat Foundations We understand that compressors and above- ground tanks at the Remote Facility will be founded on mat foundations. The proposed dimensions of the compressor mat are 20 feet by 40 feet. ANDERSON CONSULTING GROUP Dead+ Live Load f Allowable Minimum :Minimum. Bearing 'Width,.B Depth, l) Capacity .Soil Type' (in) (in) (pe) Expansive 12 24 4,000 Clay Fill Lime - Treated 12 12 4,000 Clay* Non - Expansive 12 12 1,265+ Import 93913 Soil* B=footing width in feet psf=pounds per square foot *These values are preliminary only and should not be used for final design. Final design should be based on laboratory tests and engineering analysis. The allowable bearing capacities presented above represent the gross bearing capacity. The weight of the foundation should be included in the dead load when sizing the footings. The allowable bearing capacities presented above may be increased by one-third if the affects of seismic and/or wind loads are included. 5.2.1.2 Settlement We estimate a maximum total settlement of less than 1 inch for the allowable bearing capacities presented above in section 5.2.1.1.. 5.2.1.3 Expansive Soil Shrink/Swell Mitigation If the footings are founded in expansive clay fill, some movement may occur due to shrinking and swelling of the clay. The minimum 24 -inch -depth recommended in section 5.2.1.1 should reduce the affects of shrinking and swelling by minimizing moisture fluctuations under the footing. However, some movement should be anticipated and included in the design. For design purposes; we estimate shrinkage and/or swell magnitudes in the range of t/2 to 1 inch for footings loaded to less 10 than 1,000 psf, and up to 1/2 inch for footings with loads between 1,000 and 4,000. The site should be finish graded so that the ground slopes downward and away from footings. This measure will prevent water from pending next to and seeping beneath the footings. 5.2.1.4 Resistance to Lateral Movement Passive soil pressure and friction along the bottom of the footings may be used to resist lateral movement. a coefficient of friction of 0.4 and passive equivalent fluid weight of 189 pounds per cubic foot (pcf) may be used to determine the resistance to lateral movement. 5.2.1.5 Minimum Reinforcement If the footings are founded in clay fill, we recommend minimum steel reinforcement consisting of a #6 rebar placed near the top and near the bottom of the footing. Reinforcement for loading criteria should be determined by the Structural Engineer. 5.2.1.6 Footing Excavations Because the footings will be placed in fill above the original ground, we do not anticipate the need for dewatering footing excavations unless construction occurs during the winter months. In which case, sump pumps should be adequate to remove the ground water seepage into the footing trenches. Footing excavations should be cleaned of loose soil and debris prior to placement of concrete. 5.2.2 Mat Foundations We understand that compressors and above- ground tanks at the Remote Facility will be founded on mat foundations. The proposed dimensions of the compressor mat are 20 feet by 40 feet. ANDERSON CONSULTING GROUP u u 1 L Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 The following recommendations assume that mat foundations will have a maximum width of 20 feet, maximum length/width ratio of 2, and will uniformly distributes the load to the subgrade. 5.2.2.1 Design Parameters We recommend the design parameters presented below: ksf=kips per square foot kcf=kips per cubic foot ksi=kips per square inch psf=pounds per square foot The allowable bearing capacity presented above is the gross value. The weight of the mat should be included .in the foundation load. The allowable bearing capacity may be increased by one-third if the affects of seismic or wind loads are included. 5.2.2.2 Resistance to Lateral Movement The recommendations presented in Section 5.2.1.4 for resistance to lateral movement may be used for mat foundations also. 11 5.2.2.3 Footing Excavations The recommendations presented in Section 5.2.1.6 for footing excavations_ may be used for mat foundations also. 5.2.2.4 Settlement We estimate less than 1 inch total settlement for the allowable bearing pressure presented in section 5.2.2.1. 5.2.2.5 Shrink Swell Mitigation To mitigate detrimental shrink/swell affects of clay fill, the outer 12 -inch edge of mat foundations should extend at least 24 inches into the clayey subgrade. This will help prevent moisture fluctuations under the mat. Some movement should be anticipated and included in the design. For design purposes; we estimate shrinkage and/or swell magnitudes in the range of 1/2 to 1 inch for loads less than 1,000 psf, and up to ''/2, inch for loads between 1,000 and 4,000. If lime -treatment or non -expansive import are used, the perimeter does not need to be deepened. The site should be finish graded so that the ground slopes downward and away from foundations so that water is not allowed to pond next to them. After grading and prior to placement of concrete, it may be necessary to pre-soak the subgrade with water to hydrate the exposed clay soil and close up shrinkage cracks. The need for pre-soaking depends on the time of year the concrete is placed, and the duration between grading and concrete placement. This determination is best made during construction. Anderson Consulting Group should be allowed to observe the subgrade prior to placement of concrete, to determine if pre-soaking is necessary. ANDERSON CONSULTING GROUP 13ecommended Parameter Symbol Design.Value Poisson's Ratio µ • 0.3 Modulus of E, 958 ksf Elasticity Modulus of Subgrade k, 70 kcf Reaction Depth G Dynamic Shear Go,,,36 Modulus 0 to 36 4 to I I G36 to 50 feet ksi 36 to 50 12 to 25 feet ksi Allowable Dead+Live qw„ 4,000 psf Load Bearing Capacity ksf=kips per square foot kcf=kips per cubic foot ksi=kips per square inch psf=pounds per square foot The allowable bearing capacity presented above is the gross value. The weight of the mat should be included .in the foundation load. The allowable bearing capacity may be increased by one-third if the affects of seismic or wind loads are included. 5.2.2.2 Resistance to Lateral Movement The recommendations presented in Section 5.2.1.4 for resistance to lateral movement may be used for mat foundations also. 11 5.2.2.3 Footing Excavations The recommendations presented in Section 5.2.1.6 for footing excavations_ may be used for mat foundations also. 5.2.2.4 Settlement We estimate less than 1 inch total settlement for the allowable bearing pressure presented in section 5.2.2.1. 5.2.2.5 Shrink Swell Mitigation To mitigate detrimental shrink/swell affects of clay fill, the outer 12 -inch edge of mat foundations should extend at least 24 inches into the clayey subgrade. This will help prevent moisture fluctuations under the mat. Some movement should be anticipated and included in the design. For design purposes; we estimate shrinkage and/or swell magnitudes in the range of 1/2 to 1 inch for loads less than 1,000 psf, and up to ''/2, inch for loads between 1,000 and 4,000. If lime -treatment or non -expansive import are used, the perimeter does not need to be deepened. The site should be finish graded so that the ground slopes downward and away from foundations so that water is not allowed to pond next to them. After grading and prior to placement of concrete, it may be necessary to pre-soak the subgrade with water to hydrate the exposed clay soil and close up shrinkage cracks. The need for pre-soaking depends on the time of year the concrete is placed, and the duration between grading and concrete placement. This determination is best made during construction. Anderson Consulting Group should be allowed to observe the subgrade prior to placement of concrete, to determine if pre-soaking is necessary. ANDERSON CONSULTING GROUP 1 1 1 1 1 1 1 1 1 1 1 1 i i i 1 1 1 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 5.2.3 Bridge Pier and Pile Foundations We understand that the bridge will be supported by cast -in-place concrete piers, or 12 -inch -diameter closed-end pipe piles. Piers should have a minimum diameter of 18 inches. Piers and piles should have a minimum tip elevation of 40 feet MSL. For design, we recommend the parameters presented below. 18 -Inch Diameter Cast -In -Place Concrete Pier 24 -Inch Diameter Cast -In -Place Concrete Pier Allowable Allowable 18" -Diameter Dead+ Concrete Pier Lateral 24" -Diameter Live Load Allowable Load For 12" -Diameter Bearing Uplift '/2 -Inch Depth Capacity Capacity Deflection (ft.) (lbs) (lbs) (lbs) 15 24,400 6,200 3,700 20 26,850 9,700 3,700 25 30,000 13,850 3,700 30 33,850 18,700 3,700 24 -Inch Diameter Cast -In -Place Concrete Pier 12 -Inch Diameter Pipe Pile Allowable Allowable 18" -Diameter Dead+ Concrete Pier Lateral 24" -Diameter Live Load Allowable ' .."ad''For 12" -Diameter Bearing r. Uplift'- 1/4 Inch . Depth Capacity 'Capacity Deflection (ftJ,. (Ibs) ;(lbs) lbs) 15 41,950 10,400 4,800 20 45,300 15,800 4,800 25 49,550 22,100 4,800 30 54,800 29,400 4,800 12 -Inch Diameter Pipe Pile When designing piers or piles, the weight of the foundation should be included in the dead load. The allowable bearing and uplift capacities recommended above, take into consideration the buoyant affects of ground water. The allowable bearing and uplift capacities presented above may be increased by one-third if the affects of wind and/or seismic loading is included. The allowable lateral loads presented above assume the following pier/pile rigidities: Pter/Pile Type Allowable Allowable 18" -Diameter Dead + Concrete Pier Lateral 24" -Diameter Live Load Allowable Load For 12" -Diameter Bearing Uplift '/z -Inch Depth Capacity Capacity Deflection (ft.) .(Ibs) (lbs) (lbs) 15 29,600 2,100 3,000 20 32,400 3,750 3,000 25 36,400 5,900 3,000 30 40,400 8,500 3,000 When designing piers or piles, the weight of the foundation should be included in the dead load. The allowable bearing and uplift capacities recommended above, take into consideration the buoyant affects of ground water. The allowable bearing and uplift capacities presented above may be increased by one-third if the affects of wind and/or seismic loading is included. The allowable lateral loads presented above assume the following pier/pile rigidities: Pter/Pile Type Assumed Rigidity x'109lb-1n 2 18" -Diameter 15.42 Concrete Pier 24" -Diameter 48.78 Concrete Pier 12" -Diameter 8.38 Pipe Pile If the pier/pile rigidities are significantly different than those assumed, we should be allowed to update our recommendations. 12 II, ANDERSON CONSULTING GROUP n 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 5.2.3.1 Pier Hole Excavations and Concrete Placement Based on our subsurface investigation, pier holes should remain open long enough to place reinforcement steel and concrete. We do not anticipate caving. Depending on the time of year, we anticipate that ground water will fill the pier hole excavations to within a couple feet of the surface. Concrete should be placed with a tremie pipe placed at the bottom of the excavation, and withdrawn as the concrete is placed. The water in the pier excavation should be displaced as the concrete is placed. 5.2.3.2 Pile Driving The Pile Driving Contractor should be advised that the piles will be driven into hard sandy silt, and to select the pile driving equipment accordingly. 5.3 Slabs -On -Grade We understand that concrete slabs -on -grade may be used for floors at the Remote Facility. Slab -on - grade floors should be a minimum 4 -inches thick. To mitigate detrimental cracking caused by expansive clay fill, we recommend that minimum reinforcing consist of #3 rebar placed 18 inches on -center in both directions. After grading and prior to placement of concrete, it may be necessary to pre-soak the subgrade with water to hydrate the exposed clay fill and close up shrinkage cracks. The need for pre-soaking depends on the time of year when the concrete is placed, and the duration between grading and concrete placement. The determination is best made during construction. Anderson Consulting Group should be allowed to observe the subgrade prior to placement of concrete, to determine if pre- soaking is necessary. 13 5.4 Lateral Earth and Hydrostatic Pressures Below ground structures and above ground retaining structures will be subjected to lateral earth and hydrostatic pressures. For design purposes, we recommend the following equivalent fluid weights (EFW's), which include both earth and hydrostatic pressures. Recommended Equivalent Fluid Weights Above ground retaining structures should have a drainage layer placed between the back of the structure and backfill. We recommend the following types of drains: 1) A 12 -inch -thick vertical layer of washed pea gravel or crushed rock. The rock should be graded so that 100% passes the 3/1 -inch sieve and 0% to 5% passes the #4 sieve. A non- woven geotextile should be placed around the pea gravel or rock to minimize soil movement into the drain rock. The geotextile should have a 95% opening size (095) less than 0.3 millimeters (mm) as determined by ASTM D 4751, and a permitivity greater than 0.5 seconds' as determined by ASTM D 449. 2) A geocomposite drain with a filter fabric meeting the specifications presented in the preceding. ANDERSON CONSULTING GROUP Above Ground Below - , °Design Retaining Ground Condition Structures . Structures Active 46 pcf 60 pcf Passive 70 pcf 92 pcf Above ground retaining structures should have a drainage layer placed between the back of the structure and backfill. We recommend the following types of drains: 1) A 12 -inch -thick vertical layer of washed pea gravel or crushed rock. The rock should be graded so that 100% passes the 3/1 -inch sieve and 0% to 5% passes the #4 sieve. A non- woven geotextile should be placed around the pea gravel or rock to minimize soil movement into the drain rock. The geotextile should have a 95% opening size (095) less than 0.3 millimeters (mm) as determined by ASTM D 4751, and a permitivity greater than 0.5 seconds' as determined by ASTM D 449. 2) A geocomposite drain with a filter fabric meeting the specifications presented in the preceding. ANDERSON CONSULTING GROUP 11 t n 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 Collected water should be removed by installing weep holes along the bottom of the retaining structure, or by installing a perforated drain pipe along the bottom of the drain. The pipe should be a minimum 4 -inch diameter Schedule 40 poly vinyl chloride (PVC) pipe. The pipe should direct water away from the wall by gravity flow to a suitable drainage facility. The pipe should have a minimum slope of I%. 5.5 Buoyancy In addition to lateral pressures, below -ground structures (such as tanks, and pipelines) will be subjected to the affects of buoyancy. Below - ground structures should be designed and constructed to prevent "floating." Such design might include relatively thick, heavy foundations for below ground tanks, and dead weights for pipelines. 5.6 Pavement We understand that paved and unpaved roads will be constructed. We performed Resistance Value (R -Value) laboratory tests on 2 soil samples from the site in accordance with Cal Test 301. We obtained R -value results of < 5 for both tests. Using the traffic loading information provided by Raytheon (see Appendix D), the American Association of State Highway and Transportation Officials (AASHTO) method for determining equivalent 18 -kip wheel loads, and the California Department of Transportation (Caltrans) Method for Flexible Pavement Design; we estimated a Traffic Index (TI) of 6.0. Based on a subgrade R -value of 5, and a TI of 6.0 we recommend the pavement sections presented below. 