B. The Bidder shall acknowledge receipt of this Addendum in the appropriate space on the Bid Form.

City of Casper Baler Building / MRF Expansion DOCUMENT 9113 ADDENDUM.1 ADDENDUM NUMBER: 1.2 PROJECT INFORMATION A. Project Name: Baler Building / MRF Expansion B. Owner: City of Casper C. Architect: Hein Bond D. Date of Addendum: February 16, 218..3 NOTICE TO BIDDERS A. This Addendum is issued to all registered plan holders pursuant to the Instructions to Bidders and Conditions of the Contract. This Addendum serves to clarify, revise, and supersede information in the Project Manual, Drawings, and previously issued Addenda. Portions of the Addendum affecting the Contract Documents will be incorporated into the Contract by enumeration of the Addendum in the Owner/Contractor Agreement. B. The Bidder shall acknowledge receipt of this Addendum in the appropriate space on the Bid Form. C. The date for receipt of bids is unchanged by this Addendum, at same time and location..4 ATTACHMENTS A. This Addendum includes the following attached Documents: 1. Document Geotechnical Engineering Evaluation, dated September 8, 215, 29 pages, (new). END OF DOCUMENT 9113 ADDENDUM NO. 1 9113-1

Geotechnical Engineering Evaluation Proposed Baler Building Expansions 1886 Station Road City of Casper Landfill Facility Casper, Wyoming PREPARED FOR: Mr. Shawn Gustafson, PE ECS Engineers, LLC 111 West Second Street, Suite 6 Casper, Wyoming 8261 PREPARED BY: STRATA, A Professional Services Corporation 65 North Warehouse Road Casper, Wyoming 8261 Telephone (37) 234-2126 Facsimile (37) 266-5143 September 8, 215

TABLE OF CONTENTS Page INTRODUCTION... 1 PROJECT UNDERSTANDING... 2 Existing Conditions... 2 Proposed Construction... 2 FIELD EXPLORATION... 3 LABORATORY TESTING... 3 SUBSURFACE CONDITIONS... 4 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS... 4 Seismicity/IBC Soil Profile... 4 Earthwork... 5 Excavation/Temporary Slope Stability... 5 Subgrade Preparation... 6 Structural Fill/Compaction Requirements... 6 Foundation Design... 7 Bearing Capacity and Settlement... 8 Concrete Slab-on-Grade... 8 Below Grade Walls... 9 Site Drainage... Pavement Design... Subgrade Preparation... 11 Recommended Pavement Sections... 11 Access Drive... 11 GEOTECHNICAL DESIGN CONTINUITY... 12 EVALUATION LIMITATIONS... 12 Plate 1 Appendix A: Appendix B: Location of Exploratory Borings Exploratory Boring Logs Laboratory Test Results www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Geotechnical Engineering Evaluation Baler Building Expansions City of Casper Landfill Facility Casper, Wyoming INTRODUCTION STRATA, A Professional Services Corporation (STRATA) is pleased to provide our geotechnical engineering evaluation for the proposed baler building expansions project to be located at the Casper Landfill facility on Station Road in Casper, Wyoming. The purpose of this evaluation is to assess the subsurface conditions at the project site and to prepare geotechnical engineering opinions and recommendations that may be referenced for planning, design and construction of the proposed building and associated pavements. We accomplished this evaluation referencing our revised proposal dated August 6, 215. To accomplish our evaluation, STRATA performed the following services: 1. Four exploratory borings were drilled to depths ranging from 26.5 to 31.5 ft within the proposed building addition footprints. 2. The soils encountered were visually described, classified, and logged referencing the Unified Soil Classification System (USCS). Selected samples of the soil encountered were returned to our laboratory for additional visual assessment and testing. 3. Laboratory testing was performed in general accordance with ASTM procedures including insitu moisture, Atterberg limits, and grain-size analysis. We utilized these laboratory results to help characterize the engineering properties of the soils for use in our engineering analyses. 4. Engineering analysis was performed in order to provide geotechnical design and construction recommendations for the proposed development. Specifically, recommendations were developed for: Earthwork Foundation Design Concrete Slab-on-Grade Site Drainage Geotechnical Design Continuity 5. Three hard copies and an electronic copy of our final geotechnical report are provided, including exploratory boring logs and laboratory test results. www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 2 PROJECT UNDERSTANDING Existing Conditions The project site is located at the City of Casper Landfill facility at 1886 Station Road in Casper, Wyoming. The proposed site of the baler building expansions are currently vacant of any permanent structures and is partially utilized as access to the existing baler building. The topography of the immediate site slopes downward to the north with an approximate elevation difference of 18 ft across both proposed expansion footprints. Vegetation on the site consists of sparse grasses. Based on our cursory observations, the condition of the existing building foundation and floors appear to be in good condition. The building undergoes relatively severe wear and tear with loader traffic on the pit floor and heavy trucks unloading on the upper floor. The photograph below shows the site viewing to the southeast at the west façade of the existing baler building. Proposed Construction The proposed construction includes two expansion phases. Expansion 1 will include an addition on the west side of the existing baler building which will have a footprint area on the order of 2, sf. The addition will be one story in height, will be metal framed construction, and will www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 3 have a lower pit level. The upper floor elevation and the lower pit floor elevation will match the existing floor elevations. The upper floor elevation is near 5138 and the lower pit floor is near 5131. Site grading for Expansion 1 will include cuts of up to 5 ft for the building addition. The second phase will include Expansion 2 which will be located to the southwest of Expansion 1 and will have a footprint area on the order of 2, sf. The addition for Expansion 2 will be one story in height, will be metal framed construction, and will not have a lower pit level. The floor elevation for Expansion 2 will match the upper floor elevation for Expansion 1. Site grading for Expansion 2 will include cuts of up to 13 ft for the building addition. We understand that site grading for both expansions will occur during the initial phase. Pavements, consisting of new access drives and concrete aprons around the additions, will be constructed. Both asphaltic concrete and Portland cement concrete pavement will be considered for the access drives. FIELD EXPLORATION STRATA drilled four exploratory borings, B-1 through B-4, within the proposed building expansion footprints on August 12, 215. Borings B-1 through B-3 were drilled to depths of 26.5 ft and boring B-4 was drilled to a depth of 31.5 ft. The locations of the exploratory borings are presented on Plate 1 and the logs of the exploratory borings are presented in Appendix A. The boring locations were staked in the field by an ECS Engineers survey crew and elevations of the borings at the ground surface were provided by ECS. STRATA advanced the borings using a CME-55 track-mounted drill rig equipped with a 3.25 inch diameter hollow-stem auger. An experienced geotechnical field representative logged and visually classified the soils encountered in the borings referencing the Unified Soil Classification System (USCS). Soil samples were obtained within the borings via 2-inch outside diameter (standard) split-barrel sampler and 2.5 inch outside diameter California samplers driven with a 14-pound automatic hammer falling 3 inches. The standard penetration test SPT N- values (in blows per foot) were recorded on the boring logs for each soil sample. Sampling was performed in general conformance with ASTM D1586 and samples were collected at selected depth intervals as indicated on the logs. LABORATORY TESTING The soil samples collected in the field were returned to our laboratory for further classification and testing in accordance with ASTM procedures. We developed our laboratory testing program for this project primarily to verify soil classification through index testing, so as to www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 4 evaluate settlement potential through consolidation tests. Further discussion regarding geotechnical laboratory testing is provided in the following report sections. Specifically, we completed the following laboratory testing: Natural Moisture Content Sieve Analyses Atterberg Limits The laboratory test results are presented in Appendix B. SUBSURFACE CONDITIONS Soil conditions encountered within the borings generally consist of poorly graded sand. Groundwater was not encountered at the time of drilling. The exploratory boring logs should be referenced for detailed soil descriptions, classifications, N-values and laboratory test results. A more specific discussion of each soil stratum and groundwater encountered is presented below: Poorly Graded Sand (SP) Poorly graded sand was encountered below the pavement section in borings B-1 and B-2 and at the ground surface in borings B-3 and B-4. The sand extended to the depths explored in all four borings, 26.5 to 31.5 ft. The relative density of the poorly graded sand stratum is medium dense to dense as indicated by the N values ranging from 12 to 5. The sand was light brown to brown in color and slightly moist in natural moisture content. Groundwater Groundwater was not encountered at the time of drilling (August 215). Numerous factors can contribute to the fluctuation of groundwater levels. The evaluation of these factors is beyond the scope of this study. GEOTECHNICAL OPINIONS AND RECOMMENDATIONS This report s recommendations reflect our understanding of the