14 A 6 -ounce, non -woven geotextile filter fabric should be placed between the clayey subgrade and the aggregate base. This will act as a separator and help prevent movement of subgrade soil into the aggregate base, which leads to premature rutting and failures. The aggregate base shall consist of Caltrans Class 2, 3/4 -inch rock. It should be placed in lifts no thicker than 8 inches, moisture conditioned to ± 2 percent of the optimum, and compacted to- a minimum 951t relative compaction. Prior to the placement of the filter fabric, the subgrade should be moisture conditioned to ± 2 percent of the optimum and compacted to a minimum 90% relative compaction. The subgrade surface should be firm, competent, and stable (as determined by Anderson Consulting Group) prior to the placement of the filter fabric and aggregate base. Even with the substantial pavement sections recommended above; some rutting, potholing, and cracking of paved roads may occur during its 20 year design life, because of the highly plastic subgrade soil. To help prevent premature failures, adequate drainage is very important. We recommend that all pavements (paved and unpaved) be sloped a minimum of 2% to remove surface water and help prevent saturation of the aggregate base. ANDERSON CONSULTING GROUP Aggregate Asphalt Base Road`Type Thickness Thickness (iP) (in) Paved Roads 2.5 15.0 Unpaved NA 20.0 Roads A 6 -ounce, non -woven geotextile filter fabric should be placed between the clayey subgrade and the aggregate base. This will act as a separator and help prevent movement of subgrade soil into the aggregate base, which leads to premature rutting and failures. The aggregate base shall consist of Caltrans Class 2, 3/4 -inch rock. It should be placed in lifts no thicker than 8 inches, moisture conditioned to ± 2 percent of the optimum, and compacted to- a minimum 951t relative compaction. Prior to the placement of the filter fabric, the subgrade should be moisture conditioned to ± 2 percent of the optimum and compacted to a minimum 90% relative compaction. The subgrade surface should be firm, competent, and stable (as determined by Anderson Consulting Group) prior to the placement of the filter fabric and aggregate base. Even with the substantial pavement sections recommended above; some rutting, potholing, and cracking of paved roads may occur during its 20 year design life, because of the highly plastic subgrade soil. To help prevent premature failures, adequate drainage is very important. We recommend that all pavements (paved and unpaved) be sloped a minimum of 2% to remove surface water and help prevent saturation of the aggregate base. ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 Premature pavement damage could also by mitigated by lime -treating the subgrade soil. If the subgrade is lime -treated, we anticipate that the aggregate base could be greatly reduced or possibly eliminated. For preliminary comparison purposes, we estimate a treatment depth of 12 to 18 inches should be adequate. This could substantially reduce the cost of pavement construction and future repair. Additional laboratory testing and engineering are necessary to provide recommendations for lime -treated pavement sections. We have designed many successful lime -treated pavements in California. If you are interested in this alternative approach, then we can meet with the design team and discuss the potential benefits of lime -treatment. ' 5.7 Pipeline 1 We prepared the following geotechnical engineering recommendations for construction of the pipeline. 5.7.1 Excavations We understand that the pipeline excavations will extend 5 to 10 feet below the existing ground surface. Based on our field work and experience, the pipeline trench should be excavatable with backhoes and excavators. Because of soft surface soil conditions, construction may not be feasible during or up to 2 months following the rainy season (November through March) without the use of specialized equipment. 5.7.2 Ground Water During construction, ground water should be anticipated within a couple feet of the surface. The pipeline should be designed to prevent detrimental affects of buoyancy. 15 The Pipeline Contractor should anticipate the need for dewatering during installation of the pipeline. 5.7.3 Shoring All trenches that are entered by any person(s), must be shored if they have a vertical depth greater than 5 feet as required by the California Occupational Health and Safety Administration (California Code of Regulations Title 8, Construction Safety Orders Sections 1504, and 1539-1547, "Excavation Trenches Earthwork"). Additional shoring for safety and constructability are the responsibility of the. Contractor(s) performing the work. 5.7.4 Canal and Ditch Crossings Based on our subsurface exploration; all crossings will extend through stiff to hard silt, clay, sandy silt, or medium dense to very dense silty sand except for the crossing near boring BH -8. The crossing near BH -8 will likely encounter gravel or sandy gravel at depths greater than about 18 feet. We understand that the "slick -bore" method is proposed for canal and ditch crossings. Because of the relatively long length of the bore, and the presence of ground water and gravel; horizontal drilling may be more feasible than a "slick -bore" at the crossing near boring BH -8. The pipeline installation contractor should make the determination as to the boring type and construction methods to be used. 5.7.5 Backfill Compaction We understand that the native excavated soil will be used for trench backfill. Where the trench crosses under, or is within 5 feet of foundations, slabs, pavements, or other structures; the backfill should be placed in lifts no thicker than 8 inches, moisture conditioned to ± 2 percent of optimum, and compacted to a minimum 90% relative compaction. ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility ' File No. 4074.1 20 May 1997 5.7.6 Soil Corrosivity We performed resistivity and pH tests on soil samples obtained from the site, and delivered portions of the samples to Sunland Analytical - Laboratories for sulfate and chloride testing. The ' test results are presented in Table 1. Analysis and design of corrosion protection is not included in our work scope. 1 16 ' ANDERSO.N CONSULTING GROUP • 1 Geotechnical Report Wild Goose Gas Storage Facility ' File No. 4074.1 20 May 1997 ANDERSON CONSULTING GROUP 6.0 RISK MANAGEMENT Our experience and that of our profession clearly indicates that the risks of costly design, . construction, and maintenance problems can be significantly lowered by retaining the design ' geotechnical engineering firm to provide construction monitoring services as outlined in 1 through 4 below: ' 1. Retain ACG to review the structural improvement plans and specifications prior to construction ' to determine whether our recommendations have been implemented, and to provide additional or modified recommendations,, if necessary. . 2. Retain ACG to perform construction . monitoring to "check the validity of the ' assumptions we made to prepare this report. Retain ACG to monitor site clearing, earth work, trench backfill, foundation excavations, pavement subgrade and baserock preparation. 3. If any changes occur -in the nature, design or location of the proposed improvements, then retain ACG to review the changes and prepare ' a written response and validate the conclusions and recommendations in this report. 4. If two or more years lapse between the time this report was prepared and construction, or if conditions have changed because of natural causes or construction operations on or near ' the site, then retain ACG to review this report for applicability to the new conditions. This report is applicable only for the project and site studied: ANDERSON CONSULTING GROUP 117 ANDERSON CONSULTING GROUP Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 20 May 1997 7.0 LIMITATIONS Our professional services were performed in accordance with generally accepted Geotechnical engineering principles and practices in our area. This warranty is in lieu of all other warranties, either expressed or implied. This Report was developed with limited subsurface exploration data. We have assumed that our subsurface exploration data is representative of subsurface conditions across the site. Considering possible underground variability of soil/rock/groundwater, additional costs may be required to complete the project. We recommend that the owner establish a contingency fund to cover such costs' The exploratory borings were located within 20 feet of the predetermined locations, which had been marked with lathe prior to our field work. Elevations of the exploratory borings was provided by 'Raytheon (see Appendix D). The Site Plans were prepared from plans provided by Raytheon. This geotechnical study did not include work to determine the existence of possible hazardous materials. If any hazardous materials are encountered during construction, regulatory officials should be notified immediately. r_.,. ANDERSON CONSULTING GROUP t pi l lr1Won Aft Gr$" �' � � � Wild G"forag � M « � A MJob A.".4.1 go Wild Goose Gas Storage Facility Table 1 Summary of Soil Laboratory Test Results Tests performed on 1 -inch high, 2.375 -inch diameter specimens remolded to 90% relative compaction at 2% over the optimum moisture content. 5/7/97, 4:27 PM Field Data Laboratory Data Soil Boring No. Sample Material Type Characterization Compaction Pavement Corrosion Volume Shear Strength No. Depth Interval Below Surface (ft) D2488 D2216 D2937 D4318 D1140 D854 D1557 Ca1301 CaI6<CaI642 Ca1417 Ca1422 D4829 D4546 D2435 D3080ID4767 Moisture USCS Content (sym) N Dry Atterberg Indices Sieve Denisty LL PI <1i200 (pcQ N (%) (%) Specific Opt. Gravity Moist. (dim) (%) Max. Dry Density (pcQ R -Value pH Resis- Sulfates tivity (dim) (dim) hm-c (ppm) Chlor- ides (ppm) Expan- Expansion' Consolidation Direct Shear'/Triax CU w/pp ion Index (dim) Pmax Cs Cc Cr Total Stress Effective Stres C C. (psq (dim) (dim) (dim) (psQ (deg) (psQ (deg) BH -2 L3 15.0-16.5 ML 28.4 95.8 932 44.9 849 29.9 BH -2 L3 15.0.16.5 ML 28.1 96.0 BH -2 L4 20.0-21.5 ML 19.3 112.7 BH -3 BC -1 0.5.4.0 CL CL 45.0 22.0 85.4 14.9 113.2 <5 1 67 2,963 0.065 487 28.3 BH -4 BC -1 0.5.5.0 CH CH 67.0 38.0 95.2 <5 1 87 BH -6 BC -1 0.0-5.0 CH CH 54.0 32.0 70.3 13.8 115.7 103 3,650 0.134 488 30.7 BH -7 B1 1.0-3.0 CH 8.3 425 161.1 61.2 BH -7 Lt 5.0-6.5 CH 15.8 109.3 BH -7 L2 10.0-11.5 ML ML 27.7 108.2 47.0 18.0 71.1 7.5 875 20.6 19 BH -8 L1 5.0-6.5 CH 30.0 90.2 BH -8 L2 10.0.11.5 CL CL 25.9 107.7 31.0 9.0 79.7 7.5 1,400 8.4 15.2 BH -8 84 50.0-51.0 GP GP 4.6 BH -10 S1 1.0-4.0 CH 7.9 740 12.3 7.4 BH -10 L1 5.0.6.5 CH 34.2 85.0 BH -10 L2 10.0-11.5 SM SM 23.6 102.4 NV NP 44.0 7.5 2,600 8.5 13.3 BH -11 L1 5.0-6.5 ML ML 22.6 104.4 35 11 85 7.4 1,200 11.6 21.8 BH -14 L1 0.5-2.0 CH/CL 29.9 91.7 BH -15 S1 1.0-2.5 CH/CL 40.1 80 0.39 0.195 71 24.7 93 32.5 BH -15 S1 1.0-2.5 CH/CL 37.1 82.1 0.27 0.135 BH -16 S1 0.5-3.0 CL I CL 28 92.6 22 26 85 2.55 BH -20 BC1 0.0-1.5 CH 8.6 450 81.4 44.5 BH -20 L2 5.0-6.5 ML 21.5 103.7 79.7 2.71 BH -20 L4 15.0.16.5 ML 22.4 104.5 BH -20 L6 25.0-26.5 SM 34.7 86 BH -20L7 30.0-31.5 SM SM 30.7 91.8 31.9 2.7 1482 31.4 186 35.8 BH -20 L7 30.0.31.5 SM 31.3 91.5 BH -20 L9 40.0-41.5 GW GW 8.8 130.9 4.4 BH -20 L10 50.51.5 SP SP 22.1 96.1 3 2.71 Tests performed on 1 -inch high, 2.375 -inch diameter specimens remolded to 90% relative compaction at 2% over the optimum moisture content. 5/7/97, 4:27 PM r Cl) W cr 0 LL G i G FILE NO. 4074.1 MAY 1997. . REPRODUCED FROM THOMAS EROS. MAPS, CALIFORNIA ROAD ATLAS 3 DRIVER'S GUIDE, 1993. WELL -PAD REMOTE FACILITY SCALE V = 5 MILES A.— M.: WILD-GO-OS-E--.G-A$--S-TO-RAGE-FACILITY LOCATION MAP 4 N NOTE. LOCATIONS ARE APPROXIMATE. FIGURE 1 L� Ll I Ln I I 11 I I 1 1 IE I I FILE NO. 4074.1 MAY 1907 REPAWLICED FROM DRAWINGS PROVIDED BY RAYTHEON ENGINEERS III CONSTRUCTORS. Gan ale'. Jo- -F4 'OG&E v. Site WDOG MixdE-8tafion A.al Z 7 10 g N -.! A Ad . . . . . . . . . . ... '833 C4* -all ----- 5 vCub w J.: w et Creation - n - .jB -4FM a p h qp T7 1 �� -�' ! � Illi � -Site= 3`� - _ _ `�' •. B} -i- �' ' � � ... -�,. II W 'tland e a fea io 7-T 46 G s an pose! abiEn6i ;*4t an6em.e.rlt ..Area bH Y, 4131k-ZIA U) Z 20 re ocets" oacr., f (B H' 56 7- ;:—r ot B mT-9 cco) L . , .. .. ... ....... ... .. ...... c Yu.. k 61 A Gan ale'. Jo- -F4 'OG&E v. Site WDOG MixdE-8tafion A.al Z 7 10 g N -.! A Ad . . . . . . . . . . ... '833 C4* -all ----- 5 vCub w J.: w et Creation - n - .jB -4FM a p h qp T7 1 �� -�' ! � Illi � -Site= 3`� - _ _ `�' •. B} -i- �' ' � � ... -�,. II W 'tland e a fea io 7-T 46 G s an pose! abiEn6i ;*4t an6em.e.rlt ..Area bH Y, 4131k-ZIA U) Z 20 re ocets" oacr., f (B H' 56 7- ;:—r ot B mT-9 cco) L . , .......... . ..... ... ...... .. .. ... ....... ... .. ...... 61 2! w +,4; 5 . ......... .. jr 4•._::.4, yds .4 .......... . ..... ... ...... .. .. ... ....... ... .. ...... 61 2! w +,4; 5 . ......... .. WILD GOOSE GAS STORAGE FACILITY ................. . ......... A T LEGEND u E M E `'3`I + EXPLORATORY BORING EXPLORATORY BORING ELIMINATED BY DESIGN TEAM LOCATIONS SHOWN ARE APPROXIMATE. ANDERSON CONSULTING GROUP 631 COMMERCE DRIVE ROSEVILLE, CA 95678 (916) 786-8883 FIGURE 2 FILE NO. 4074.1 NO. 4074.1 AMW6066) FROM DRAWINGS PROVIDED BY RAYTHEON ENGINEERS & CONSTRUCTORS. r �G 00 �FUTUR�/ I I (BH -16) •0 ( 1 0 INJECTICN 16 (TYP. 6) WELL LANOSCAPE I'll J WELL P 1 I I S AMU I SD, (e00' K 3637 LAMOSCAK BUFFER ��) t !-I 1i T II I `4 AREA 1I OwrORCPAREAj L------I--- FMRE COMPRESSOR 9URDY+C (PRE-01CM M") 17 I� I I�Ji L /J IL- J� I�/.; 10L01 10 � y---- CURB J GAS . • SHlli-0FF r - --I- - --r te,---�-- --r. L--_L._J____1-.J---__L_ f Ir I r -5, i ' p l t `4 1 BH- 17) L 1 J L J_ _J la j l ` i a. (I 1 I W+49CAPE BUFTER �I II i— EN —i � E (BH -14) MAOI GATE �I II WEST UBEIM ROAD `19' CAS FROM WEIl PAD j Y WATER FROM WELL PAD _ •I -------7Z- --- - - --- ------ - - -- ------------ -------- JI CONCEPTUAL REMOTE FACILITY SITE PLAN WILD GOOSE GAS STORAGE FACILITY SCALE 1' = 120' EQUIPMENT TAG NO'S Oi COMPRESSOR LINTS 0MOPROCATING OR CEIMWU"j O2 METERING B MMM (2 MO7U M OJ CCNTROL ROCM/OFFICE M -DC. (2 MOOUL'S) O GLYCOL RELENERATION OS GLYCOL RE'"L:R O PIPE SLEEPER WOS (D POC/STMrO-BY GENERATOR OB MJECTION WATER PUMP SXIO 10 COMPRESSOR CAS COOLUIS 11 COMPRESSOR 14C1ET WATER COOLERS ,2 P&S SEPARAT--R lJ NXT SCRUBBER PIG RECEIVER 13 0&a/OISCFWtCE CAS MANF= to PRooUCED WATER TAMES (12- MIAMETER) ©CEASED ORAIN TANK WITH SECONDARY CON`MNME?(T VAULT O1e LO. DRAM TANK WITH SECONDARY CONWNMENT VAULT 16 GLYCOL DRAW TANK WTIH SECONOMYY CONTAINMENT VAULT ®GLYCOL STORAGE TNVK WITH SECONDARY CONTAINMENT CURB 21 MEM STACK NOISE ATTO ATOR ® ENGINE EXHAUSTS © COMBUSTION AIR MTAKES OYEMEAO ORIOCE CRANE ©3 TFL OONTACTORS LEGEND ♦. EXPLORATORY BORING * EXPLORATORY BORING ELIMINATED BY DESIGN TEAM LOCATIONS SHOWN ARE APPROXIMATE. FAINIDERSON NSULTING GROUP COMMERCE DRIVE EVILLE, CA 95678 ) 786-8883 FIGURE 4 s - 21 J- -��I lO " 101 _ I I 1 `1 I i I , L L'� I FUTURE I i IF -(BH -19) !-I 1i T II I `4 AREA 1I OwrORCPAREAj L------I--- FMRE COMPRESSOR 9URDY+C (PRE-01CM M") 17 I� I I�Ji L /J IL- J� I�/.; 10L01 10 � y---- CURB J GAS . • SHlli-0FF r - --I- - --r te,---�-- --r. L--_L._J____1-.J---__L_ f Ir I r -5, i ' p l t `4 1 BH- 17) L 1 J L J_ _J la j l ` i a. (I 1 I W+49CAPE BUFTER �I II i— EN —i � E (BH -14) MAOI GATE �I II WEST UBEIM ROAD `19' CAS FROM WEIl PAD j Y WATER FROM WELL PAD _ •I -------7Z- --- - - --- ------ - - -- ------------ -------- JI CONCEPTUAL REMOTE FACILITY SITE PLAN WILD GOOSE GAS STORAGE FACILITY SCALE 1' = 120' EQUIPMENT TAG NO'S Oi COMPRESSOR LINTS 0MOPROCATING OR CEIMWU"j O2 METERING B MMM (2 MO7U M OJ CCNTROL ROCM/OFFICE M -DC. (2 MOOUL'S) O GLYCOL RELENERATION OS GLYCOL RE'"L:R O PIPE SLEEPER WOS (D POC/STMrO-BY GENERATOR OB MJECTION WATER PUMP SXIO 10 COMPRESSOR CAS COOLUIS 11 COMPRESSOR 14C1ET WATER COOLERS ,2 P&S SEPARAT--R lJ NXT SCRUBBER PIG RECEIVER 13 0&a/OISCFWtCE CAS MANF= to PRooUCED WATER TAMES (12- MIAMETER) ©CEASED ORAIN TANK WITH SECONDARY CON`MNME?(T VAULT O1e LO. DRAM TANK WITH SECONDARY CONWNMENT VAULT 16 GLYCOL DRAW TANK WTIH SECONOMYY CONTAINMENT VAULT ®GLYCOL STORAGE TNVK WITH SECONDARY CONTAINMENT CURB 21 MEM STACK NOISE ATTO ATOR ® ENGINE EXHAUSTS © COMBUSTION AIR MTAKES OYEMEAO ORIOCE CRANE ©3 TFL OONTACTORS LEGEND ♦. EXPLORATORY BORING * EXPLORATORY BORING ELIMINATED BY DESIGN TEAM LOCATIONS SHOWN ARE APPROXIMATE. FAINIDERSON NSULTING GROUP COMMERCE DRIVE EVILLE, CA 95678 ) 786-8883 FIGURE 4 s t Geotechnical Report Wild Goose Gas Storage Facility ' File No. 4074.1 9 May 1997 APPENDIX B Field Investigation Description Exploratory Boring Logs i r� aGeotechnical Report Wild Goose Gas Storage Facility ' File No. 4074.1 9 May 1997 FIELD INVESTIGATION DESCRIPTION We drilled 13 borings at the site with a CME 550, All -Terrain drill rig. We used 8 -inch -diameter hollow stem augers to advance the borings; with the exception of boring 8, where we advanced the boring with a 3'/i -inch - diameter mud rotary auger from 15 to 26'h feet. We backfilled the borings with a mixture of cement, water, and soil. ' We obtained relatively undisturbed soil samples from the borings by pushing 3 -inch -diameter Shelby Tubes; and driving a Standard Penetration Test (SPT sampler) and 3 -inch -diameter split -spoon samplers equipped with 2'/z -inch -diameter brass liners. The samples were sealed to minimize moisture loss, and delivered to our 1 laboratory for testing. We obtained bulk samples of the near -surface soil from the auger cuttings. We obtained additional disturbed samples from the Standard Penetration Sampler, which was driven into the soil at various depths. The SPT and split -spoon samplers were driven into the ground by a 140 -pound hammer falling 30 inches. The hammer blows needed to drive the sampler were recorded. The number of hammer blows for the last 12 inches of penetration is defined as the uncorrected penetration resistance (N) of the soil. The corrected penetration resistance of the soil is obtained be applying convections for soil over burden pressures and then normalizing to the SPT sampler. G "1 ANDERSON BORING LOG Boring No. CONSULTING � GROUP Project Name: Wild Goose Gas Storage BH2 Project Number: 4074.1 .2 Date Drilled: 4/1/97 Site Sketch (not to scale) or Site Description Location: Butte Count Sheet 1 Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 31 .5 feet Ground Elevation: 55.