proposed building location and configuration, existing topography and subsurface conditions as encountered. Subsurface conditions may vary from what was observed during our subsurface evaluation and the extent of this variation is unknown and will not be known until construction, and may impact construction cost and/or schedule. This report provides geotechnical data and recommendations that can be utilized for planning, design and construction documents. Seismicity/IBC Soil Profile We expect the 212 IBC will be utilized for project structural design. Section 1615.1 of the 212 IBC outlines the procedure for evaluating site ground motions and design spectral response accelerations. STRATA utilized site soil and geologic data and the project location to establish earthquake-loading criteria at the site referencing Section 1615.1 of the 212 IBC. Based on our www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 5 field exploration and our general knowledge of the upper ft of the soil profile, we recommend a Site Class D be utilized as a basis for structural seismic design. Earthwork Based on the topography of the site and the upper finished floor elevation of 5138, site grading will consist of up to 2 ft of fill placement and up to 13 ft of cut to achieve the upper floor subgrade elevation. In addition, a large excavation approximately 8 ft in depth will be required for the collection pit. Care must be taken not to cause construction related induced distress to the existing structure. Appropriate sized equipment for excavating, placing, and compacting fill must be used when working immediately adjacent to the existing building. Excavations for new foundations should not extend deeper than existing foundations. However, existing foundation depths should be field verified prior to performing adjacent excavations. New foundation excavations should not undermine or disturb existing foundations. Excavations along existing footings and foundations walls should be made in short segments and backfilled as soon as possible. Excavation/Temporary Slope Stability We anticipate excavation for the proposed structure will be accomplished via openexcavations. These excavations, including trench construction and earthwork, should be constructed according the OSHA excavation regulations, Document 29, CFR Part 1926, Occupation Safety and Health Standards Excavations; Final Rule. In general, the subsurface conditions have been classified as C soil according to the OSHA criteria. Class C soil typically must be sloped no steeper than 1.5H:1V (horizontal to vertical), for excavations up to 2 ft deep. It is our opinion that temporary side slopes constructed at 1.5H:1V or flatter for C soil at the site will be stable from deep soil seated failure. However, the contractor will ultimately be responsible for excavation stability and site safety as soil and groundwater conditions can vary. Isolated, local flattening of slopes may be required due to localized surficial soil sloughing. Foundation excavations should extend only into the poorly graded sand stratum. Conventional earth excavation equipment should be adequate for excavations to the anticipated depths. It has been our experience that construction sites with subsurface conditions consisting of poorly graded sand with low minus No. 2 sieve contents can experience difficulties with accessing with rubber-tired equipment. Tracked equipment may be necessary for working on the www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 6 site. In addition, the sand quickly becomes dry and loose and is easily disturbed. Sequencing construction to minimize disturbance should be considered. After pavement areas are moisture conditioned and proof-rolled, at least a portion of the crushed base should be placed as soon as possible to reduce the potential for disturbance and the requirement for re-grading if equipment or vehicles were to traverse the prepared area. Subgrade Preparation We recommend the following for building pad construction: All topsoil, vegetation, organic matter, and existing pavement materials should be stripped from the building addition footprints, pavement areas, and cut and fill areas. Upon completion of necessary cuts, the building addition pad subgrade should be moisture conditioned and proof-rolled with a smooth drum compactor. Structural Fill/Compaction Requirements All fill placed within the planned building footprint and concrete aprons should be considered structural fill. The on-site poorly graded sand is suitable for use as new fill below floor slabs, concrete aprons, exterior foundation wall backfill, pavement areas, and utility trenches. All fill material should be placed within ±2% of the optimum moisture content as determined by ASTM D698 (Laboratory Compaction Characteristics of Soil Using Standard Effort). Fill required to obtain design grades should be placed in thin (8 inch maximum), uniform lifts and compacted to the following minimum percentages of the maximum dry density as determined by ASTM D698 (Standard Proctor). Application Compaction (%) Below Foundations... Building Pad (below floors)... 