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. m Y ; 0> 00 n. (tsf) y d Y o 00 0. aC CL (tsf) y o o. LL „ w2 30 00 m a ov y o a 5 dw gc = 0 `" ? n; Eo m0 to0 °C linin) iu as EE m� cnZ n d o Iftl _ m a > Ear m� N_ o _ _ 2 C np - 00 Ground Water Information: Date 4/1/97 Time 9:45 AM Depth (ft) 2.5 Soil and/or Rock Descriptions IUSCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA S 36/30 s1 (CH) CLAY- iStiff; Dark Yellowish Brown (1 % An Sd: Moist; Fld Est: 90% HP Fns, = ----- ------------------ -- --------- - --- ------ -- -- (SC) CLAYEY SAND' Md Dense- Dark Yellowish Brown (10YR,`3/3)• Wet; VId Est: 60% Fn -Md Sd, 40% IVfP Fns. HSA 18/12 2.5SS 18/15 L1 5 (SM) SILTY SAND- Md Dense; Dark Yellowish Brown 00YA 4/3); Moist; Fld Est: 75% Fn Sd, 25% LP ins. 28/12 SPT 18/16 81 (ML) SANDY SILT- Very Stiff; Dark Yellowish Brown (10Y�t,4/3►; Moist; Fld Est: 60% LP Fns, 40% Fn Sd. HSA 4.0 20/12 2.5SS 18/16 L2 10 HSA At 13', Hard. >4.5 54/12 2.5SS 18/16 L3 15 HSA 20 IN 1 11 1 ANDERSON BORING LOC] Boring No. CONSULTING r� GROUP Project Name: Wild Goose Gas Storage BFi2 Project Number: 4074.1.2 Date Drilled: 4/1/97 Site Sketch (not to scale) Location: Butte Count Sheet 2 or Site Description Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 31 .5 feet Ground Elevation: 55.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. Ground Water Information: o o ov n0 _ �_ ' Date 4/1/97 Time 9:45 AM ; I u> Y E n° LL d Hg F a Eo as EE n n> n o� aF o.- as ma drn mu N� m� NZ �- c rn �� Depth (ft) 2.5 �;E Soil and/or Rock Descriptions (tsf) (tsf) (n o (in/in) If t) (L1SCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 _X >4.5 88/10 2.5SS 16/14 L5 (ML) SANDY SILT Cont. HSA >4.5 39/12 2.5SS 18/16 L5 25 HSA ----------------------------------------------------------------- (SP) SAND- Md Dense; Dark Yellowish Brown 3); 'Wet; Fld Est: 90% Fn -Md Sd, 110YN, 29!12 2.5SS 18/16 L6 30 Boring Terminated At 31.5 Feet. 35 40 JI I] �1 ANDERSON -BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH3 Project Number: 4074.1.2 Date Drilled: 3/31/97 Site Sketch (not to scale) Location: Butte County Sheet 1 or Site Description Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Au er Boring Diameter: 8.0 inches Total Depth: 6.5 feet Ground Elevation: 55.1 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. Ground Water Information: r:-) N ° y L m Date 3/31/97 3:45 PM F� m>0iu u; E n� E E r a dm a> E d o v:°„ n°1Time Oy De th(ft) 2.5 mrn a.s o m° cn d M0 rn Z p m� to _ — Orn c30 Soil and/or Rock Descriptions 2 E = ¢ (tsf) (tsf) 0.0 N (inhn) (ft► (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CL) CLAY; Stiff- Dark Yellowish Brown BC1 Moist; LAB DATA: 85.4% HP F�10YR,3/2�• ns, 14.6 /o Fn Sd. Q ------------------------------------------------------------------ (CL) CLAY; Very Stiff; Dark Yellowish Brown _ (10YR 3/3); Moist; Fld Est: 90% MP Fns, 10% F'n Sd. (ML) SANDY SILT; Hard; Dark Yellowish Brown 3); Moist; Fld Est: 70% LP Fns, 5 30%R�n 3 >4.5 52/12 2.5SS 18/16 Boring Terminated At 6.5 Feet. 10, 15 20 F u 7 ANDERSON BORING LOC] Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH3A Project Number: 4074.1 .2 Date Drilled: Site Sketch (not to scale) 1 or Site Description Location: Butte County Sheet Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 5.5 feet Ground Elevation: 55.1 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. o� Ground Water Information: Date 3/31/97 Y P Y E o C, LL at° �� > d n; dy a. t c d jp a> - U m tQ Time 4.20 PM u� °o �° °" mg 3H �M Eo �U EE M d Ed W" - Depth(ft) 2.5 a� a d a m (D E c � cn� NZ �n5 c7c J Soil and/or Rock Descriptions (tsf) (tsf) a M 0 `n (in/in) (ft) (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CH) CLAY- Stiff; Dark Yellowish Brown (1 Y0Yh,3/2); Moist; Fid Est: 95% HP Fns, % Fn Sd. 1.75 20/12 2.5SS 18/12 L1 Q (CL) CLAY; Stiff- Dark Yellowish Brown 3 =Ix (10YR 3/3(; Wet-, Fld Est: 90% MP Fns, 10% rn Sd. HSA 22/12 2.5SS 18/14 L2 5—X -- ------------- --- --- - -- - - (ML) SANDY SILT; Hard; Dark Yellowish Brown 10YR 4/3); Moist; Fld Est: 70% LP Fns, 30% �n Sd. Boring Terminated At 5.5 Feet. 10 15 20 1 1 1 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage 131-14 Project Number: 4074.1 .2 Date Drilled: 3/31/97 Site Sketch (not to scale) 1 or Site Description Location: Butte Count Sheet Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 6.5 feet Ground Elevation: 57.1 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cuttings. ov Ground Water Information: Date YC d YE 6 a LLy aro ~°' > d O j Ny a� L N a> m U tiu Time u� uQ wj 3y dO' Eo W" EE M3 0 Eiu °c d �O rn Depth(ft) . a -W as m 2 c cn viz N— 3 Soil and/or Rock Descriptions (tsf) (tsf) 0.0 N (inAn) (ft) (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CH) .CLAY- Stiff;Dark Yellowish Brown BC1 (10Yh'3/2)• Moist; LAB DATA: 95.2% HP Fns, 4.8% �n Sd. At 4', Very Dark Gray (10YR,3/1). 2.3 16/12 2.5SS 18/16 L1 I 5 Boring Terminated At 6.5 Feet. 10 15 20 11 1 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH6 Project Number: 4074.1 .2 Date Drilled: 3/31/97 Site Sketch (not to scale) Location: Butte County Sheet 1 or Site Description Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff ' Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 23.5 feet Ground Elevation: 60.0 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. ' Ground Water Information: v N 0 ° ° °'a, T L d ° - °'� Date 3/31/97 Time 12 15 d o d E ° u > 61 `mrn a> .8 an m3 n a> mt O t d ap `Orn 08 CL F 01 d C ;y o. n.� N d N Z p to _ - d t7 0 J De ih(ft) 5.5 a m a m= Soil and/or Rock Descriptions (tsf) (tsf) `n 0 (inAn) (ft) 0 (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA BC1 (CH) CLAY With Sand; Stiff; Dark Yellowish Brown (10YR,3/2 -Moist• LAB DATA: 70% HP Fns, 25% Fn- d Sd, % Gr (Up to- 3" in dimension); Fill to Approximately 5 . ' 2.0 14/12 2.5SS 18/10 I L1 i At 5', Very Dark Gray (10YR,3/1); Some 3.25 = Rootlets. HSA > 4.5 30/12 2.5SS 18/8 L2 10— SANDY SILT- Very Stiff- Dark Yellowish (ML)-X Brown 0 0Yh,4/4); Moist; Fld Est: 60% LP Fns, 40% Fn Sd. HSA 4.0 33/12 2.5SS 18/16 L3 15 At 15', Hard. > 4.5 HSA -------------------------------------------------------------- (SP) SAND- Dense* Dark Yellowish Brown U0Yh 3/6)• CNet; Ad Est: 50% Cr Sd, 40% d Sd, 1061, Fn Sd. 20 1 t fl 1 1 t .1 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH6 Project Number: 4074.1.2 Date Drilled: 3/31/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 2 'Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 23.5 feet Ground Elevation: ' 60.0 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. o v Ground Water Information: Date 3/31/97 o n CL r- _ � _ Time 12:15 Y o> Y Eo 0� U. d H� �� n> Eo CL EE n n> Ea np Depth (ft) 5.5 O CL O� a c H N O) ac N V cn d ir m 7 NZ M" N c d 3 c� o CL ma = M0 -' Soil and/or Rock Descriptions (tsf) (tsf) N linin) (ft) (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 23/12 2.55s 18/0 L4 (SP) SAND Cont. No Recovery; Sand Flowing into Auger; Tried SPT. Redrilled and 3.5 39/12 SPT 18/16 131 B2 (ML) SILT; Hard; Yellowish Brown (10YR 5/4)- r Moist' Fld Est: 90% LP Fns 10% �n S&. Boring Terminated At 23.5 Feet. I I I - 25 30- 35 40 1 1 �r 1 L r ANDERSON BORING LOG Boring No. CONSULTING � GROUP Project Name: Wild Goose Gas Storage BH% Project Number: 4074.1.2 Date Drilled: 3/31/97 Site Sketch (not to scale) Location: Butte Count Sheet 1 or Site Description Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 31.5 feet Ground Elevation: 59.0 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. I I I Ground Water Information: d u o a cv °Date a�i v> m 3/31/97 AM Time 10:00 > oA U c o iiCLO m ay E o` C0. o. o N nS cn to Z U) d 3 (Do J 6 a ma E = Soil and/or Rock Descriptions (tsf) (tsf) (n 0 (inAn) (ft l (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CH) CLAY- Stiff; Dark Yellowish Brown (10Yk 3/21; Moist; Fid Est: 90% HP Fns, 10% rn Sd; Fill to Approximately 7'. 131 >4.5 i 12/12 2.5SS 18/4 L1 5 I Q = At 6', Some Gravel (<5%) to 1/2" Dimension; Some Roots and Wood. HSA -------------------------------------------------------------- (ML) SILT With Sand- Stiff- Olive Brown 2.5Y 4/2); Moist; LAB DATA: 71.1 % MP "ns, �8.96/o Fn -Md Sd. 1.0 21/12 2.5SS 18/12 L2 10- 3.0 HSA - ------------------------------------------------------------------ (SM) SILTY SAND- Dense; Dark Yellowish Brown _ (10YR,4/2); CNet; Fld Est: 70% Fn -Cr Sd, 0% LP Fns. 15 36/12 2.5sS 18/16 L3 (ML) SANDY SILT; Hard; Dark Yellowish Brown HSA (10YR 4/2); Moist; Ad Est: 60% LP Fns, 40% rn-Md Sd. --------- ------------------------------------------------------- (SM) SILTY SAND; Dense- Dark Yellowish Brown 0YR,2 Moist; PId Est: 60% Fn Sd, 4 Fns 20 I 1 I Cl e r 1. ANDERSON BORING LOG Boring No. CONSULTING . GROUP Project Name: Wild Goose Gas Storage BH7 Project Number: 4074.1 .2 Date Drilled: 3/31/97 Site Sketch (not to scale) 2 or Site Description Location: Butte County Sheet Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 31.5 feet Ground Elevation: 59.0 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. o� Ground Water Information: Date 3/31/97 Y m Y E o n d Ua� F a; as a �_ a> U , nZ Time 10:00 AM U> O 6 a� U 2 O .� as H ma d 01 C c E o N U N¢ E E f0 7 NZ y o E 6 n ^' c 3 mO 0 0 Depth (ft) 6 Soil and/or Rock Descriptions (tsf) (tsf) o (inAn) (ft) (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 47/12 2.5SS 18/16 L4 (SM) SILTY SAND- Cont. HSA -------------------- '--------------------------------------------' (ML) SANDY SILT; Hard; Yellowish Brown (10YR5/3); Moist; Fid Est: 60% LP Fns, 40% F`n Sd. >4.5 46/12 2.5SS 18/16 L5 25 —x HSA At 28', Stiff; Fld Est: 75% LP Fns, 25% Fn Sd. 2.0 15/12 2.5SS 18/16 L6 30 Boring Terminated At 31.5 Feet. 35 40 1 t N 1 i i 1 1 ANDERSON BORING LOC] Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH8 Project Number: 4074.1.2 Date Drilled: 3/28/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 1 Drilling Contractor: All Terrain Drilling 4 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: HSA and Mud Rotary Boring Diameter: 8 and 3 inches Total Depth: 61 .5 feet Ground Elevation: 60.7 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. 5 Ground Water Information: Date 3/28/97 3/28/97 o n 0 » d` (D i L i M U'm t v Time 1:15 PM 5:50 PM C u> „ E �Q LL d nj F i n °' Eo a� EE y a> EmI o m,0 0 o Depth (ft) 6.5 6.5 a°F a° 0 0 E c rn� cnZ U) i 3 J Soil and/or Rock Descriptions CL ai a 0 „ (tsf) (tsf) rn (inln) (ft) (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 0— HSA 131 (CH) CLAY- Very Stiff; Dark Yellowish Brown (10YA 3/2); Moist; Fld Est: 90% HP Fns 10% rn Sd; Minor Organics (Rootlets); dill to Approximately 5'. 2.5 19/12 2.5SS 18/14 L1 5 Ix Q HSA = 76/12 2.555 18/14 L2 10 1(CL) ----------------------------------------------------------------- CLAY With Sand; Hard; Yellowish Brown _ Moist; LAB DATA: 79.7% MP F�10YR,5/3)- ns, 20.3% Fn Sd. HSA l - ------ --------------------------------------------------------- (SM) SILTY SAND- Very Dense; Dark Yellowish BrownA10YA 3/41; Moist; FId Est: 60% Fn Sd, 40 /o LP rns. 15 86/11 2.5SS 17/14 L3 MR ------------------------------------------ ------------------------- (SP) GRAVELY SAND; Very Dense; Dark Yellowish Brown (10YR,3/3)• Wet; Fld Est: 30%, Cr Sd, 30% Md Sd, 300% Gr 20 - Fn Sri t s t 11 ii �I D ANDERSONBORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH8 Project Number: 4074.1.2 Date Drilled: 3/28/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 2 Drilling Contractor: All Terrain Drilling 4 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: HSA and Mud Rotary Boring Diameter: 8 and 3 inches Total Depth: 61.5 feet Ground Elevation: 60.7 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. ° Ground Water Information: Date 3/28/97 3/28/97 d W ° d ° n .L-. °' N N N L N N' U N Time 1:15 PM 5:50 PM Y °> E °? LL v,g F n> Eo as EE a> EZi 6 L0 Depth (ft) 6.5 6.5 a. 8 F- a. c 3 y o y dam' E m � N a m � N2 a � � N— — " 3 rn (7 0 J Soil and/or Rock Descriptions CD ma = `A 0 Itsf) (tsf) (inAn) (ft) (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 MR (SP) GRAVELY SAND Cont. 64/12 2.5SS 18/12 L4 MR I 1 0 0 0 0 -(-G-P) SANDY GRAVEL; ---V- eryy� Dense; Dark Yellowish Brown f10YR,3/3); Saturated- Fld 25 000° Est: 75% Gr (1/4'-2" in Dimension); 2�% O O Fn -Cr Sd. 77/10 2.5SS 10/8 L5 QIc 0, o° 0 HSA 00 00 O o° o, O�O� oOo, 0000 C> At 29.5', SANDY GRAVEL Caving into Boring; 30 O° O° Try Advancing Augers to Hold Back Sandy p ? p Gravel. AdvancedAugersto 35'. Q o, o, 0000 O C>(, o° O�OD � q C>0 o° OQO0 Q 78/12 2.5SS 18/0 35 OO At 35', No Recovery. Resampled With Catcher; No Recovery. I O o, o, ; HSA 0 0 OQ o O�O*0 Q Oo O° O�OQ Q 40 I J ) i N tI t l ANDERSON BORING LOC] Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH8 Project Number: 4074.1 .2 Date Drilled: 3/28/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 3 Drilling Contractor: All Terrain Drilling 4 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: HSA and Mud Rotary Boring Diameter: 8 and 3 inches Total Depth: 61 .5 feet Ground Elevation: 60.7 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. cv Ground Water Information: Date 3/28/97 3/28/97 m w o a nt0 m_ W0 .6 Time 1:15 PM 5:50 PM ' Y -V c LL d F2 a> av n n> a" Depth (ft) 6.5 6.5 CL a° r o N n c = U) Cr to Z to � d 3 Q c J Soil and/or Rock Descriptions W m a` M (tsf) (tsf) (n 0 linin) Ift) (USCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 40 82/10 2.5Ss 18/6 82 ° 0 ° 0 (GP) SANDY GRAVEL Cont. I c�) C Sampled With Catcher. (Z>o 0o O000 HSA Q 00 00 0000 Q 0o 0o 0000 - 0 - 0 0 ------------------------ ---------------------------------------- (GP) GRAVEL- Very Dense; Dark Yellowish Brown �/3�; 45 p(10YR 0 00 0 Saturated; Fld Est: 100% Gr 1 /4"-i 1 / " in Dimension). 50/12 2_sss t8/12 B3 0000 • a HSA o° o0 000 00 00 000o 0 -(-G-P) SANDY GRAVEL; Veryy� Dense; Dark c� Yellowish Brown � 10YR, 3/3) • Saturated; 50 o ° o o ? CO.,0 LAB DATA: 51.6 /o Gr (1 /4'-2" in Dimension), 43.8% Fn -Cr Sd, 4.6% LP Fns. 82/12 2.5SS 12/12 B4 p O°° 0 0 0O 0 HSA CJ 00 00 0000 C3 00 00 0000 55 00 00 O 0 O 0 70/12 2.5SS 18/14 L6 � 0o 00 0000 HSA p Ic 00 00 000o0 CJ o, 00 0000 c� 60 O°O° n �l 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas.Storage BH8 Project Number: 4074.1 .2 Date Drilled: 3/28/97 Site Sketch (not to scale) or Site Description location: Butte Count Sheet -4 Drilling Contractor: All Terrain Drilling 4 Logged By: Bob Lokteff I Reviewed By: Don M. Olsen Drilling,. Methods: HSA and Mud Rotary Boring Diameter: 8 and 3 inches Total Depth: 61.5 feet Ground Elevation: 60.7 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. ov Ground Water Information: Date 3/28/97 3/28/97 o n n� � �_ 2 Time 1:15 PM 5:50 PM Y L) Y E u° Hg > W n; Eo n� EE a n> Ear I o n� Depth (ft) 6.5 6.5 a°F a° C o yn ac � a"i c�Z a o y c _ d i 3 ,�o �2 o J CL ma E= Soil and/or Rock Descriptions (tsf) (tsf) 0 `" limn) Ifo (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 60 71/12 2.5SS 18/18 L7 (SM) SILTY SAND- Very Dense; Dark Yellowish Brown 0YA 3/41; Moist; Fid Est: 60% Fn Sd 40 /o LP ins. 0 (GP) SANDY GRAVEL; Very Dense; Dark Yellowish Brown- Fld Est: 70% Gr (1 /4"-1 " in Dimension), 36% Fn -Cr Sd. Boring Terminated At 61.5 Feet. 65 70 I 75 80 A T l i U ANDERSON BORING LOC] Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH 10 Project Number: 4074.1.2 Date Drilled: 3/28/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet -1 Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger 4 Boring Diameter: 8.0 inches Total Depth: 31.5 feet Ground Elevation: 64.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. d u> 00 CL F (tsf) E Y E uP 0.. a a (tsf) _ n LL„ u g 50 0 0 ma ov r a.- �� ma a.c A = v' 0 a; Eo mo cn 0 OnAn) a. EE mo to Z L a d p Ifo d� a` Ear o� to — °' 3 Ground Water Information: Date 3/28/97 um to Time 9:55 AM rn Depth(ft) 4.5 c7 0 J Soil and/or Rock Descriptions (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CH) CLAY; Firm; Olive Brown (2.5Y,3/2); Moist; Fid Est: 95% HP Fns, 5% Fn Sd; Minor 1.5 s 36/22 sl Organics (Rootlets). HSA 1.3 7/12 2.5Ss 18/14 L1 At. 5', Soft; Wet; Fld Est: 85% HP Fns, 15% Fn -Md Sd; Some (SM) SILTY SAND Pockets Indicating Possible Fill. HSA - ---------------------------------------------------------------- (SM) SILTY SAND; Dense- Dark Yellowish Brown L10YR 4/4); Moist; LAB DATA: 56.4% Fn Sd, 4�.6% LP fns. 48/12 2.5SS 18/16 L2 10 HSA ------------------------------------------------------------------ (ML) SILT With Sand; Ver�yY Stiff- Li ht Olive Brown (2.5Y,5/4); IVloist; �IdTst: 75% LP Fns, 25% Fn Sd. >4.5 23/12 2.5Ss 18/14 L3 15 HSA 20 1- 1; 1 I I i ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH 10 Project Number: 4074.1.2 Date Drilled: 3/28/97 Site Sketch (not to scale) 2 or Site Description Location: Butte County Sheet Drilling Contractor: All Terrain Drilling 2 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 31.5 feet Ground Elevation: 64.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. 8v I Ground Water Information: Date 3/28/97 Y Y c a d nL0 �� a> as a � _ n> 2 � •« ap Time 9:55 AM 0> 0o aF u� 0" as y� 3H �0' c Eo NU �¢ EE W3 Nz d o Ed °� vf_ _ m t7 Depth(ft) 4.5 Soil and/or Rock Descriptions °o°a m 3 j (tsf) (tsf) M6 `n (in/in) (ft) (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 >4.5 65/12 2.5SS 18/16 L4 (ML) SILT With Sand Cont. At 20', Hard; Ad Est: 80% LP Fns, 20% Fn Sd. HSA I i I At 23', Very Stiff; Yellowish Brown 10YR,5/3); Fld Est: 80% MP Fns, 20% Fn d. 4.0 26/12 2.5SS 18/14 L5 25 HSA ------------------------------------------ — --_------------------ (CL) CLAY; Hard- Yellowish Brown (10YR 5/3)' Moist; Fid 1st: 85% MP Fns, 15% �n Sd. 4.5 51/12 2.5SS 18/14 L6 30 Boring Terminated At 31.5 Feet. 35 40 1 1 1 f, 11, 1 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH 1 1 Project Number: 4074.1.2 Date Drilled: 3/31/97 Location: Butte County Sheet 1 Site Sketch (not to scale) or Site Description Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 16.5 feet Ground Elevation: 54.5 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. v �? 1 1 t i I 1 ANDERSON BORING - LOG Boring No. CONSULTING GROUP Project Name: wild Goose Gas Storage BH 14 Project Number: 4074.1.2 Date Drilled: 3/27/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 1 Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 16.5 feet Ground Elevation: 66.6 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. Y m u> ao ~ (tsf) E 02 a°d a (tsf) on U d H� 3N ma ov ��' E = (n 0 CU` a; Eo m� �Cr (infin) na EE "� NZ n d 0 If t) m_ a> Ed °c N O _ a� �•M n m� �� Ground Water Information: Date 3/27/97 3/27/97 Time 10:30 AM 4:50 PM Depth(ft) 4.0 3.5 Soil and/or Rock Descriptions (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA (CH) CLAY; Firm; Olive Brown (2.5Y 3/2)• Moist; 1.5 2.5 14/12 2.5SS 18/12 1-1 Ix Ad Est: 95% HP Gins, 5% Fn Std- Moderate to Heavy Organics (Rice RootletsS- HSA (CL) CLAY; Firm; Olive Brown (2.5YR 4/4); Moist; Fld Est: 90% MP Fns, 105% Fn fid. At Approximately 2.5', Soft. ----------------------------------------------------------------- (ML) SILT With Sand; Hard; Yellowish Brown 0OYR 5/4)- Moist; Fld Est: 80% LP Fns, 20% rn Sd. >4.5 37/12 2.5SS 18/12 L2 5 HSA ----- -------------------------------------------------------- (SM) SILTY SAND- Very Dense- Dark Yellowish Brown ('10YA,3/4)• Wet; hd Est: 80% Fn -Md Sd, 20% Ll� Fns. 52/12 2.5SS 18/12 L3 51/12 swr 18/12 81 At 11.5', Ad Est: 60% Fn Sd, 40% LP Fns. HSA >4.5 72/12 2.5SS 18/14 L4 15 - ---------------------------------------------------------------- (ML) SILT With Sand; Hard; Yellowish Brown (1 % Rin 3) Moist; Fld Est: 75% LP Fns, Boring Terminated At 16.5 Feet; 20 T 11 I i J ANDERSON BORING LOC] Boring No. CONSULTING nGROUP Project Name: Wild Goose Gas Storage BH 1 5 Project Number: 4074.1.2 Date Drilled: 3/27/97 Site Sketch (not to scale) or Site Description Location: Butte Count Sheet 1 Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 16.5 feet Ground Elevation: 66.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. ov Ground Water Information: Date 3/27/97 3/27/97 o n I'= m N � �_ � ,= Time 9:15 AM 4:50 PM Y M Y E 0 LL v 'n 0 F 2 n; J 1 i 1 ANDERSON BORING LOC'] Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH 1 6 Project Number: 4074.1 .2 Date Drilled: 3/27/97 Site Sketch (not to scale) or Site Description Location: Butte County Sheet 1 Drilling Contractor: All Terrain Drilling 1 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 16.5 feet Ground Elevation: 66.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. ;� C, �> CL 06 F (tsf) W ;� E �° id C a (tsf) o n „ Hg 3N m �' a ov n= °' ivCD E- M6 `n d ` a; Eo mU NQ (in/in) m _ as EE �� �Z r p (ft) �_ CX Ed �� N - U= Lo iii J Ground Water Information: Date 3/27/97 3/27/97 Time 11 :45 AM 4:50 M_+_ Depth(ft) 3.0 3.0 Soil and/or Rock Descriptions (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) HSA S 2.5/25 s1 (CL) CLAY- Firm; Olive Brown (2.5Y 3/2); Moist; NIA Moderate to Heavy Organics (Rice 13/o Fn Rootlets). ------------------------------------------------------------------ (CL) CLAY; Firm; Olive Brown (2.5YAM Moist; Fld Est: 90% MP Fns, 10% Fn Sd. HSA = At Approximately 3', Soft. 31/12 2.5SS 18/16 L1 5 ------------------------------------------------------------------- (ML) SILT With Sand; Very Stiff; Yellowish Brown 20%o�Rr5 4)- Moist; Fid Est: 80% LP Fns, Sd HSA 78/12 2.5SS 18/12 L2 28/12 Sr>• 18/12 131 1 10 (SM) SILTY SAND- Md Dense; Dark Yellowish Brown 10YA,3/4) Saturated; Fld Est: 80% Fn -Md Sd, 20% Ll� Fns. HSA ------------------------------------------------------------------ (ML) STI5LT With Sand; Hard; Yellowish Brown 2/oRrn 3) Moist; Fid Est: 75% LP Fns, 42/12 2.5SS 18/14 L3 15 _X Boring Terminated At 16.5 Feet. 20 t 11 r ri ANDERSON BORING. LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH20 Project Number: 4074.1 .2 Date Drilled: 3/27/97 Site Sketch (not to scale) or Site Description Location: Butte Count Sheet—1 Drilling Contractor: All Terrain Drilling 3 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 51.5 feet Ground Elevation: 66.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. c aF (tsf) d " E a 0. (tsf) y LL- o Fa a` 00 y d ° Q m o` = U' n" rCr (in/in) a� n (ft) a> n° iy _ w o° L o J Ground Water Information: Date 3/27/97 Time 5.00 PM De th (ft) 5.0 Soil and/or Rock Descriptions (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 0 HSA BC1 (CH) CLAY; Soft; Olive Brown (2.5Y,3/2); Moist; Fld Est: 95% HP Fns, 5% Fn Sd; Moderate to Heavy Organics (Rice Rootlets). 21/12 2.555 18/14 Lt -------------------------------------------------------- ---- (CL) CLAY; Soft- Olive Brown (2.5Y,4/4); Moist; Fld Est: 915% MP Fns, 10% Fn Sd. (SM) SILTY SAND; Md Dense- Yellowish Brown (10YR,5/4); Moist; Fid est: 60% Fn -Md Sd, 9/12 SPT 18/12 81 — 40% LP Fns. (ML) SILT; Stiff; Yellowish Brown (10YR,5/4); Moist; LAB DATA: 90.3% LP Fns, 9.7% Fn 4.0 25/12 2.5SS 18/12 L2 � Sd. (ofo.2. HSA At 6.5', Very Stiff. vs . C,3' F- .6 22/12 2.5SS 18/16 L3 26/12 SPT 82 (SM) SILTY SAND- Md Dense; Light Olive Brown 0%YLP Fnsoist; Fld Est: 0% Fn Sd, 4 HSA ------------------------------------------------------------------ (ML) ANDY Est: 60/12 2.5SS 18/16 L4 15 .5Y 5/SSd Mos ;'Fld 70% LP Fns, HSA 20 I B 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH20 Project Number: 4074.1.2 Date Drilled: 3/27/97 Site Sketch (not to scale) 2 or Site Description Location: Butte County Sheet Drilling Contractor: All Terrain Drilling 3 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 51 .5 feet Ground Elevation: 66.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. I Ground Water Information: Date 3/27/97 n maw >a� 0 r m n> t'd Time 5:00 PM Y U> Y E I 5Q i. LL N� g a� 0 > Eo na EE a d Eiv I o i Q �� 00 CL �- o . d c I o y a.� . 0 N w i cc ) � cn 2 0 1O c (n— I _ � I 3 � (7 0 J Depth (ft) 5.0 a ma j i Soil and/or Rock Descriptions (tsf) (tsf) tEQ (in/in) (ft) ! (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 20 4.0 22/12 2.5SS 18/16 L5 (ML) SANDY SILT Cont. HSA .-. -------------'-`-------------------------------------------- (SM) SILTY SAND- Md Dense; Dark Yellowish Brown �10YA 4/4); Wet; Fld Est: 80% Fn Sd, 20 /o LP ins. 34/12 2.5SS 18/16 I L6 25 I 28/12 SPT 18/14 83 HSA 30 i 26/12 2.5SS 18/12 L7 28/12 SPT 18/14 HSA 35 65/11 2.5SS 11/9 L8 0 , 0 (GP) SANDY GRAVEL; Dense- Strongg Brown Wet; Fld ffst: 70% HSAo o, o, (7.5YR,3/4); Gr (1/2"-1 1/2" in Dimension), 30% Fn -Cr Sd. 000 O 00 00 0000 0 o, o, 0000 40 1 1 1 1 t 1 1 ANDERSON BORING LOG Boring No. CONSULTING GROUP Project Name: Wild Goose Gas Storage BH2O Project Number: 4074.1 .2 Date Drilled: 3/27/97 Site Sketch (not to scale)' or Site Description Location: Butte County Sheet 3 Drilling Contractor: All Terrain Drilling 3 Logged By: Bob Lokteff Reviewed By: Don M. Olsen Drilling Methods: Hollow Stem Auger Boring Diameter: 8.0 inches Total Depth: 51 .5 feet Ground Elevation: 66.2 feet, MSL Datum Source: Backfill or Casing Installation Data: Backfilled With Cement Grout. o� Ground Water Information: Date 3/27/97 a nto ~ 'a E E a �_ a> "m o u— ap Time 5:00 PM 0 a- 0. a c y m a a c o m u U) m� cn Z ° o m 6 y � — 0 c� c Depth (ft) 5.0 Soil and/or Rock Descriptions . CL Fn CL I c M 0 '' (tsf) (tsf) `r' (in/in) Ifo (LISCS; Density/Consistency; Color;Moisture; Grain Size; etc.) 40 73/12 2.5SS 12/10 L9 0 , 0 (GP) SANDY GRAVEL Cont. 1 Q Gravel 2" in Dimension. HSA �o C>o 0000 1 I pp o0 00 �0o0o i 00 C>o i 00°0 00 0o At 44.5', Driller Said, "Gravels Are Heaving." 80/10 2.5ss 12/0 145 i 0 00 0 0 0 C� At 45.5', No Recovery. HSA Oc Oc 0000 Q Oa Oo 0000 CJ �._ A_ __________________________________________________________________ (SP) SAND- Dense- Dark Yellowish Brown X11DYN 3/53); Wet; Fld Est: 80% Fn -Md Sd, Z 44/12 2.5SS 18/12 L10 50 i i Boring Terminated At 51.5 Feet. 55 I I I i 60 c r 0 U X C 2 LU IL 6 1 1 1 1 1 1 1 Y 1 1 1 1 1 1 t 1 1 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 9 May 1997 1 1 t APPENDIX C Soil Laboratory Data t LIQUID AND PLASTIC LIMITS TEST REPORT 60 50 x 0 40 z v 30 V) J 0 20 am 0 0 10 20 30 Location + Description PI BH3 CH or OH Dark brown lean' 22 clay 67 CL or OL A BH4 BC1; Very dark gray 32 fat cloy 29 ■ BH6 BC1; Very dark gray 9 fat clay with grovel BH7 L2 1; Olive brown silt ■ sand X BH8 L2 1; Yellowish brown lean cloy with sand HATCHED AREA IS ML -CL i ML or OL MH or OH 10 20 30 u 40 50 60 70 LIQUID LIMIT Location + Description PI BH3 BC1; Dark brown lean' 22 clay 67 29 A BH4 BC1; Very dark gray 32 fat cloy 29 ■ BH6 BC1; Very dark gray 9 fat clay with grovel BH7 L2 1; Olive brown silt with sand X BH8 L2 1; Yellowish brown lean cloy with sand u 40 50 60 70 LIQUID LIMIT LL PL PI -200 45 23 22 85.4 67 29 38 95.2 54 22 32 70.3 47 29 18 71.1 31 22 9 79.7 Project No.: 4074.1 Project: Wild Goose Gas Storage Client: Location: BH3 BC1; BH4 BC1; BI -16 BC1; BI -17 L2 1; BI -18 L2 1 Date: 4-8-97 LIQUID AND PLASTIC LIMITS TEST REPORT ANDERSON CONSULTING GROUP 80 90 100 ASTM D 2487-85 CL, Lean clay CH, Fat clay CH, Fat clay with sand ML. Silt with sand CL, Lean clay with sand Remarks: Fig. No. 1 1 f r 1 R 1 1 1 1 1 i l 1 1 1 1 LIQUID AND PLASTIC. LIMITS TEST REPORT 60 50 us 0 0 10 20 30 Location + Description 0 BH10 L2 1; Yellowish brown silty sand A 81-111 L1 1; Yellowish brown silt with sand BH16 S1; Olive brown lean clay with sand 40 50 60 LIQUID LIMIT - LL PL I PI -20( NV NP None 44 70 80 90 100 35 1 24 1 11 1 80.6 48 1 22 1 26 1 85.0 NV - Non -Viscous NP - Non-Plostic' Project No.: 4074.1 Project: Wild Goose Gas Storage Client: Location: BH10 L2 1; BH11 L1 1; BH16 S1 Date: 5-2-97 LIQUID AND PLASTIC LIMITS TEST REPORT ANDERSON CONSULTING GROUP 0 1 ASTM D 2487-85 SM, Silty sand ML. Silt with sand CL, Leon clay with sand Remarks: Fig. No. CH or OH CL or OL ■ HATCHED AREA IS ML -CL _2 �_ 1_ i ML or OL MH or OH 10 20 30 Location + Description 0 BH10 L2 1; Yellowish brown silty sand A 81-111 L1 1; Yellowish brown silt with sand BH16 S1; Olive brown lean clay with sand 40 50 60 LIQUID LIMIT - LL PL I PI -20( NV NP None 44 70 80 90 100 35 1 24 1 11 1 80.6 48 1 22 1 26 1 85.0 NV - Non -Viscous NP - Non-Plostic' Project No.: 4074.1 Project: Wild Goose Gas Storage Client: Location: BH10 L2 1; BH11 L1 1; BH16 S1 Date: 5-2-97 LIQUID AND PLASTIC LIMITS TEST REPORT ANDERSON CONSULTING GROUP 0 1 ASTM D 2487-85 SM, Silty sand ML. Silt with sand CL, Leon clay with sand Remarks: Fig. No. 1 1 t r, 1 i GRAIN SIZE DISTRIBUTION TEST REPORT C < << C C C ^ C .- .- .- - a C4 CDo_ 0 0 0 0 o a_ o 1 OO M — n M x eq z x 90 80 70 w z 60 LL - z 50 w U w 40 w 30 SJ20 10 0 200 100 10.0 1.0 0.1 0.01 0.001 GRAIN SIZE - mm 7.+75. % GRAVEL % SAND % SILT % CLAY • 0.0 51.6 43.8 4.6 LL PI D85 D60 D50 D30 D15 D10 Cc Cu • 18.841 8.01 5.17 1.198 0.3495 0.2336 0.77 34.3 MATERIAL DESCRIPTION USCS AASHTO • Yellowish brown poorly graded gravel with sand GP Project No.: 4074-1 Remarks: Project: Wild Goose Gas Storage • Location: BH8 84 Dote: 4-16-97 GRAIN SIZE DISTRIBUTION TEST REPORT ANDERSON CONSULTING GROUP Figure No. i 1 1 t COMPACTION TEST REPORT 130 125 120 U o_ r y 115 01 100v 0 110 ZAV for Sp. G. 2.7 105 7.5 10 12.5 15 17.5 20 22.5 Water content, % "Modified" Proctor, ASTM D 1557, Method A Elev/ Classification Nat. S SP .G. G LL PI % > % USCS AASHTO Depth Moist. No.4 No.200 CH 13.3 % TEST RESULTS MATERIAL DESCRIPTION Optimum moisture = 13.8 % Very dark gray fat cloy Maximum dry density = 115.7 pcf with gravel Remarks: Project No.: 4074.1 Project: Wild Goose Gas Storage >#4 = 13.3% Location: BH6 BC1 scalped on #4 Date: 4-14-1997 COMPACTION TEST REPORT ANDERSON CONSULTING GROUP J1F i gu re No. 1 1 COMPACTION TEST REPORT 125 120 w 115 U d r N uci 1 1 0 v a 105 ZAV for Sp.G.= 2.7 100 10 12.5 15 17.5 20 22.5 25 Water content, % "Modified" Proctor, ASTM D 1557, Method A Elev/ Classification Not. S Sp .G. G LL PI % > % USCS AASHTO Depth Moist. No.4 No.200 CH 1 % TEST RESULTS MATERIAL DESCRIPTION Optimum moisture = 14.9 % Block fat clay Maximum dry density = 113.2 pcf Project No.: 4074.1 Remarks: Project: Wild Goose Gas Storage Location: SH3 BC1 Date: 4-10-1997 COMPACTION TEST REPORT ANDERSON CONSULTING GROUP Figure No . 1 r 1 1 r a CONSOLIDATION TEST REPORT .8050 .7850 .7650 .7450 o .7250 v .7050 j .6850 .6650 .6450 .6250 .6050 .0700 .0600 E > u C .0500 .0400 a - U) .0300 0.1 0.5 1 2 5 10 Applied Pressure - ksf Natural Saturation Natural Dry LL PI Moisture Density Assumed Sp. Gr. Precons. press. C c e° 101.0 % 29.9 91.7 2.60 0.27 0.7707 TEST RESULTS MATERIAL DESCRIPTION Compression Index = 0.27 Olive brown lean CLAY Class: CL Project No.: 4074.01 Remarks: Project: Wild Goose Gas Storage Location: BH14 L1 (1) ® 1.5' Date: 4-23-97 CONSOLIDATION TEST REPORT ANDERSON CONSULTING GROUP Fig. No . 16:52, 4-30-1997 CONSOLIDATION TEST PROJECT DATA Test No. 69. ------------------------------------------------=-------------- --------------------------------------------- --------------- _____ - Project Project Number: 4074.01 Project: Wild Goose Gas Storage Date: 4-23-97 Location 1. BH14 L1 (1) @ 1.5' 2: Remarks 1: 2: 3: 5. Material 1: Olive brown lean CLAY description 2: Classification: CL Liquid limit: Plasticity index: Figure Number: 4 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- CONSOLIDATION TEST SPECIMEN DATA TOTAL SAMPLE BEFORE TEST AFTER TEST et w+t = 205.50 g. Oedometer No. = 1 Wet w+t = 238.70 g. ry w+t = 173.60 g Machine No. = N/A Dry w+t = 207.00 g. Tare wt. = 67.00 g. Spec. Gravity = 2.60 Tare wt. = 100.40 g. = 1.00 in. Height = 1.00 in. 14eight iameter = 2.38 in. Diameter 2.38 in. eight = 138.50 g. isture = ot106.60 29.9 Ht. Solids = 0.5648 in. Moisture = 29.7 % et Den. = 119.1 pcf• Dry wt. g. * Dry wt. = 106.60 g. Dry Den. = 91.7 pcf Void ratio = 0.7707 Void ratio = 0.7261 Saturation = 101.0 % Saturation = 106. %. Initial dry weight used in calculations -------------------------------------------------------------------------------- CONSOLIDATION TEST READINGS SUMMARY LOAD DIAL DEFLECTION CORRECTED VOID RATIO % SWELL/COMPRS. (ksf) (in.) .(in.) DIAL (in.) Initial 0.50000 0.7707 0.25. 0.49980 0.0000 0:49980 0.7703 0.0 Comprs. 0.50 0.49900 0.0000 0.49900 0.7690* 0.1 Comprs.* 1.00 0.49430 0.0000 0.49430 0.7635* 0.4 Comprs.* 2.00 0.47550 0.0000 0.47550 0.7429* 1.6 Comprs.* 4.00 0.44580 0.0000 0.44580 0.6903 4.5 Comprs. 8.00 0.40250 0.0000 0.40250 0.6137 8.9 Comprs. 2.00 0.41580 0.0000 0.41580 0.6372 7.5 Comprs. 0.25 0.466p0 0.0000 0.46600 0.7261 2.5 Comprs. CALCULATED USING D100 INSTEAD OF FINAL READING ----------------- _ ---------------------------------------------------------- CONSOLIDATION TEST RESULTS ompression index*= 0.27 reconsolidation pressure = NOT SELECTED READINGS Load No. 2 -------------------------------------_------------------------------------------- oad 0.50 ksf CONSOLIDATION TEST No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.49980 11 67.00 0.49910 2 0.10 0.49930 12 98.00,. 0.49910 3 0.25 0.49920 13 128.00 0.49910 4 0.50 0.49910 14 189.00 0.49910 5 1.00 0.49910 15 220.00 0.49910 6 4.00 0.49910 16 339.00 0.49900 7 9.00 0.49910 17 441.00 0.49890 8 16.00 0.49910 18 1412.00 0.49900 9 25.00 0.49910 10 36.00 0.49910 Void Ratio: 0.7690 Compression: 0.1 % >>> CALCULATED USING D100 DO = 0.4993 D90 = 0.4991 D100 = 0.4991 T90 = 3.40 min. Cv @ 3.4 min.= 0.062 sq. in./min. Load 1.00 ksf CONSOLIDATION TEST READINGS Load No. 3 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.49900 11 60.00 0.49560 2 0.10 0.49740 12 90.00 0.49550 3 0.25 0.49720 13 120.00 0.49520 4 0.50 0.49700 14 150.00 0.49520 5 1.00 0.49680 15 180.00 0.49510 6 4.00 .0.49620 16 210.00 0.49500 7 9.00 0.49600 17 332.00 0.49500 8 16.00 0.49580 18 476.00 0.49460 9 25.00 0.49580 19 1415.00 0.49430 10 36.00 0.49580 Void Ratio: 0.7635 Compression: 0.4 % >>> CALCULATED -USING D100 DO = 0.4976 D90 = 0.4961 D100 = 0.4960 T90 = 5.30 min. Cv @ 5.3 min.= 0.040 sq. in./min oad 2.00 ksf -------------------------- CONSOLIDATION TEST READINGS ----------------------------- Load No. 4 --------------- No. Elapsed Dial No. Elapsed Dial = 0.4851 D100 1 Time 0.00 Reading 0.49430 11 Time 36.00 Reading 0.48050 0.00 2 0.10 0.49050 12 60.00 0.47950 Load No. 5 3 0.25 0.48970 13 120.00 0.47830 �- 4 0.50 0.48900 14 180.00 0.47750 1 5 1.00 0.48800 15 240.00 0.47720 0.10 0.47200 6 2.00 0.48700 16 300.00 0.47700 13 7 4.00 0.48600 17 424.00 0.47650 240.00 8 9:00 0.48400 18 1420.00 0.47550 0.44720 9 16.00 0.48250 16 1395.06 0.44580 10 25.00 0.48130 Compression: 8.9 % Void Ratio: 0.6903 Compression: 4.5 ------------------------------------------------------------------------------- ------------------------------------------------- -------------------------- Load 8.00 ksf CONSOLIDATION TEST READINGS Load No. 6 ----------------------------------=-------------------- . Void Ratio: 0.7429 Compression: 1.6 % >>> CALCULATED USING D100 DO = 0.4914 D90 = 0.4851 D100 - 0.4843 T90 = 6.12 min. Cv @ 6.1 min.= 0.034 sq. in /min. 0.00 0.44580. Load 4.00 ksf CONSOLIDATION TEST READINGS Load No. 5 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- No. Elapsed Dial No. Elapsed Dial 13 120.00 Time Reading Time Reading 14 1 0.00 0.47550 11 36.00 0.45700 15 2 0.10 0.47200 12 60.00 0.45450 16 3 0.25 0.47100 13 120.00 0.45150 4 0.50 0.47000 14 240.00 0.44920 5 1.00 0.46900 15 480.00 0.44720 6 2.00 0.46750 16 1395.06 0.44580 7 4.00' 0.46550 Void Ratio: 0.6137 Compression: 8.9 % 8 9.00 0.46320 9 16.00 0.46100 10 25.00 0.45900 Void Ratio: 0.6903 Compression: 4.5 ------------------------------------------------------------------------------- ------------------------------------------------- -------------------------- Load 8.00 ksf CONSOLIDATION TEST READINGS Load No. 6 ----------------------------------=-------------------- Nb%.. Elapsed Dial No. Elapsed • Time Reading Time 0.00 0.44580. 11 36.00 2' 0.10 0.44200 12 60.00 3 0.25 0.44150 13 120.00 0.50 0.43950 14 300.00 5 1.00 0.43820 15 420.00 6 2.00 0.43680 16 1457.00 7 4.00 0.43500 8 9.00 0.43200 9 16.00 -0.42900 10 25.00 0.42600 Void Ratio: 0.6137 Compression: 8.9 % Dial Reading 0.42370 0.41900 0.41350 0.40700 0.40550 0.40250 1 1 i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 .15 1.10 1.05 1.00 0 .95 0 Of .90 .85 .80. .75 .70 .65 C E > U C N u 0600 0450 0300 0150 0000 0.1 0..5 1 2 5 10 Applied Pressure - ksf Natural Natural Dry LL PI Assumed Precons. C Saturation Moisture Density Sp. Gr. press. c eo 96.9 % 37.5 81.7 2.65 1.37 0.39 1.0251 TEST RESULTS MATERIAL DESCRIPTION Compression Index = 0.39 Dory yellowish brown Fat Clay with sand Project No.: 4074.1 Class: CH Project: Wild Goose Gas Storage Facility Remarks: Location: BH 15, S1 1 foot to 1.5 feet Dote: 1 May 1997 CONSOLIDATION TEST REPORT ANDERSON CONSULTING GROUP F i a . No. CONSOLIDATION TEST REPORT -------------------------------------------------------------------------------- 10:18, 5-01-1997 CONSOLIDATION TEST PROJECT DATA Test No. 71 Proj ect Project: Date: Location IRemarks 1 Number: 1: 2: 2: 3: 4: 5: Material 1: description 2: Classification: Liquid limit: Plasticity index: Figure Number: TOTAL SAMPLE 4074.1 Wild Goose Gas Storage Facility 1 May 1997 BH 15, S1 1 foot to 1.5 feet Dary yellowish brown Fat Clay with sand CH CONSOLIDATION TEST SPECIMEN DATA BEFORE TEST Oedometer No. = 1 Machine No. = N/A Spec. Gravity = 2.65 Height = 1.00 in. Diameter = 2.38 in. AFTER TEST Wet w+t = 224.70 g. Dry w+t = 195.90 g. Tare wt. = 100.90 g. oisture et Den. Dry Den. Final -------------------------------------------------------------------------------- et w+t = 130.60 g. = 30.3 % = 95.00 g. = 0.7355 = 109. % ry w+t = 95.00 g Tare wt. = 0.00 g. eight = 1.00 in. iameter = 2.38 in. eight = 130.60 g. 4074.1 Wild Goose Gas Storage Facility 1 May 1997 BH 15, S1 1 foot to 1.5 feet Dary yellowish brown Fat Clay with sand CH CONSOLIDATION TEST SPECIMEN DATA BEFORE TEST Oedometer No. = 1 Machine No. = N/A Spec. Gravity = 2.65 Height = 1.00 in. Diameter = 2.38 in. AFTER TEST Wet w+t = 224.70 g. Dry w+t = 195.90 g. Tare wt. = 100.90 g. oisture et Den. Dry Den. Final -------------------------------------------------------------------------------- = 37.5 $ = 112.3 pcf = 81.7 pcf dry weight Ht. Solids = 0.4938 in. Dry wt. 95.00 g. Void ratio =1.0251 Saturation = 96.9 %. used in calculations _Moisture Dry wt. Void ratio Saturation = 30.3 % = 95.00 g. = 0.7355 = 109. % -------------------------------------------------------------------------------- CONSOLIDATION TEST READINGS SUMMARY LOAD DIAL DEFLECTION CORRECTED VOID RATIO % SWELL/COMPRS. (ksf) (in.) (in.) DIAL (in.) Initial 0.50000 1.0251 0.25 0.50650 0.0000 0.50650 1.0382 0.7 Swell 0.50 0.50200 0.0000 0.50200 1.0291* 0.2 Swell* 1.00 0.48510 0.0000 0.48510 0.9949* 1.5 Comprs.* 2.00 0.44500 0.0000 0.44500 0.9137* 5.5 Comprs.* 4.00 0.38890 0.0000 0.38890 0.8001* 11.1 Comprs.* 8.00 0.33080 0.0000 0.33080 0.6824* 16.9 Comprs.* 4.00 0.33980 0.0000 0.33980 0.7007 16.0 Comprs. 2.00 0.35700 0.0000 0.35700 0.7355 14.3 Comprs. CALCULATED USING D100 INSTEAD OF FINAL READING i CONSOLIDATION TEST RESULTS --_------- - - - compression index = 0.39 re consolidation pressure = 1.37 ksf oad 0.50 ksf CONSOLIDATION TEST READINGS Load No. 2 No.- Elapsed Dial No. Elapsed Dial USING D100 DO = Time Reading D100 =.0.5039 Time Reading 3.49 min. 1 0.00 0.50650 11 90.00 0.50270 1.00 ksf 2 0.10 0.50520 12 120.00 0.50250 Elapsed 3 0.25 0.50500 13 150.00 0.50220 Time 4 0.50 0.50450 14 180.00 0.50220 0.00 5 1.00 0.50420' 15 1440.00 0.50200 0.10 6 2.00 0.50410 0.48820 3 0.25 7 16.00 0.50400 0.48750 4 0.50 8 25.00 0.50370 0.48710 5 9 36.00 0.50300 150.00 .0.48690 10 60.00 0.50290 16 210.00 0.48690 Void Ratio: 0.994.9 DO' =0.4989 D90 = Cv.@ 7.2 min.= 0.029 Compression: 1.5 % >>> CALCULATED USING D100 0.4924 D100 = 0.4917 T90 = 7.22 min. sq. in./min. Void Ratio_: 1.0291 Swell: 0.2 % >>> CALCULATED USING D100 DO = 0.5055 D90 = 0.5041 D100 =.0.5039 T90 = 3.49 min. -Cv @ 3.5 min.= 0.061 sq. in./min. Load 1.00 ksf CONSOLIDATION TEST READINGS Load No. 3 No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.50200 11 36.00 0.48920 2 0.10 0.49800 12 60.00 0.48820 3 0.25 0.49700 13 90.00 0.48750 4 0.50 0.49650 14 120.00 0.48710 5 1.00 0.49590 15 150.00 .0.48690 6 2.00 0.49500 16 210.00 0.48690 7 4.00 0.49320 17 330.00 0.48600 8 9.00 0.49200 18 1440.00 0.48510 9 16.00 0.49100 10 25.00 0.49000 Void Ratio: 0.994.9 DO' =0.4989 D90 = Cv.@ 7.2 min.= 0.029 Compression: 1.5 % >>> CALCULATED USING D100 0.4924 D100 = 0.4917 T90 = 7.22 min. sq. in./min. 1 oad ' 2.00 ksf CONSOLIDATION TEST READINGS Load No. 4 ------------ No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.48510 11 60.00 0.45780 2 0.10 0.47820 12 90.00 0.45580 3 0.25 0.47720 13 120.00 0.45450 4, 0.50 0.47600 14 150.00 0.45330 5 1.00 0.47480 15 210.00 0.45150 6 4.00 0.47080 16 240.00 0.45100 7 8 9:00 0.46720 16.00 0.46500 17 18 270.00 1440.00 0.45030 0.44500 9 25.00 0.46260 10 36.00 0.46080 Void Ratio: 0.9137 Compression: 5.5 % >>> CALCULATED USING D100 DO = 0.4796 D90 = 0.4664 D100 = 0.4649 T90 = 11.43 min. Cv @ 11.4 min.= 0.018 sq. in./min. oad 4.00 ksf CONSOLIDATION TEST READINGS Load No. 5 No. Elapsed Dial No. ---------------------------------- Elapsed Dial Time Reading Time Reading 1 0.00 0.44500 11 60.00 0.41680 2 0.10 0.43800 12 90.00 0.41320 3 0.25 0.43680 13 120.00 0.41020 4 0.50 0.43580 14 150.00 0.40800 5 1.00 0.43470 15 196.00 0.40510 6 4.00 0.43130 16 1440.00 0.38890 7 9.00. 0.42820 8 16.00, 0.42580 9 25.00 0.42320 10 36.00 0.42070 Void Ratio: 0.8001 Compression: 11.1 % >>> CALCULATED USING D100 DO = 0.4393 D90 = 0.4276 D100 = 0.4263 T90 = 10.45 min. Cv @ 10.5 min.= 0.018 sq. in./min. oad 8.00 ksf CONSOLIDATION TEST ------------------------------------- READINGS Load No. 6 ------------------------------------- No. Elapsed Dial No. Elapsed Dial Time Reading Time Reading 1 0.00 0.38890 11 60.00 0.36570 2 0.10 0.38300 12 90.00 0.36190 3 0.25 0.38220 13 120.00 0.35820 4 0.50 0.38190 14 150.00 0.35590 5 1.00 0.38100 15 180.00 0.35350 6 4.00 0.37850 16 210.00 0.35190 7 9.00 0.37620 17 240.00 0.35100 8 16.00 0.37420 18 1440.00 0.33080 9 25.00 0.37190 ' 10 36.00 0.36930 Void Ratio: 0.6824 Compression: 16.9 % >>> CALCULATED USING D100 DO = 0.3839 D90 = 0.3669 D100 = 0.3651. T90 = 51.01 min. Cv @ 51 min.= 0.003 sq. in./min. I C ri 1 1 1-1, -0.030 -0.020 c E ` Dilation O a 0 0 ConsoI O U 0.010 W 0.020 0.030 0 2400 '2000 U) a 1600 m rn v 1200 V) ani 800 .c Ln 400 0.1 0.2 0.3 0.4 Horiz. Deform., in 3 3600 2400 m U) O O t 1200 N Y O W 0 1200 2400 Normal Stress. 3600 SAMPLE NO. 1 2 3 WATER CONTENT, % 17.9 17.9 17.9 Q DRY DENSITY, pcf 101.7 101.7 101.7 SATURATION, % 75.7 75.7 75.7 Z VOID RATIO 0.626 0.626 0.626 DIAMETER, in 2.38 2.38 2.38 HEIGHT in 1.00 1.00 1.00 WATER CONTENT, % 27.2 29.2 25.2 F- DRY DENSITY, pcf 99.0 100.6 102.1 W SATURATION, % 107.2 120.2 107.7 H VOID RATIO 0.672 0.644 0.620 Q DIAMETER, in 2.38 2.38 2.38 HEIGHT. in 1.03 1.01 1.00 0..:..:..:....I..:..:..:..:..f..:..:..:..:..1....:..:..:.1 NORMAL STRESS, psf 0 0.10 0.20 0.30 0.40 MAXIMUM SHEAR, psf Horiz. Deform., in RESIDUAL SHEAR, psf SAMPLE DATA I Strain rate, %/min SAMPLE TYPE: Remolded DESCRIPTION: Dark brown lean clay LL= 45 PL= 23 P1= 22.0 SPECIFIC GRAVITY= 2.65 REMARKS: Remolded to 90% ® 3% over optimum moisture FIG. NO. CLIENT: 500 1000 2000 722 988 1544 0.001 0.001 0.001 OJECT: Wild Goose Gas Storage PILE LOCATION: BH3 8C1 PROJ. NO.: 4074-1 DATE: 4-16-97 DIRECT SHEAR TEST REPORT ' ANDERSON CONSULTING GROUP 1 -0:030 -0.020 1 1 11 1 C MOM6II6 E V- DiIation 0 0 0 ConsoI v U 0.010 U1 0.020 0. 030 0 2400 2000 U) a 1600 N (n a� 1200 aa) 800 t 400 2 3 0.1 0.1 0.2 0.2 Horiz. Deform., in m a 3600 2400 L- 0 L 1200 N I 1200 2400 Normal Stress 3600 SAMPLE NO. 1 2 3 WATER CONTENT, % 16.9 16.9 16.9 Q DRY DENSITY, pcf 104.0 104.0 104.0 SATURATION, % 75.7 75.7 75.7 Z VOID RATIO 0.591 0.591 0.591 DIAMETER, in 2.38 2.38 2.38 HEIGHT, in 1.00 1.00 1.00 WATER CONTENT, % 29.9 26.6 26.0 I- DRY DENSITY, pcf 97.0 99.8 103.5 N SATURATION, % 112.5 107.4 114.9 F VOID RATIO 0.705 0.657 0.599 Q DIAMETER, in 2.38 2.38. 2.38 HEIGHT. in 1.07 1.04 1.00 0 V..........'..:..:..:..:..f..........:..1..:..:..;...+ NORMAL STRESS, ps f 0 0.05 0.10 0.15 0.20 MAXIMUM SHEAR, psf Horiz. Deform., in RESIDUAL SHEAR, psf Strain rate, %/min SAMPLE DATA SAMPLE TYPE: Remolded DESCRIPTION: Very dark gray fat clay with gravel LL= 54 PL= 22 P1= 32.0 SPECIFIC GRAVITY= 2.65 REMARKS: Remolded to 90% ® 3% over optimum moisture FIG. NO. CLIENT: 500 1000 2000 748 1138 1658 0.001 0.001 0.001 PROJECT: Wild Goose Gas Storage SAMPLE LOCATION: BH6 BC1 PROJ. NO.: 4074-1 DATE: 4-16-96 DIRECT SHEAR TEST REPORT ANDERSON CONSULTING GROUP ' 1800 1 1 1200 • N TRIAXIAL SHEAR TEST REPORT Type of Test 600 1200 1800 2400 3000 Total Normal Stress, psf Effective Normal Stress, psf - - - CU with pore pressures Sample Type: Undisturbed PRI 3600 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 71 psf 93 psf Friction angle, = 24.7 deg 32.5 deg Tangent = 0.46 0.64 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1=BH15 S! ® 1.5', #2= BH15 S1 ® 1.5', #3=BH16 S1 ® 2.5' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP MATERIAL DESCRIPTION Olive brown lean CLAY LL= P1= DATE: 4-23-97 File: 4074-1D REMARKS: Proj. No.: 4074.1 Page 1/2 Fig. No FLUID PRESS . psi MAX. STRENGTH psf ULT. STRENGTH psf AT FIL AURE -- -sf No. Cell Back Deviator Pore Deviator Pore 6, 63 1 51.74 50 641 7289 802 161 2 53.5 50 862 7517 1049 187 3 46.94 40 1680 6178 2261 582 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 71 psf 93 psf Friction angle, = 24.7 deg 32.5 deg Tangent = 0.46 0.64 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1=BH15 S! ® 1.5', #2= BH15 S1 ® 1.5', #3=BH16 S1 ® 2.5' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP MATERIAL DESCRIPTION Olive brown lean CLAY LL= P1= DATE: 4-23-97 File: 4074-1D REMARKS: Proj. No.: 4074.1 Page 1/2 Fig. No CONSOLIDATED SAMPLE PARAMETERS No. % Water Content Dry Dens. pcf Satur- ation Void Ratio Diameter in Height in Strain rate min. 1 40.2 80.4 97.6 % 1.1344 2.87 5.72 0.1400 2 37.6 86.7 100.4 % 1.0816 2.83 5.52 0.1376 3 1 28.9 1 99.1 101.9 % 0.8196 2.81 6.13 0.1348 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 71 psf 93 psf Friction angle, = 24.7 deg 32.5 deg Tangent = 0.46 0.64 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1=BH15 S! ® 1.5', #2= BH15 S1 ® 1.5', #3=BH16 S1 ® 2.5' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP MATERIAL DESCRIPTION Olive brown lean CLAY LL= P1= DATE: 4-23-97 File: 4074-1D REMARKS: Proj. No.: 4074.1 Page 1/2 Fig. No 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 15%. 20% 5% 10% 15% 20% 1200 Stress Path legend: Total Effective - - -- End + 0- 400 Ire 400 800 1200 1600 2000 2400 2800 P, psf Client: Project: Wild Goose Gas Storage Location: #1=BH15 S! 0 1.5', #2= BH15 S1 0 1.5', #3=BH16 S1 ® 2.5' File: 4074-1D Project No.: 4074.1 Page 2/2 Fig. No. 2000 w L I 1600 N N v L 1200 L +- N a, cn a o L 800 a o N O N Q) > 400 U N 0 X W 0 i 2000 m L I 1600 N N a� L 1200 L •' N v in a o L 800 a ° N O N a� > 400 U a X W 0 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 15%. 20% 5% 10% 15% 20% 1200 Stress Path legend: Total Effective - - -- End + 0- 400 Ire 400 800 1200 1600 2000 2400 2800 P, psf Client: Project: Wild Goose Gas Storage Location: #1=BH15 S! 0 1.5', #2= BH15 S1 0 1.5', #3=BH16 S1 ® 2.5' File: 4074-1D Project No.: 4074.1 Page 2/2 Fig. No. TRIAXIAL COMPRESSION TEST 5-02-1997 CU with pore pressures 10:58 am ------------------------------------------------------------------------------ Project Data kroject No.: 4074.1 Date: 4-23-97 Client: roject: Wild Goose Gas Storage ample location: #1=BH15 S! @ 1.51, Sample description: Olive brown lean Iemarks: Fig No. Data file: 4074-1D #2= BH15 S1 @ 1.51; #3=BH16 S1 @ 2.5' CLAY - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Sample No. 1 Data After Test 40.2 ------------------------------------------------------------------------------- ' Test Data Deformation dial constant= 0.001 in per input unit �rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit Crossover reading for secondary load ring= 0 input units train rate, %/min = 0.140 onsolidation Cell pressure = 51.74 psi = 7450.56 psf onsolidation back pressure = 50 psi = 7200- psf Consolidation effective confining stress = 250.56 psf Ireak deviator stress = 640.98 psf at reading no. it ilt. deviator stress = Type of sample: Undisturbed Def. Load Load Specific Gravity= 2.89 LL= PL= PI= P psf Sample Parameters Before Test At Testing ' Diameter, in Height change, in 2.88 2.87 0.01 % Height, in 5.73 5.72 1:3 Weight, grams 1098.4 Moisture, % 40.1 40.2 ' Wet density, pcf 112.1 112.8 psf Dry density, pcf 80.0 80.4 Saturation, % 96.3 97.6 0.0 Void ratio 1.146 1.134 After Test 40.2 ------------------------------------------------------------------------------- ' Test Data Deformation dial constant= 0.001 in per input unit �rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit Crossover reading for secondary load ring= 0 input units train rate, %/min = 0.140 onsolidation Cell pressure = 51.74 psi = 7450.56 psf onsolidation back pressure = 50 psi = 7200- psf Consolidation effective confining stress = 250.56 psf Ireak deviator stress = 640.98 psf at reading no. it ilt. deviator stress = Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf �o. Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi '0 0.0 0.000 10.10 0.0 0.0 0 251 251 1.00 50.0 251 0 1 5.7 0.006 16.80 6.7 0.1 148 217 366 1.68 50.2 292 74 2 11.4 0.011 21.30 11.2 0.2 248 190 438 2.30 50.4 314 124 3 17.2 0.017 24.50 14.4 0.3 318 170 488 2.87 50.6 329 159 4 22.9 0.023 26.60 16.5 0.4 365 156 520 3.34 50.7 338 182 5 28.6 0.029 28.60 18.5 0.5 408 138 547 3.95 50.8 342 204 6 57.2 0.057 33.30 23.2 1.0 509 128 638 4.98 50.9 383 255 ' ANDERSON CONSULTING GROUP o psf 283 298 " 308 312 320 320 317 . Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. ' Units , Units psf psf psf Ratio psi 7 - 85.8 0.086 36.00 25.9 1.5 566 125 691 5.52 50.9 408 8 114.4 0.114 37.50 27.4 2.0 596 130 725 5.60 50.8 427 9 143.0 � 0.143 38.60 28.5 2.5 616 137 753 5.51 50.8 44 S 0 171.6 0.172 39.10 29.0 3.0 624 143 767 5.38 50.8 45 5 11 228.8 0.229 40.20 30.1 4.0 641 161 802 4.97 50.6 48 2 �2 286.0 0.286 40.50 '30.4 5.0 641 176 816 4.65 50.5 49 6 13 343.2 0.343 40.50 30.4 6.0 634 196 830 4.24 50.4 51 3 14 400.4 0.400 40.60 30.5 7.0 629 200 829 4.14 50.4 515 15 457.6 0.458 40.90 30.8 8.0 629 200 829 4.14 50.4 514 6 514.8 � 0.515 40.80 30.7 9.0 620 200 820 4.10 50.4 51 17 572.0 0.572 40.80 30.7" 10.0 613 213 826 3.88 50.3 52 18 629.2 0.629 41.20 31.1 11.0 614 217 831 3.82 50.2 52 19 686.4 0.686 41.80 31.7 12.0 619 225 843 3.75 50.2 53 0 743.6 0.744 42.20 32.1 13.0 619 225 844 3.76 50.2 53 21 800.8 0.801 42.90 32.8 14.0 626 230 856 3.72 50.1 54 �2 858.0 0.858 43.30 33.2 15.0 626 236 862 3.65 50.1 54 1 315 314 0 310 0 306 4 307 4 309 4 310 3 313 9 313 ' ANDERSON CONSULTING GROUP Project Data reject No.: 4074.1 Date: 4-23-97 Data file: 4074-1D Client: roject: Wild Goose Gas Storage ample location: #1=BH15 S! @ 1.51,.#2= BH15 S1 @ 1.51, #3=BH16 S1 @ 2.5' Sample description: Olive brown lean CLAY �emarks: Fig No. ------------------------------------------------------------------------------- ISample No. 2 Data Type of sample: Undisturbed Load Load Strain Deviator Specific Gravity= 2.89 LL= TRIAXIAL COMPRESSION TEST 5-01-1997 Sample Parameters Before CU with pore pressures 8:59. am Project Data reject No.: 4074.1 Date: 4-23-97 Data file: 4074-1D Client: roject: Wild Goose Gas Storage ample location: #1=BH15 S! @ 1.51,.#2= BH15 S1 @ 1.51, #3=BH16 S1 @ 2.5' Sample description: Olive brown lean CLAY �emarks: Fig No. ------------------------------------------------------------------------------- ISample No. 2 Data -----------------------------------------------------=------------------------- Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units train rate, %/min = 0.138 onsolidation cell pressure = 53.5 psi = 7704 psf onsolidation back pressure = 50 psi = 7200 psf Consolidation effective confining stress = 504 psf 1eak deviator stress = 861.81 psf at reading no. 13 lt. deviator stress = Def. Type of sample: Undisturbed Load Load Strain Deviator Specific Gravity= 2.89 LL= PL= PI= 0 psf Sample Parameters Before Test At Testing After Test ' Diameter, in Height change, in 2.88 2.83 0.10 Minor Height, in 5.62 5.52 Weight, grams 1082.0 Units Moisture, % 37.1 37.6 37.6 ' Wet density, pcf 112.6 119.2 Dry density, pcf 82.1 86.7 10.50 Saturation, % 89.6 100.4 504 Void ratio 1.198 1.082 -----------------------------------------------------=------------------------- Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units train rate, %/min = 0.138 onsolidation cell pressure = 53.5 psi = 7704 psf onsolidation back pressure = 50 psi = 7200 psf Consolidation effective confining stress = 504 psf 1eak deviator stress = 861.81 psf at reading no. 13 lt. deviator stress = Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf �o. Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi '0 0.0 0.000 10.50 0.0 0.0 0 504 504 1.00 50.0 504 0 1 5.5 0.006 21.70 11.2 0.1 256 374 631 1.68 50.9 503 128 2 11.0 0.011 28.00 17.5 0.2 400 288 688 2.39 51.5 488 200 16.6 0.017 31.80 21.3 0.3 487 259 746 2.88 51.7 503 243 '3 4 22.1 0.022 35.30 24.8 0.4 566 245 811 3.31 51.8 528 283 5 27.6 0.028 37.30 26.8 0.5 611 216 827 ,3.83 52.0 522 306 6 55.2 0.055 41.70 31.2 1.0 708 187 895 4.78 52.2 541 354 ' ANDERSON CONSULTING GROUP 10. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. ' Units Units psf psf psf Ratio psi 7 _ 82.8 0.083 44.10 33.6 1.5 759 173 931 5.39 52.3 552 379 8 110.4 0.110 45.60 35.1 2.0 788 158 947 5.98 52.4 553 394 9 138.0 0.138 46.60 36.1 2.5 807 144 951 6.60 52.5 547 403 10 - 165.6 0.166 47.60 37.1 3.0 825 158 983 6.21 52.4 571 412 11 220.8 0.221 49.10 38.6 4.0 849 158 1008 6.36 52.4 583 425 12. 276.0 0.276 49.80 39.3 5.0 856 187 1043 5.57 52.2 615 428 13 331.2 0.331 50.50 40.0 6.0 862 187 1049 5.60 52.2 618 431 14 386.4 0.386 50.80 40.3 7.0 859 230 1089 4.73 51.9 660 430 15 441.6 0.442 51.10 40.6 8.0 856 245 1101 4.50 51.8 673 428 '16 496.8 0.497 51.30 40.8 9.0 851 245 1096 4.48 51.8 670 425 17 607.2 0.607 51.90 41.4 11.0 845 274 1118 4.09 51.6 696 422 18 662.4 0.662 51.50 41.0 12.0 827 274 1101 4.02 51.6 687 413 ,19 717.6 0.718 51.60 41.1 13.0 820 259 1079 4.16 51.7 669 410 20 772.8 0.773 51.60 41.1 14.0 810 274 1084 3.96 51.6 679 405 21 828.0 0.828 51.70 41.2 15.0 803 302 1105 3.65 51.4 704 401 1 ' ANDERSON CONSULTING GROUP TRIAXIAL COMPRESSION TEST 5-01-1997 CU.with pore pressures; ,8:59 am ---------------------- --- 7 ---- ---- ---------------------- ` ----------_-_---_--------- Project Data groject No.: 4074.1 f'Date: 4-2347 Data file: 4074-1D Client: . A. roject: Wild Goose Gas Storage " ample location: #1=BH15 S!-@ 1.51, #2= BH15 S1 @ 1.51, #3=BH16 S1 @ 2.5' Sample description:' Olive brown lean CLAY ' �emarks : i - r , ,• Fig No. ---------------- --------- ------------------------------------------------------ Sample No. 3 Data " Type of sample: Undisturbed Specific Gravity= 2.89 LL= PL=' PI= - j Sample Parameters Before Test At Testing After Test_ Diameter, in 2.88 2.81 ' Height change, in. 0.14 Height, in 6.27 6.13 !Weight, grams, i270.7 t ' Moisture; % 28.0 28.9 28.9 Wet density, `•pcf 1`18. 5 127.8 Dry.density,`pcf 92.6 99:`1 Saturation, %85.3 101.9 ' void ratio 0.948 0.820 f' } - - - - - - - - - - - - ----------- .7 ------ ----------------- - - - - 7--------------7---- ------------------ ----------- Test --------- Test Data, Deformation dial constant= 0.001 in per input unit rimary load ring constant= .1 lbs. per input unit ; econdary-load ring constant= 0.lbs. per input'unit rossover reading for secondary load ring= 0 input units ttrain rate, %/min = 0.135 onsolidation cell pressure = '46.94 -psi = 6759.36 psf onsolidation back pressure = 40 psi = 5760,. -psf Consolidationffective confining stress = 999.36 psf eak"deviator tress = 1679.54 psf-at reading no. 22 Jlt. deviator stress = s o: Def. Def. load _Load Strain Deviator' Effective Stresses Pore P, psf 0 psf Dial in -Dial lbs. % Stress Minor Major 1:3 Pres. ' Units. Units psf` psf psf Ratio psi '0 - 0.0 0.000 9.20 0.0 0.0 0 X999 999 1.00 40.0 999 0 1 5.0 0.005 18.70 9.5 0.1 220 884 1104 1.25• 40.8. 994 110 2 f 10.0 0.010 28.00 18.8 0.2 434 783 1218 1.55 41.5 1001 217 3 '15.0 0.015 33.40 24.2 0.2 559 711 1270 1.79 42.0 991 279 4 20.0, 0.020 .37.40 28.2 0.3 650 683 1333 1.95 42.2 ;1008 325 5 25.0 0.025 40.40 31.2 0.4 719 654 1373 2.10 42.4 - 1013 359 6 30.0 0.030 43.00 33.8, 0.5 778 625 1403 2.25 42.6 1014 389 ANDERSON-CONSULTING•GROUP ..Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf, psf psf Ratio psi 7 35.0 0.035 45.20 36.0 0.6 828 611 1439 2.36 42.7 1025 414 50.0 0.050 50.50 41.3 0.8 .948 539 1486 2.76 43.2 1012 474 18 9 75.0 0.075 57.30 48.1 1.2 1099 495 1595 3.22 43.5 1045 550 0 -100.0 0.100 62.30 53.1 1.6 1209 481 1690 3.51 43.6 1085 604 11 150.0 0.150 68.80 59.6 2.4 1345 467 1812 3.88 43.7 1139 673 200.0 0.200 72y.90 63.7 3.3 1426 481 1907 3.96 43.6 1194 713 12. 13 250.0 0.250 73.20 66.0 4.1 1465 495" 1960 3.96 43.5 1228 732 14 300.0 0.300 77440 68.2 4.9 1501 495- 1996 4.03 43.5 1246 750 15 400.0 0.400 80.70 71.5 6.5 1546 495 2042 4.12 43.5 1269 773 6 500.0 0.500 83.50 74.3 8.2 1579 524 2103 4.01 43.3 1314 789 7 550.0 0.550 84.80 75.6 9.0 1592 539 2131 3.96 43.2 1335 796 600.0 0.600 86.30 77.1 9.8 1609 524 2133 4.07 43.3 1329 805 j18 9 700.0. 0.700 88.80 79.6 11.4 1631 553 2184 3.95 43.1 1369 816 0 800.0 0.800 91.20 82.0 13.1 1650 582 2231 3.84 42.9 1407 825 21 900.0 0.900 93.90 84.7 14.7 1672 582 2254 3.87 42.9. 1418 836 2 950.0 0.950 .95.10 85.9 15.5 1680 582 2261 3.89 42.9 1422 840 r . r r - i� ANDERSON CONSULTING GROUP froject No.: 4074.1 Date: Client: Wild Goose Storage 1 roject: Wild Goose Storage ample location: BH 20, L2 Sample description: Silt Iemarks: Fig No. TRIAXIAL COMPRESSION TEST 5-01-1997 CU with pore pressures 12:27 pm Project Data 1 May 1997 Data file: 4074-1F Facility at 6 ft. ----------------------------------------------------------------------------- Sample No. 1 Data Type of sample: Liner Specific Gravity= 2.65 Sample Parameters r` Diameter, in Height change, in Height, in Weight, grams, Moisture; % Wet density, pcf Dry density, pcf Saturation, Void ratio LL= PL= PI= Before Test At Testing 2.38 2.38 Pore -0.02 5.38 5.40 787.4 in 21.5, 24.1 126.0 127.2 103.7 102.5 95.6 103.9 0.596 0.613 After Test 24.1 ---------------------------------------- --------------------------------------- �, Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit secondary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units to rain rate, %/min = 0.140 nsolidation cell pressure = 52.8 psi = 7603.2 psf nsolidation back pressure = 50 psi = 7200 psf Consolidation effective confining stress = 403.2 psf 1eak deviator stress = 5612.95 psf at reading no. 20 1t. deviator stress = Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 1 0 0.0 0.000 .10:30 0.0 0.0 0 403 403 1.00 50.0 403 0 1 5.4 0.005 24.80 14.5 0.1 467 302 770 2.55. 50.7 536. 234 2 10.8 0.011 32.40 22.1 0.2 712 230 942 4.09 51.2 586 356 3 16.2 0.016 36.50 26.2 0.3 843 202 1044 5.18 51.4 623 421 4 21.6 0.022 40.10 29.8 0.4 958 173 1130 6.54 51.6 652 479 5 27.0 0.027 43.60 33.3 0.5 1069 144 1213 8.42 51.8 679 535 6 54.0 0.054 64.50 .54.2 1.0 1731 130 1861 14.36 51.9 995 866 ANDERSON CONSULTING GROUP Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf a psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres.. Units Units psf psf psf Ratio psi 7 81.0 0.081 75.60 65.3 1.5 2075 158 2234 14.10 51.7 1196 1038 r, 8 108.0 0.108 90.60 80.3 2.0 2539 216 2755 12.75 51.3 1485 1269 ' 9 135.0 0.135 102.20 91.9 2.5 2891 •288 3179 11.04 50.8 1733 1445 10 7162.0 0.162 112.70 102.4 3.0 3205 403 3608 8.95 50.0 2006 1602 11 216.0 0.216 128.70 118.4 4.0 3667 619 4286 6.92 48.5 2453 1834 2 270.0 0.270 139.90 129.6 5.0 3972 850 4822 5.68 46.9 2836 1986 3 337.0 0.337 151.90 141.6 6.2 4283 1080 5363 4.97 45.3 3222 2142 14 378.0 0.378 158.50 148.2 7.0 4447 1210 5656 4.68 44.4 3433 2223 11 15 450.0 0.450 169.70 159.4 8.3 4714 1440 6154 4.27 42.8 3797 2357 s 6 540.0 0.540 181.80 171.5 10.0 4980 1656 6636 4.01 41.3 4146 2490 7 594.0 0.594 188.90 178.6 11.0 5128 1800 6928 3.85 40.3 4364 2564 18 665.0 0.665 197.70 187.4 12.3 5301 1944 7245 3.73 39.3 4595 2651 9 702.0 0.702 202.10 191.8 13.0 5383 2030 7414 3.65 38.7 4722 2692 0 810.0 0.810 215.00 204.7 15.0 5613 2246 • 7859 3.50 37.2 5053 2806 ' ANDERSON CONSULTING GROUP TRIAXIAL COMPRESSION TEST 5-01-1997 CU with pore pressures 1:01 pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit. W rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit 'rossover reading for secondary load ring= 0 input units' retrain rate, %/min = 0.140 onsolidation cell pressure = 56.9 psi = 8193.6 psf. onsolidation back pressure = 50 psi = 7200 psf Consolidation effective confining stress = 993.6 psf .19 eak deviator stress = 5312.28 psf at reading no. 22 lt. deviator stress = o. Def. Project Data Project No.: 4074..1 Date: 1 May 1997 Data file: 4074-1G Client: Wild Goose Storage Pore P psf r.oject: Wild Goose Storage Facility Dial ample location: BH20, L4 at 16 ft. lbs. Sample description: Sandy Silt Stress Minor emarks: Fig No. 1:3 Pres. ------------------------------------------------------------------------------- Sample No. 1 Data Type of sample: Liner psf Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Before Test At Testing After Test Diameter, in 2.38 2.39 ,i Height change, in 0.0 -0.04 Height, in 5.08 5.12 Weight, grams 763.0 994- Moisture, % 22.4 25.0 25.0 Wet density, pcf 129.2 128.9 Dry density, pcf 105.5 103.1 Saturation, % 104.5 109.6 Void ratio 0.568 0.605 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit. W rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit 'rossover reading for secondary load ring= 0 input units' retrain rate, %/min = 0.140 onsolidation cell pressure = 56.9 psi = 8193.6 psf. onsolidation back pressure = 50 psi = 7200 psf Consolidation effective confining stress = 993.6 psf .19 eak deviator stress = 5312.28 psf at reading no. 22 lt. deviator stress = o. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 11.20 0.0 0.0 0 994 994 1.00 50.0 994- 0 1 5.1 0.005 31.36 20.1 0.1 643 734 1377 1.87 51.8 1056, 321 2 10.2 0.010 40.50 29.3 0.2 936 590 1526 2.58 52.8 1058 468 3 15.4 0.015 46.90 35.7 0.3 1139 490 .1629 3.33 53.5 1059 569 ' 4 20.5 0.021 51.80 40.6 0.4 1294 432 1726 4.00 53.9 1079 647 5 25.6 0.026 56.30 45.1 0.5 1436 374 1810 4.84 54.3 1092 718 6 51.2 0.051 74.60 '63.4 1.0 2009 245 2253 9.20 55.2 1249 '1004 ANDERSON CONSULTING GROUP . Def. Def. Load Load Strain Deviator Effective Stresses, Pore P psf D psf Dial - in Dial "lbs. X. Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 7 76.8 0.077 87.90 76.7 1.5 2418 230 2648 11.49 55.3 1439 1209 8 102.4 0.102 100.00 88.8 2.0 2785 274 3058 11.18 55.0 1666 1392 9 128.0 0.128 110.30 99.1 2.5 3092 331 3423 10.34 54.6 1877 1546 0 _153.6 0.154 119.50 108.3 3.0 3362 418 3779 9.05 54_0 2098 1681 11 204.8 0.205 134.00 122.8 4.0 3772 619 4392 7.09 52.6 2505 1886 2. 256.0 0.256 147.00 135.8 5.0 4128 821 4949 6.03 51.2 2885 2064 3 307.2 0.307 155.00 143.8 6.0 4326 965 5290 5.48 50.2 3128 .2163 14 358.4 0.358 163.00 151.8 7.0' 4518 1109 5626 5.07 49.2 3368 2259 15 421.0 0.421 171.00 159.8 8.2 4693 1296 5989 4.62 47.9 3643 2347 6 .460.8 0:461 175.60 164.4 9.0 4787 1397 6184 4.43 47.2 3791 2394 1 1, 4 17 512:0 0.512 .181.30 170.1 10.0 4899 1512 6411 4.24 46.4. 3961 2449 ,18 563.2 0.563 .187.00 175.8 11.0 5007 1642 6648 4.05 45.5 4145 2503 9 614.4 0.614 191.80 180.6 12.0 5086 1742 6828 3.92 44.8 4285 .2543 0 665.6 0.666 197.20 186.0 13.0 5178 1872 7050 3.77 43.9 4461 2589', 21 716.8 0.717 201.60 190.4 14.0 5240 1958 7198 3.68 43.3 4578 2620 22 768.0 0.768 206.50 195.3 15.0 5312 2059 7371 3.58 42.6 4715 2656 �I r +'lT i - • s� r, 1 + ANDERSON CONSULTING GROUP i ti i 11 D 1 10800 7200 3600 [!1 TRIAXIAL SHEAR TEST REPORT MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 932 psf 849 psf Friction angle, = 44.9 deg 29.9 deg Tongentt = 1.00 0.58 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1 -BH -2, L3(2), #2 -BH -2 1_30) ® 16', #3=BH-2,L4(1) ® 21' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP Height Strain rate in % min. 5.44 0.1600 5.74 0.1600 5.00 0.1600 MATERIAL DESCRIPTION Dark yellowish brown sandy SILT LL= P1= DATE: 4-22-97 File: 4074-1C REMARKS: Estimated Specific Gravity Proj. No.: 4074.1 Page 1/2 Fig. No 0 3600 7200 10800 14400 18000 21600 Dry Dens. pcf Satur- at ion Total Normal Stress, psf Diameter in 1 29.0 96.2 98.1 % Effective Normal Stress, psf -- - 2 Type of Test: CU with pore pressures Sample Type: undisturbed 3 20.8 112.9 FLUID PRESS. psi PRINCIPAL STRESSES MAX. STRENGTH psf ULT. STRENGTH psf AT FAILURE osf No. 2.36 Cell Back Deviator Pore Deviator Pore 6, 63 1 33.5 30 7369 2592 9601 2232 2 47 40 8732 3859 11641 2909 3 63.9 50 14250 3514 1 19938 5688 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 932 psf 849 psf Friction angle, = 44.9 deg 29.9 deg Tongentt = 1.00 0.58 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1 -BH -2, L3(2), #2 -BH -2 1_30) ® 16', #3=BH-2,L4(1) ® 21' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP Height Strain rate in % min. 5.44 0.1600 5.74 0.1600 5.00 0.1600 MATERIAL DESCRIPTION Dark yellowish brown sandy SILT LL= P1= DATE: 4-22-97 File: 4074-1C REMARKS: Estimated Specific Gravity Proj. No.: 4074.1 Page 1/2 Fig. No CONSOLIDATED SAMPLE PARAMETERS No. % Water Content Dry Dens. pcf Satur- at ion Void Ratio Diameter in 1 29.0 96.2 98.1 % 0.8371 2.37 2 29.4 96.4 99.7 % 0.8335 2.37 3 20.8 112.9 104.3 % 0.5644 2.36 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strength intercept, c= 932 psf 849 psf Friction angle, = 44.9 deg 29.9 deg Tongentt = 1.00 0.58 CLIENT: PROJECT: Wild Goose Gas Storage LOCATION: #1 -BH -2, L3(2), #2 -BH -2 1_30) ® 16', #3=BH-2,L4(1) ® 21' TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP Height Strain rate in % min. 5.44 0.1600 5.74 0.1600 5.00 0.1600 MATERIAL DESCRIPTION Dark yellowish brown sandy SILT LL= P1= DATE: 4-22-97 File: 4074-1C REMARKS: Estimated Specific Gravity Proj. No.: 4074.1 Page 1/2 Fig. No i i 16000 12000 m V) � 8000 o � a o 4000 a o � o m v > 0 U o 0 X W -4000 i 16000 o I 12000 3 M m aNi 8000 r N W UI a. ` L 4000 0 a 0 r to 0 N m > 0 U � 0 X W -4000 m a 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 15% 20% mann Stress Path legend: Total Effective ---- End + 7200 0- 3600 • 3600 7200 10800 14400 18000 21600 25200 P, psf Client: Project: Wild Goose Gas Storage Location: #1 -BH -2, L3(2), #2 -BH -2 L3(1) 0 16', #3=BH-2,L4(1) ® 21' File: 4074-1C Project No.: 4074.1 Page 2/2 Fig. No. TRIAXIAL COMPRESSION TEST 5-01-1997 CU with pore pressures 8:58 am ---------------------- Project Data roject No.: 4074.1 Date: 4-22-97 Data file: 4.074-1C Client: roject: Wild Goose Gas Storage ample location: #1 -BH -2,, L3(2), #2 -BH -2 L3(1) @ 161, #3=BH-2,L4(1) @ 21' Sample description: Dark yellowish brown sandy SILT emarks: Estimated Specific Gravity Fig No. ----------------------------------------------------- Sample No. 1 Data ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units train rate, %/min = 0.160 onsolidation cell pressure = '33.5 psi = 4824 psf Ionsolidation back pressure = 30 psi = 4320 psf Consolidation effective confining stress = 504 psf eak deviator stress = 7368.56 psf at reading no. 24 lt. deviator stress = Def. Type of sample: undisturbed `Load Load Strain Deviator Specific Gravity= 2.83 LL= PL= PI= 0 psf Sample Parameters Before Test At Testing .After Test in Diameter, in Height change, in 2.38 2.37 0.01 ` Height, in 5.45 5.44 Pres: Weight, grams 779.6 Units Moisture, % 28.4 29.0 29.0 Wet density, pcf 123.0 124.1 Ratio Dry density, pcf 95.8 96.2 0 Saturation, % 95.2 98.1 0.0 Void ratio 0.844 0.837 504 1.00 30.0 504 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units train rate, %/min = 0.160 onsolidation cell pressure = '33.5 psi = 4824 psf Ionsolidation back pressure = 30 psi = 4320 psf Consolidation effective confining stress = 504 psf eak deviator stress = 7368.56 psf at reading no. 24 lt. deviator stress = Def. Def. `Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres: Units Units psf psf psf Ratio psi 0 0.0 0.000 6.60 0.0 0.0 0 504 504 1.00 30.0 504 0 1 5.0 0.005 22.80 16.2 0.1 527 187715 3.82 32.2 451 264 2 10.0 0.010 27.30 20.7 0.2 673 158 832 5.25 32.4 495 337 20.0 0.020. 35.50 28.9 0.4 938 144 1082 7.52 32.5 613 469 #3 .4 25.0 0.025 37.00 30.4 0.5 986 144 1130 7.85 32.5 637 493 5- 30.0 0.030 40.20 33.6 0.6 1089 144 1233 8.56 32.5 688 544 6 35.0 0.035 43.70 37.1 0.6 1201 144 1345 9.34 32.5 . 745 601 ANDERSON CONSULTING GROUP 1. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf J. ANDERSON CONSULTING GROUP Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 11 7 40.0 0.040 46.70 40.1 0.7 1297 144 1441 10.01 32.5 792 648 8 50.0 0.050 52.90 46.3 0.9 1495 158 1653 10.44 32.4 906 747 9 100.0 0.100 84.70 78.1 1.8 2498 288 2786 9.67 31.5 1537 1249 ,_ 0 .150.0 0.150 117.00 110.4 2.8 3498 475 3973 8.36 30.2 2224 1749 11 200.0 0.200 148.70 142.1 3.7 4460 691 5151 7.45 28.7 2921 • 2230 250.0 0.250 177.10 170.5 4.6 5300 950 6251 6.58 26.9 3600 2650 '12. 3 300.0 0.300 200.60 194.0 5.5 5973 1195 7168 6.00 25.2 4182 2986 14 350.0 0.350 218.80 212.2 6.4 6469 1440 7909 5.49 23.5 4675 .3235 400.0 0.400 232.70 226.1 7.3 6826 1656 8482 5.12 22.0 5069 3413 115 6 450.0 0.450 242.30 235.7 8.3 7045 1829 8874 4.85 20.8 5351 3522 <- 7 500.0 0.500 247.90 241.3 9.2 7140 1958 9098 4.65 19.9 5528 3570 ,18 550.0 0.550 252.80 246.2 10.1 7211 2030 9242 4.55 19.4 5636 3606 19 600.0 0.600 255.50 248.9 11.0 7216 2074 9289 4.48 19.1 5682 3608 0 650.0 0.650 258.70 252.1 11.9 7233 2102 9336 4.44 18.9 5719 3617 21 700.0 0.700 262.60 256.0 12.9 7268 2131 9400 4.41 18.7 5765 3634 2 750.0 0.750 265.60 259.0 13.8 7276 2160 9436 4.37 18.5 5798. 3638 3 800.0 0.800 270.10 263.5 14.7 7324 2189 9512 4.35 18.3 5851 3662 24 850.0 0.850 274.60 268.0 15.6 7369 2232 9601 4.30 18.0 5916 3684 J. ANDERSON CONSULTING GROUP r Before Test Diameter, in 5-01-1997 Height change, in TRIAXIAL COMPRESSION TEST 5.75 CU with ---------- pore pressures 8:58 am Project Data troject No.: 4074.1 Date: 4-22-97 Data file: 4074-1C Client: roject: Wild Goose Gas Storage ample location: #1 -BH -2, L3(2), #2 -BH -2 L3(1) @ 161, #3=BH-2,L4(1) @ 21' Sample description: Dark yellowish brown sandy SILT emarks: Estimated Specific Gravity Fig No. ------------------------------------------------------------------------------- Sample No. 2 Data Type of sample: undisturbed Specific Gravity= 2.83 LL= PL= PI= Sample Parameters Before Test Diameter, in 2.38 Height change, in Effective Stresses Height, in 5.75 Weight, grams 822.0- 22.0Moisture, Moisture,% 28.1 Wet density, pcf 122.9 Dry density, pcf 96.0 Saturation, % 94.6 Void ratio 0.841 At Testing 2.37 0.01 5.74 29.4 124.7 96.4 99.7 0.834 After Test 29.4 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units train rate, %/min = 0.160 onsolidation cell pressure = 47 psi = 6768 psf onsolidation back pressure = 40 psi 5760 psf Consolidation effective confining stress = 1008 psf eak deviator stress = 8732.41 psf at reading no. 27 lt. deviator stress = o. Def. Def. Load- Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 9.20 0.0 0.0 0 1008 1008 1.00 40.0 1008 0 1 5.0 0.005 22.70 13.5 0.1 440 734 1174 1.60 41.9 954 220 2 10.0 0.010 0 19.3 0.2 628 662 1290 1.95 42.4 976 314 3 15.0 0.015 t5'tS0 27.3 0.3 888 590 1478 2.50 42.9 1034 444 4 20.0 0.020 41.80 32.6 0.3 1059 547 1606 2.94 43.2 1077 529 5 25.0 0.025 46.10 36.9 0.4 1198 504 1702 3.38 43.5 1103 599 6 30.0 0.030 50.00 40.8 0.5 1323 490 1813 3.70 43.6 1151 661 ANDERSON CONSULTING GROUP . Def. Def. Load Load Strain Deviator Dial in Dial Lbs. % Stress Units Units psf 14, 7 .35.0 0.035 53.70 44.5 0.6 8 40.0 0.040 57.50 48.3 0.7 119 45.0 0.045 61.00 51.8 0.8 0 - 50.0 0.050 64.70 55.5 0.9 1 100.0 0.100 104.00 94.8 1.7 2 130.0 0.130 151.50 142.3 2.3 3 200.0 0.200 197.80 188.6 3.5 14 250.0 0.250 232.60 223.4 4.4 ,5 300.0 0.300 257.40 248.2 5.2 &1 6 350.0 0.350 273.50 264.3 6.1 17 400.0 0.400 282.90 273.7 7.0 118 450.0 0.450 286.50 277.3 7.8 9 �7 500.0 0.500 290.00 280.8 8.7 0 550.0 0.550 296.50 287.3 9.6 21 600.0 0.600 298.90 289.7 10.4 2 650.0 0.650 302.70 293.5 11.3 3 700.0 0.700 306.90 297.7 12.2 24 750.0 0.750 311.40 302.2 13.1 25 800.0 0.800 317.20 308.0 13.9 6 850.0 0.850 322.30 313.1 14.8 7 900.0 0.900 326.90 317.7 15.7 1 Q e 1442 1563 1675 1793 3036 4533 5933 6965 7667 8090 8300 8330 8356 8468 8456 8484 8521 8564 8641 8695 8732 Effective Stresses Pore Minor Major 1:3 Pres. psf psf Ratio psi 475 1917 4.03 43.7 '475 2039 4.29 43.7 475 2150 4.53 43.7 490 2283 4.66 43.6 605 3641 6.02 42.8 835 5369 6.43 41.2 1008 6941 6.89 40.0 1526 8491 5.56 36.4 1901 9568 5.03 33.8 2189 10279 4.70 31.8 2405 10705 .4.45 30.3 2506 10836 4.32 29.6 2549 10905 4.28 29.3 2635 11103 4.21 28.7 2678 11135 4.16 28.4 2707 11191 4.13 28.2 2750 11271 4.10 27.9_ 2779. 11343 4.08 27.7 2822 11463 4.06 27.4 2851 11546 4.05 27.2 2909 11641 4.00 26.8 P psf 0 psf 1196 721 1257 782 1313 838 1386 897 2123 1518 3102 2267 3975 2967 5009 3482 5735 3834 6234 4045 6555 4150 6671 4165 6727 4178 6869 4234 6906" 4228 6949 4242 7011 4260 7061 4282 7143 4320 7199 4347 7275 4366 ANDERSON CONSULTING GROUP Project Data roject No.: 4074.1 Date: 4-22-97 Data file: 4074-1C Client: roject: Wild Goose Gas Storage ample location: #1 -BH -2, L3(2), #2 -BH -2 L3(1) @ 16', #3=BH-2,L4(1) @ 21' Sample description: Dark yellowish brown sandy SILT Iemarks: Estimated Specific Gravity Fig No. ------------------------------------------------------------------------------- Sample No. 3 Data Type of sample: undisturbed Specific Gravity= 2.83 LL= PL= PI= Sample Parameters Before Test At'Testin After Test P g Diameter, in 2.36 2.36 Height change, in 0.00 Height, in 5.00 5.00 Weight, grams 772.4 Moisture, % 19.3 20.8 20.8 Wet density, pcf 134.5 136.4 Dry density, pcf 112.7 112.9 Saturation, % 96.5 104.3 Void ratio 0.567 0.564 ------------------------------------------------------------------------------- .. Test Data Deformation d al-�•'constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit • rossover reading for secondary load ring= 0 input units Strain rate, %/min = 0.160 consolidation cell pressure = 63.9 psi- = 9201.6 psf onsolidation back pressure = 50 psi - 7200 psf Consolidation effective confining stress = 2001.6 psf -Consolidation deviator stress = % 14249.6671751 psf at reading no. 22 lt. deviator stress = Def. Def. COMPRESSION TEST 5-01-1997 Strain Deviator TRIAXIAL Pore P psf CU with pore pressures 8:59 am Project Data roject No.: 4074.1 Date: 4-22-97 Data file: 4074-1C Client: roject: Wild Goose Gas Storage ample location: #1 -BH -2, L3(2), #2 -BH -2 L3(1) @ 16', #3=BH-2,L4(1) @ 21' Sample description: Dark yellowish brown sandy SILT Iemarks: Estimated Specific Gravity Fig No. ------------------------------------------------------------------------------- Sample No. 3 Data Type of sample: undisturbed Specific Gravity= 2.83 LL= PL= PI= Sample Parameters Before Test At'Testin After Test P g Diameter, in 2.36 2.36 Height change, in 0.00 Height, in 5.00 5.00 Weight, grams 772.4 Moisture, % 19.3 20.8 20.8 Wet density, pcf 134.5 136.4 Dry density, pcf 112.7 112.9 Saturation, % 96.5 104.3 Void ratio 0.567 0.564 ------------------------------------------------------------------------------- .. Test Data Deformation d al-�•'constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit • rossover reading for secondary load ring= 0 input units Strain rate, %/min = 0.160 consolidation cell pressure = 63.9 psi- = 9201.6 psf onsolidation back pressure = 50 psi - 7200 psf Consolidation effective confining stress = 2001.6 psf -Consolidation deviator stress = % 14249.6671751 psf at reading no. 22 lt. deviator stress = Def. Def. N. Load Load Strain Deviator Effective Stresses Pore P psf D psf to. Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 12.50 0.0 0.0 0 2002 2002 1.00 50.0 2002 0 1 5.0 0.005 50.00 37.5 0.1 1235 1627 2862 1.76 52.6 2245 617 2 10.0 0.010 66.30 53.8 0.2 1770 1397 3166 2.27 54.2 2282 885 3 15.0 0.015 80.00 67.5 0.3 2218 1282 3500 2.73 55.0 2391 1109 4 20.0 0.020 92.20 79.7 0.4 2616 1210 3826 3.16 55.5 2518 1308 5 25.0 0.025 103.50 91.0 0.5 2984 1152 4136 3.59 55.9 2644 '1492 6 50.0 0.050 153.20 140.7 1.0 4591 1138 5728 5.04 56:0 3433 2295 ANDERSON CONSULTING GROUP 1 Def. Def. Load Load Strain Deviator DiaC in Dial lbs. % Stress Units Units , psf 7 .75.0 0.075 195.30 182.8 1.5 5934 8 100.0 0.100 231.50 219.0 2.0 7074 9 125.0 0.125 265.00 252.5 2.5 8114 0 350.0 0.150 288.00 275.5 3.0 8808 11 200.0 0.200 331.00 318.5 4.0 10077 2. 250.0 0.250 361.40 348.9 5.0 10924 3 300.0 0.300 387.00 374.5 6.0 11602 14 350.0 0.350 409.00 396.5 7.0 12153 5 400.0 0.400 428.00 415.5 8.0 12598 6 450.0 0.450 445:80 433.3 9.0 12995 7 500.0 0.500 460.90 448.4 10.0 13300 18 550.0 0.550 474.70 462.2 11.0 13557 9 600.0 0.600 488.00 4-75.5 12.0 13790 0 650.0 0.650 499.30 486.8 13.0 13957 21 700.0 0.700 511.00 498.5 14.0 14128 2 750.0 0.750 521.20 508.7 15.0 14250 s. t Effective Stresses Pore P psf o psf Minor Major 1:3 Pres. psf psf Ratio psi 1339 7274 5.43 54.6 4306 2967 1613 8686 5.39 52.7 5150 3537 1901 10015 5.27 50.7 5958 4057 2160 10968 5.08 48.9 6564 4404 2736 12813 4.68 44.9 7775 5039 3182 14106 4.43 41.8 8644 5462 3629 15231 4.20 38.7 9430 5801 4003 16156 4.04 36.1 10080 6076 4320 16918 3.92 33.9 10619 6299 4320 17315 4.01 33.9 10817 6497 4853 18153 3.74 30.2 11503 6650 5054 18611 3.68 28.8 11833 6778 5256 19046 3.62 27.4 12151 6895 5414 19372 3.58 26.3 12393 .6979 5573 19701 3.54 25.2 12637 7064 5688 19938 3.51 24.4 12813 7125 ANDERSON CONSULTING GROUP 9 1 1 t 10800 7200 3600 tl TRIAXIAL SHEAR TEST REPORT MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strengtk*..intercept, c= 1482 psf 186 psf Friction'rdngle,� = 31.4 deg 35.8 deg Tangent+ 0.61 0.72 CLIENT: Wild Goose Gas Storage PROJECT: W.141d Goose Gas Storage Faci I i ty LOCATION: BH 20: L61, L71, L72 TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP I . . 18000 21600 PRINCIPAL STRESSES AT FAILURE osf 6� 63 8706 2102 17048 4334 15526 3787 Height Strain rate in % min. 5.00 4.98 0.1400 5.28 0.1400 MATERIAL DESCRIPTION Sandy Silt LL= DATE: 1 May 1997 File: 4074-11E REMARKS: P1= Proj. No.: 4074.1 Page 1/2 Fig. No 0 3600 7200 10800 14400 No. % Water Content Dry Dens. pcf Total Normal Stress, psf Void Ratio Diameter in 1 Effective Normal Stress, psf - - - Type of Test: CU with pore pressures Somple Type: Liner 2 FLUID PRESS. psi MAX. STRENGTH psf ULT. STRENGTH psf No. Cell Back Deviator Pore Deviator Pore 1 56.9 50 6603 6091 2 43.9 30 12714 1987 3 57.8 30 11739 4536 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strengtk*..intercept, c= 1482 psf 186 psf Friction'rdngle,� = 31.4 deg 35.8 deg Tangent+ 0.61 0.72 CLIENT: Wild Goose Gas Storage PROJECT: W.141d Goose Gas Storage Faci I i ty LOCATION: BH 20: L61, L71, L72 TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP I . . 18000 21600 PRINCIPAL STRESSES AT FAILURE osf 6� 63 8706 2102 17048 4334 15526 3787 Height Strain rate in % min. 5.00 4.98 0.1400 5.28 0.1400 MATERIAL DESCRIPTION Sandy Silt LL= DATE: 1 May 1997 File: 4074-11E REMARKS: P1= Proj. No.: 4074.1 Page 1/2 Fig. No CONSOLIDATED SAMPLE PARAMETERS No. % Water Content Dry Dens. pcf Satur- ation Void Ratio Diameter in 1 35.1 86.0 100.7 % 0.9230 2.38 2 31.7 92.8 107.1 % 0.7833 2.37 3 29.4 92.3 98.3 % 0.7916 2.37 MOHR-COULOMB STRENGTH PARAMETERS Total Effective Strengtk*..intercept, c= 1482 psf 186 psf Friction'rdngle,� = 31.4 deg 35.8 deg Tangent+ 0.61 0.72 CLIENT: Wild Goose Gas Storage PROJECT: W.141d Goose Gas Storage Faci I i ty LOCATION: BH 20: L61, L71, L72 TRIAXIAL SHEAR TEST REPORT ANDERSON CONSULTING GROUP I . . 18000 21600 PRINCIPAL STRESSES AT FAILURE osf 6� 63 8706 2102 17048 4334 15526 3787 Height Strain rate in % min. 5.00 4.98 0.1400 5.28 0.1400 MATERIAL DESCRIPTION Sandy Silt LL= DATE: 1 May 1997 File: 4074-11E REMARKS: P1= Proj. No.: 4074.1 Page 1/2 Fig. No i 16000 v I 12000 N m v U) 8000 a. r w � u1 a o L- 4000 0 0 N a m > 0 u u Q) o x w -4000 i i 16000 w I 12000 m N 0 8000 IL*, � aw N a %-4000 0 0 0 a� > 0 u m o x w -4000 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 15% 20% 5% 10% 10800 Stress Path legend: Total Effective ---- End + 7200 15% 20% 0 I' /: / I/ I I I I 0 3600 7200 10800 14400 P, psf Client: Wild Goose Gas Storage Project: Wild Goose Gas Storage Facility Location: 8H 20: L61, L71, L72 File: 4074-1E Project No.: 4074.1 18000 21600 25200 Page 2/2 Fig. No Project Data troject No.:,4074.1 Date:' 1 May 1997 Data file: 4074-1E Client: Wild Goose Gas Storage r.oject: Wild Goose Gas Storage Facility ample location: BH 20: L61, L71, L72 Sample description: Sandy Silt emarks: Fig No. ------------------------------------------------------------------------------- Sample No. 1 Data 1 U-1 Type of sample: Liner Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Diameter, in Height change, in Height, in Weight, grams Moisture, % Wet density, pcf Dry density; pcf Saturation Before Test 2.38 5.00 673.7 34.7 115.9 86.0 99 6 At Testing 2.38 0.00 5.00 35.1 116.2 86.0 100 7 After Test 35.1 Void ratio' 0:923 0.923 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit frimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units consolidation cell pressure = 56.9 psi- = TRIAXIAL CU with COMPRESSION TEST pore pressures 5-01-1997 11:41 am Project Data troject No.:,4074.1 Date:' 1 May 1997 Data file: 4074-1E Client: Wild Goose Gas Storage r.oject: Wild Goose Gas Storage Facility ample location: BH 20: L61, L71, L72 Sample description: Sandy Silt emarks: Fig No. ------------------------------------------------------------------------------- Sample No. 1 Data 1 U-1 Type of sample: Liner Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Diameter, in Height change, in Height, in Weight, grams Moisture, % Wet density, pcf Dry density; pcf Saturation Before Test 2.38 5.00 673.7 34.7 115.9 86.0 99 6 At Testing 2.38 0.00 5.00 35.1 116.2 86.0 100 7 After Test 35.1 Void ratio' 0:923 0.923 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit frimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units e consolidation cell pressure = 56.9 psi- = 8193.6 psf onsolidation back pressure = 50 psi 7200 psf Consolidation effective confining stress = 993.6 psf eak deviator stress = 6603.16 psf at -reading no. 23 lt. deviator stress = o. Def,. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial' lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 11.20 0.0 0.0 0 933 933 1.00 50.4 933 0 1 5.0 0.005 29.30 18.1 0.1 588 942 1530, 1.62 50.4 1236 294 2 10.0 0.010 34.40 23.2 0.2 753 932 1684 1.81 50.4 1308 376 3 15.0 0.015 40.40 29.2 0.3 946 935 1881 2.01 50.4 1408 473 ' 4 20.0 0.020 49.60 38.4 0.4 1243 821. -2064 2.51 51.2 1442 622 5 25.0 0.025 54.60 43.4 .0.5 1404 706 2109 2.99 52.0 1407 702 6 30.0 0.030 58.90 47.7 0.6 1541 662 2204 3.33 52.3 1433 771 ANDERSON CONSULTING GROUP e . Def. Def'. load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor. Major 1:3 Pres. Units Units psf psf psf Ratio psi 7 35.0 0.035 63.40 52.2 '0.7 1685 •619 2304 3.72 52.6 1462 842 8 40.0 0.040 67.80 56.6 0.8 1825 605 2430 4.02 52.7 1517 913 9 45.0 0.045 72.20 61.0 0.9 1965 605 2570 4.25 52.7 1587 982 0 50.0 0.050 76.40 65.2 ' 1.0 2098 605 2703 4.47. 52.7 •1654 1049 11 75.0 0.075 96.40 85.2 1.5 2728 619 3347 5.41 52.6• 1983 1364 2 100.0 0.100 "115.80 104.6 2.0 3332 706 4038 5.72 '52.0 2372 1666 3 150.0 0.150 149.30 138.1 3.0 4354 979 5333 5.45 50.1 3156 2177 - 14 200.0 0.200 171.00 159.8 4.0 4986 1210 6196 5.12 48.5 3703 2493 15 250.0 0.250 186.60 175.4 .5.0 5416 1411 6827 4.84 47.1 4119 2708 1,w6 300.0 0.300 199.80 188.6 6.0 5763 -1555 7318 4.71 46.1 4436 2881 7 350.0 0.350 208.90 197.7 7.0 5976 1656 7632 4.61 45.4 4644 2988 18 400.0 0.400 217.10 205.9 8.0 6157 1742 7900 4.53 44.8 4821 3079 9 450.0 0.450 224.60 213.4 9.0 6312 1829 8141 4.45 44.2 4985 3156 0 500.0 0.500 231.20 220.0 10.0 6436 1930 8366 4.34 43.5 5148 3218 21 554.0 0.554 237.20 226.0 11.1 6532 1973 8505 4.31 43.2 5239 3266 02 604.0 0.604 242.00 230.8 12.1 6596 2045 8641 4.23 42.7 5343 3298 3 650.0 0.650 244.70 233.5 13.0 6603 2102 8706 4.14 42.3 5404 3302 4 700.0 0.700 246.20 235.0 14.0 6569 2174 8744 4.02 41.8 5459 3285 25 750.0 0.750 245.20 234.0 15.0 6465 2232 8697 3.90 41.4 5465 3233 ANDERSON CONSULTING GROUP TRIAXIAL COMPRESSION TEST 5-01-1997 CU with pore pressures 11:42 am Project Data project No.: 4074.1 Date: 1 May 1997 Client: Wild Goose Gas Storage ffroject: Wild Goose Gas Storage Facility Sample location: BH 20: L61, L71, L72 Sample description: Sandy Silt �emarks: Fig No. Data file: 4074-1E -----------------------------------------------------------------------7------- ISample No. 2 Data Type of sample: Liner Def. Load Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Before Test At Testing Diameter, in 2.38 2.37 Height change, in lbs. 0.02 Height, in 5.00 4.98 Weight, grams 697.8 Moisture, % 30.7 31.7 Wet density, pcf 120.0 122.1 Dry density, pcf 91.8 92.8 Saturation, % 101.5 107.1 void ratio 0.802 0.783 After Test 31.7 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001_i n per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit .' rossover reading for secondary load ring= 0 input units Strain rate, %/min = 0.140 consolidation cell pressure = 43.9 psi- = 6321.6 psf onsolidation back pressure = 30, psi 4320 psf Consolidation effective confining stress 2001.6 psf leak deviator stress = % 12713.562287 psf at reading no. 25 lt. deviator stress = No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 8.60 0.0 0.0. 0 1987 1987 1.00 30.1 1987 0 1 5.0 0.005 32.20 23.6 0.1 772 1958 2730 1.39 30.3 2344 386 2 10.0 0.010 50.60 42.0 0.2 1372 1397 2769 1.98 34.2 2083 686 3 15.0 0.015 63.00 54.4 0.3 1775 1253 3028 2.42 35.2 2140 887 \' 4 20.0 0.020 74.30 65.7 0.4 2142 1166 3308 2.84 35.8 2237 1071 5 25.0 0.025 81.90 73.3 0.5 2387 1109 3496 3.15 36.2 2302 1193 6 30.0 0.030 89.80 81.2 0.6 2641 1094 3736 3.41 36.3 2415 1321 ANDERSON CONSULTING GROUP j Io. Def. Def. Load Load Strain Deviato Dial in Dial lbs. % Stress Units Units psf 7 35.0 0.035 97.70 89.1 0.7 2896 8 40.0 0.040 104.70 96.1 0.8 3120 19 45.0 0.045 112.00 103.4 0.9 3353 10 _ 50.0 0.050 118.60 110.0 1.0 3564 11 75.0 0.075 154.70 146.1 1.5 4709 �12, 100.0 0.100 186.70 178:1 2.0 5712 13 150.0 0.150 241.30 232.7 3.0 7386 14 200.0 0.200 286.20 277.6 4.0 8720 15 250.0 0.250 322.80 314.2 5.0 9767 16 300.0 0.300 350.70 342.1 6.0 10522 17 350.0 0.350 375.20 366.6 7.0 11155 18 400.0 0.400 394.90 .386.3 8.0 11628 19 450.0 0.450 411.20 402.6 9.0 11986 0 508.0 0.508 425.60 417.0 10.2 12256 21 550.0 0.550 432.40 423.8 11.0 12339 J2 609.0 0.609 441.90 433.3 12.2 12448 3 650.0 0.650 449.40 440.8 13.0 12544 --24 710.0 0.710 459.80 451.2 14.2 12663 25 750.0 0.750 465.90 457.3 15.1 12714 f I �J Effective Stresses Pore P psf 0 psf Minor Major 1:3 Pres. psf psf Ratio psi 1094 3990 3.65 36.3 2542 1448 1094 4214 3.85, 36.3 2654 1560 1109 4462 4.02 36.2 2786 1677 1138 4701 4.13 36.0 2920 1782 1310 6020 4.59 34.8 3665 2355 1512 7224 4.78 33.4 4368 2856 1973 9359 4.74 30.2 5666 3693 2434 11154 4.58 27.0 6794 4360 2822 12589 4.46 24.3 7706 .4883 3125 1U647 4.37 22.2 8386 5261 3398 14553 4.28 20.3 8976 5578 3614 15242 4.22 18.8 9428 5814 3802 15788 4.15 17.5 9795 5993 3989 16245 4.07 16.2 10117 6128 4061 16400 4.04 15.7 10230 6169 4162 16609 3.99 15.0 10385 .6224 4219 16764 3.97 14.6 10491 6272 5717 18379 3.21 4.2 12048 6331 4334 17048 3.93 13.8 10691 6357, ANDERSON CONSULTING GROUP -------------------------------- TRIAXIAL COMPRESSION TEST 5-01-1997 CU with pore pressures 11:42 am ------------------------------------------------------------------------ ----------------------------------------------------- Project Data Iroject No.: 4074.1 Date:*l May 1997 Data file: 4074-1E Client: Wild Goose Gas Storage roject: Wild Goose Gas Storage Facility IF ample location: BH 20: L61, L71, L72 Sample description: Sandy Silt emarks: Fig No. -----------------7------------------------------------------------------------- Sample No. 3 Data Type of sample: Liner Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Before Test Diameter, in 2.38 Height change, in 0 Height, in 5.30 Weight, grams 740.4 Moisture, % 31.3 Wet density, pcf 120.1. Dry density.1- pcf 91.5 Saturation % 102.6 At Testing 2.37 0.02 5.28 29.4 119.5 92.3. 98 3 After Test 29.4 Void ratio 0.808 0.792 ------------------------------------------------------------------------------- Test Data Deformation dial constant= 0.001 in per input unit orimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units Strain rate, %/min = 0.140 consolidation cell pressure = 57.8 psi- = 8323.2 psf onsolidation back pressure = 30 psi 4320 psf Consolidation effective confining stress = 4003.2 psf �eak deviator stress = % 11738.6633821 psf at reading no. 26 lt. deviator stress = . Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf a psf Dial in Dial lbs.- % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 1 2 3 4 5 6 11 0.0 0.000 11.40 0.0 0.0 0 3845 3845 1.00 31.1 3845 0 5.0 0.005 29.30 17.9 0.1 585 3773 4358 1.16 31.6 4065 292 10.0 0.010 29.90 18.5 0.2 604 3715 4319 1.16 32.0 4017 302 15.0 0.015 30.90 19.5 0.3 636 3686 4322 1.17 32.2 4004 318 20.0 0.020 60.60 49.2 0.4 1603 3398 5001 1.47 34.2 4200 801 25.0 0.025 81.20 69.8 0.5 2272 3038 5310 1.75 36.7 4174 1136 30.0 0.030 93.60 82.2 0.6 2673 2736 5409 1.98 38.8 4072 1336 ANDERSON CONSULTING GROUP lo. Def. Def. Load Load Strain Deviator Dial in Dial lbs. % Stress Units Units psf 7 35.0 0.035 102.10 90.7 0.7 2946 8 40.0 0.040 108.20 96.8 0.8 3142 9 45.0 0.045 113.70 102.3 0.9 3317 10 50.0 0.050 117.70 106.3 0.9 3443 11 75.0 0.075 134.50 123.1 1.4 3968 �12 100.0 0.100 149.00 137.6 1.9 4415 13 150.0 0.150 177.00 165.6 2.8 5262 14 200.0 0.200 204.80 193.4 3.8 6085 1,15 250.0 0.250 231.70 220.3 4.7 6863 16 300.0 0.300 257.60 246.2 5.7 7594 17 350.0 0.350 284.00 272.6 6.6 8324 18 400.0 0.400 305.60 294.2 7.6 8893 19 450.0 0.450 327.20 315.8 8.5 9448 20 500.0 0.500 348.10 336.7 9.5 9969 21 550.0 0.550 365.00 353.6 10.4 10360 l22 600.0 0.600 382.90 371.5 11.4 10769 23 650.0 0.650 397.00 385.6 12.3 11059 24 700.0 0.700 411.00 399.6 13.2 11337 25 750.0 0.750 423.90 412.5 14.2 11575 26 800.0 0.800 434.40 423.0 15.1, 11739 1 L 11 Effective Stresses Pore P psf 0 psf Minor Major 1:3 Pres. psf psf Ratio psi 2506 5452 2.18 40.4 3979 1473 2290 5431 2.37 41.9 3860 1571 2131 5448 2.56 43.0 3790 1658 2002 5445 2.72 43.9 3723 1722 1685 5653 3.36 46.1 3669 1984 1598 6013 3.76 46.7 3806 2207 1642 6903 4.21 46.4 4272 2631 1771 7856 4.44 45.5 4814 3043 1944 8807 4.53, 44.3 5376 3432 2131 9725 4.56 43.0 5928 3797 2347 10671 4.55 41.5 6509 4162 2520 11413 4.53 40.3 6966 4446 2707 12155 4.49 39.0 7431 4724 2894 12863. 4.44 37.7 7879 4984 3067 13427 4.38 36.5 8247 5180 3240 14009 4.32 35.3 8625 5385 3384 14443 4.27 34.3 8913 5529 3528 14865 4.21 33.3 9196 5668 3672 15247 4.15 32.3 9459 5787 3787 15526 4.10 31.5 9657 5869 ANDERSON CONSULTING GROUP TRIAXIAL COMPRESSION TEST 5-02-1997 CU with pore pressures 10:26 am Project Data troject No.: 4074.1 Date: 2 May 1997 Data file: 4074-1H Client: Wild Goose Storage roject: Wild Goose Gas Storage Facility ample location: BH2O, L9, 40.5 feet ample description: Gravel with Sand emarks: Fig No. ------------------------------------------------------------------------------- Sample No. 1 Data Type of sample: Liner Specific Gravity= 2.65 Sample Parameters Diameter, in Height change,. in Height, in Weight, grams Moisture, % Wet density, pcf Dry density, pcf Saturation % LL= PL= PI= Before Test At Testing 2.38 2.37 Pore 0.01 5.05 5.04 836.2 8.8 9.4 142.4 143.9 130.9 131.5 88.2 96.4 After Test 9.4 Void ratio 0.264 0.258 ----------------------------------------------7-------------------------------- Test Data deformation dial constant= 0.001 in per input unit rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units Strain rate, %/mi.n = 0.250 tonsolidation cell -pressure = 77.4 psi = 11145.6 psf onsolidation back pressure = 60 psi = 8640 psf Consolidation effective confining stress = 2505.6 psf 1eak deviator stress = % 11975.4205153 psf at reading no. 11 lt. deviator stress = . Def. Def. load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0 0.0 0.000 15.20 0.0 0.0 0 2506 2506 1.00 60.0 2506 0 1 5.0 0.005 83.70 68.5 0.1 2231 2131 4363 2.05 62.6 3247 1116 2 10.0 0.010 111.30 96.1 0.2 3127 1958 5086 2.60 63.8 3522 1564 3 15.0 0.015 136.50 121.3 0.3 3944 1872 5816 3.11 64.4 3844 1972 4 20.0 0.020 158.00 142.8 0.4 4638 1814 6452 3.56 64.8 4133 2319 5 25.0 0.025 178.00 162.8 0.5 5282 1786 7068 3.96 65.0 4427 2641 6 30.0 0.030 200.00 184.8 0.6 5990 1843 7833 4.25 64.6 4838 2995 ANDERSON CONSULTING GROUP i �lo. Def." Def. toad Load Strain Deviator. Effective Stresses Pore P psf a psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 7 35.0 0.035 222.00 206.8 0.7 6697 1886 8583 4.55 64.3 5235 3348 8 40.0 0.040 241.00 225.8 0.8 7304 1930 9234 4.79 64.0 5582 3652 9 45.0 0.045 265.00 249.8 0.9 8073 2002 10074. 5.03 63.5 6038 4036 10 50.0 0.050 282.00 266.8 1.0 8614 2074 10687 5.15 63.0 6380 4307 11 75.0 0.075 388.00 372.8 1.5 11975 2534 14510 5.73 59.8 8522 5988 I� ANDERSON CONSULTING GROUP TRIAXIAL COMPRESSION TEST 5-02-1997 CU with pore pressures 10:25 am - --------------------------------------- Project Data troject No.: 4074.1 Date: 2 May 1997 Data file: 4074-1I Client: Wild Goose Storage roject: Wild Goose Gas Storage Facility ample location: BH2O, L10, 51 feet ample description: Silty Sand emarks:' Fig No. ------------------------------------------------------------------------------- Sample No. 1 Data 1 Type of sample: Specific Gravity= 2.65 LL= PL= PI= Sample Parameters Diameter, in Height change, in Height,•in Weight, grams Moisture, % Wet density, pcf Dry density, pcf Saturation, % Before Test 2.38 5.80 791.5 22.1 117.4 96.1 81.3 At Testing 2.37 0.02 5.78 22.5 118.7 96.9 84.4 After Test 22.5 Void ratio 0.722 0.708 ------------------------------------------------------------------------------- Test Data deformation dial constant= 0.001 iner input unit P P rimary load ring constant= 1 lbs. per input unit econdary load ring constant= 0 lbs. per input unit rossover reading for secondary load ring= 0 input units Strain rate, %/min = 0.230 lonsolidation cell pressure = 74.3 psi- = 10699.2 psf onsolidation back pressure = 50 psi 7200. psf Consolidation effective confining stress = 3499.2 psf eak deviator stress = % 30130.7493537 psf at reading no. 19 lt. deviator stress = No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs.. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 0.0 0.000 14.60 0.0 0.0 0 3384 3384 1.00 50.8 3384 0 !0 . 1 5.0 0.005 42.00 27.4 0.1 895 3240 4135 1.28 51.8 3687 447 2 10.0 0.010 83.00 68.4 0.2 2232 2952 5184 1.76 53.8 4068 1116 3 15.0 0.015 112.00 97.4 0.3 3175 2750 5926 2.15 55.2 4338, 1588 4 20.0 0.020 137.00 122.4 0.3 3987 2592 6579 2.54 56.3 •4585 1993 5 25.0 0.025 156.00 141.4 0.4 4602 1037 5638 5.44 67.1 3338 2301 6 30.0 0.030 174.00 159.4 0.5 5183 2390 7573 3.17 57.7 4982 2591 ANDERSON CONSULTING GROUP lo. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psf 0 psf Dial in Dial lbs. % Stress Minor Major 1:3 Pres. Units Units psf psf psf Ratio psi 7 35.0 0.035 188.00 173.4 0.6 5633 2376 8009 3.37 57.8 5193 2817 . 8 '40.0 0.040 203.60 188.4 0.7 6115 2347 8462 3.61 58.0 5405 3058 9 45.0 0.045 216.00 201.4 0.8 6532 2362 8893 3.77 57.9 5627. 3266 10 50.0 0.050 229.50 214.9 0.9 6963 2390 9354 3.91 57.7 5872 3482 11 75.0 0.075 293.50 278.9 1.3 8998 2635 11633 4.41 56.0 7134 4499 12 100.0 0.100 362.50 347.9 1.7 11175 3038 14213 4.68 53.2 8626 5587 i 1 i . ANDERSON CONSULTING GROUP SUN 37.83 3783 3783 Sunland Analytical Lab, Inc. 11353 Pyrites Way. Suite 4 Rancho Cordova, CA 95670 (916) 872-8557 Date Reported 04/23/97 Date Submitted 04/18/97 To: Craig Newport Anderson Consulting Group 631 Commerce Dr. Roseville, CA 95678 From: Gene Oliphant. Ph.D. , General Manager //j_,V� Methods: Sulfate -Cal Trans #417, Chloride -Cal Trans #422 The following is the report of analysis requested on SUN Order 7389. Your purchase order number is Thank you for your business. Sample Sample Chloride Sulfate Describ # as ppm Cl as ppm SO4 /Dry Wt. /Dry Wt. 4 JOB #4074.1 BH7 B1 61.2 161.1 5 JOB #4074.1 BH10 S1 7.4 12.3 6 JOB #4074.1 BH20 BCI 44.5 81.4 Methods: Sulfate -Cal Trans #417, Chloride -Cal Trans #422 Sunland Analytical Lab Inc. \ 11353 Pyrites Way, Suite 4 \ Rancho Cordova, CA 95670 \J (916) 852-857 Date _ Reported 0-/07/97 Date Submitted 05/02/97 To: Bob Lokteff Anderson Consulting Group 631 Commerce Dr. i Roseville, CA 95678 From: Gene Oliphant, Ph.DAV General Manager The following' is the report of analysis requested on SUN Order 7430. Your purchase order number is Thank you for your business. -------------------------=-------------------------=-------------------------- -----------------SUT S UTN Sample Sample Chloride -Sulfate Describx as ppm C1 a S ppm SO4 /Dry Wt. /Dry Wt. ;7934 JOB 40'-4.1 BH-:, L2 .19.0 20.8 37935 JOB 4074.1 BHS L2 15.2 8.4 ' 37936 JOB 4074.1 BH10 L2 13.3 8.5 3-937 JOB 4074.1 BHll Ll 21.8 11.6 Methods: Sulfate -Cal Trans #417, Chloride -Cal Trans #422 Geotechnical Report Wild Goose Gas Storage Facility File No. 4074.1 9 May 1997 ' APPENDIX D 1 Memos from Raytheon Boring Location Plans & Elevation Schedule Criteria for Pavement & Pile Criteria Option Requirements 1 i 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Forth 3500 Rev. 11195 Raytheon Engineers & Constructors Organization Western Operations classification Job Number 77052001 Date April 17, 1997 File Number To Bob Lok -teff (Anderson Consulting Group) Memo Number. 01 From Floyd Vissat rP V Distribution J. Young Subject Boring location plans & elevation schedule Bob, Per your request, I have attached three (3) boring location plans along with the following bore hole elevation schedule per the latest survey data: BH -1 EL. + 55.2' BH -2 EL. + 5 5.2' BH -3 EL. + 55.1' BH -4 EL. + 57.1' BH -5 EL. + 58.6' BH -6 EL. + 60.0' BH -7 EL. + 59.0' BH -8 EL. + 60.7' BH -9 ELIlVIINATED BH -10 EL. + 64.2' BH -11 EL. + 54.5' BH -12 EL. + 55.3' BH -13 EL. + 55.3' BH -14 EL. + 66.6' BH -15 EL. + 66.2' BH -16 EL. + 66.2' BH -17 EL. + 66.4' BH -18 EL. + 66.4' BH -19 EL. + 66.1' } BH -20 EL. + 66.2' If you have any questions, please call. KHY I HLUIN—Mrb iram seoo Rev. 11/Vj lll � JUJt54JLOLJ orpniiation Wcstcrn Operations 1 - ' Datc CoMepl. i To 'From Phono a 2�b?� ,� �� • t Fax •"191 Subject May 6, 1997 Bob Lokteff (Anderson Consulting Group) Floyd vissat I1IhT UO 7f 1J•4J IVU.ULl r.Ul Raytheon Engineers & Constructors clagsificalion ]obNumbor 77052001 Filo Number Memo Number 06 Disbibution S. Cash R. Owen J. Young Criteria for.pavemont design & pile criteria option requirements Bob, ' Per our conversation on May 5, 1997, I have included the following pavement design criteria & requested design criteria for driven pipe piles: *Pavement Design (post construction).- Design onstruction):Design Period: 20 years Average Daily Truck Traffic (ADTT), In both directions: a) up to 12 vehicles per day; single We at 10 kips per axle ' b) 1 vehicle per month, single axle at 32 kips per axle c) 1 vehicle per month, dual axle at. 24 kips per axle ePlease include in the final geotechnical report the design criteria for drilled piers and driven pipe piles for the bridge abutment support. If we run into a constructability problem (schedule &/or accessibility) we want the option to design for one or the other. I had in mind 12. inch dia., 3/8 inch wall thickness closed end pipe piles driven to a predetermined depth. I you need any more information, please do not hesitate to call me at 303-843-2079. Post -it' Fax Note 7671 nai&b.t • q ra9Aa► Togo `bk• FroT �Lp 1 CoMepl. i CO. PA- APhone Phonea e11 t. • 11�% • ��� Phono a 2�b?� ,� �� • t Fax •"191 Fa:a •L pL '1 1 1 1 1 1 1 1 1 1 1" 1 1 1 1 1 1 1