95 Foundation Wall Backfill... 95 Utility Trenches... 95 New fill placement below foundations is not expected. However, if it becomes necessary it should be placed to the specifications indicated above. STRATA should be retained to perform field density testing of all fill to verify contractor compliance with the above minimum compaction criteria. If the clean, free-draining (less than 8% passing the No. 2 sieve) on-site soil is used as new fill, the density requirements will require the use of ASTM D4253 and D4254 (Minimum and Maximum Relative Density of Clean Sands), in lieu of ASTM D698. If the minimum/maximum www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 7 relative density testing is required, we should be contacted for equivalent compaction specifications. The following table summarizes the suitability of potential fill materials. Soil Fill Product Non-Structural Fill (Landscape Fill) General Structural Fill Granular Structural Fill Unsatisfactory Soil Allowable Use Any area that will not contain structures (typically landscape areas) Site grading at least feet outside the building footprint. Utility backfill areas Non-structural fill General structural fill Over-excavations Soil improvements Wall backfill NONE Material Specifications Soil classified as GM, GW, SM, SW, SC, CL, CH or ML according to the USCS. Soil may not contain particles larger than 8 inches in median diameter. Soil must be reasonably free from deleterious substances such as wood, metal, plastic, waste, etc. Approved by Landscape Architect Soil classified as GP, GM, GW, GC, SP, SM, SW, SC, CL, or ML according to the USCS. Site soil free of vegetation, organics and debris meets these requirements. Soil may not contain particles larger than 6 inches in diameter. Soil must contain less than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances Soil may not contain particles larger than 4 inches in diameter. Soil must contain less than 3% (by weight) of organics, vegetation, wood, metal, plastic, or other deleterious substances Soil classified as MH, OH, CH, OL or PT may not be used at the project site Any soil type not maintaining moisture contents within 5% of optimum during compaction is unsatisfactory soil that must be moisture conditioned prior to disposal and replacement Any soil containing more than 3% (by weight) of organics, vegetation, wood, metal, plastic or other deleterious substances Foundation Design Based on the subsurface profile and the nature of the proposed construction, the on-site poorly graded sand is suitable for the support of shallow foundations, such as spread footings. Fill placed below foundations and floors must be tested for compaction by STRATA during placement. www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Bearing Capacity and Settlement Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 8 Shallow spread footings and continuous wall footings should be established a minimum of 42 inches below the lowest adjacent final grade for frost protection and confinement. Footings placed on the natural, undisturbed site soils should be proportioned for a maximum allowable bearing pressure of 3,5 psf. All continuous spread footings should be a minimum of 18 inches wide and all isolated pad footings should be at least 24 inches wide. A one third increase may be applied for transient wind or seismic loads. Friction acting along the base of footings founded on the properly placed structural fill and natural soil should be computed by using a coefficient of friction of.45 with the normal dead load. Foundations must be structurally designed to conform to the latest edition of the International Building Code (IBC). Care should be taken when excavating the foundation soils to avoid disturbing the supporting material. Disturbing the natural soils will increase settlements. Disturbed soils should be removed and footings extended to undisturbed soil. All footing excavations should be proofrolled with vibratory compaction equipment prior to placement of formwork and reinforcement. We estimate total and differential settlement of conventional spread footings due to settlement of the native soil to be on the order of 1-inch and 1/2-inch, respectively. STRATA should observe the foundation system installation including subgrade and structural fill compaction, if any, prior to placing concrete forms or concrete. Reviewing the site preparation process and final foundation bearing surfaces helps confirm our allowable bearing pressures and settlement estimates, and is an important part of the geotechnical design process. Settlement that occurs for the additions will be differential with respect to the existing building. We recommend that the additions be isolated from the existing building as much as possible to allow for differential movement between the various structures. Concrete Slab-on-Grade Based on the finished floor elevations of 5138 for the upper floor and 5131 for the lower pit floor, up to 2 ft of fill may be required for the upper floor. The lower pit floor will be well within the poorly graded sand stratum. The poorly graded sand stratum is suitable for support of moderately to heavily loaded concrete slab-on-grade construction. The new fill which will be required to achieve the upper finished floor elevation, should consist of the on-site sand. www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 9 We understand that the upper floor will be placed over the foundation stem walls and the pit floor will be separated from foundation walls. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints, which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Joints should be provided a minimum of 15 ft apart. The requirements for slab reinforcement and thickness should be established by the designer based on experience and the intended use of the slab. Based on correlations to our field and laboratory test results, we recommend concrete slab design utilize a modulus of subgrade reaction (K) of 3 pci for the poorly graded sand. Below Grade Walls The baler Expansion 1 will be similar in construction to the existing baler building, which includes a pit approximately 7 ft lower in elevation than the upper approach floor elevation. Therefore, the design and construction will include below grade walls for the pit walls. We assume that no deflections of the walls will be tolerable and, therefore, only the at-rest case will be required. Below grade walls will be subjected to horizontal loading due to lateral earth pressures. The on-site poorly graded sand must be used to backfill the below grade walls. Below grade walls should be designed for an at-rest lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf when backfilled with a free-draining material. These lateral earth pressures assumes no build-up of hydrostatic pressure. Lateral earth pressures can be resisted by friction acting at the base of the walls and by passive earth pressures. A coefficient of friction of.45 should be used in design and passive resistance should be computed on the basis of an equivalent fluid unit weight of 4 pcf. Lateral stresses due to external surcharges, such as equipment, vehicles, and storage loads, are not included in the above lateral earth pressure values. Backfill placed directly adjacent to below grade walls must be compacted with hand operated equipment to avoid damage to the subsurface drainage piping and excessive lateral pressures on the walls. Heavy compaction equipment could cause excessive lateral loads on the walls. Based on the free-draining characteristics of the on-site sand, no subsurface drainage will be required. www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page Site Drainage Consistent with the IBC, we recommend the ground surface adjacent to the structure slope a minimum of 5% away from foundations within ft of the structure. The ground surface beyond ft of structures should be sloped at least 2%. Improper management of near-surface water, by not providing an effective grading and drainage design, can result in moisture entering building subgrade soils. Possible sources of near-surface water include rainwater, snowmelt, roof drains or leaking water lines. Providing good drainage as discussed above can be supplemented by using impermeable aprons adjacent to at-grade structures. Impermeable aprons may consist of asphalt or Portland cement pavement that is placed directly adjacent to the foundation stemwalls. An elastomeric sealant should also be considered between aprons and foundation stemwalls to further reduce the potential for moisture to infiltrate the area directly adjacent to foundations. Pavement Design The primary purpose of a pavement section is the distribution of concentrated wheel loads to the subgrade in a manner such that the subgrade is not over-stressed. Performance of the pavement section is directly related to the strength of the subgrade soils, and the characteristics of the traffic loading. For purposes of designing a pavement section, subgrade soils are represented by a soil support value for flexible pavements (asphaltic concrete) or by a modulus of subgrade reaction value for rigid pavements (Portland cement concrete). Both of these representative values are empirically related to strength. Pavement design procedures are based upon strength properties of the subgrade soils and pavement materials, along with the design traffic conditions (especially truck traffic). Subgrade strength decreases when the subgrade is wetted, and is further reduced when saturated. Therefore, proper drainage, both surface and subsurface, is essential for adequate pavement performance. Pavement requirements were analyzed for anticipated uses within the proposed access drive and aprons surrounding the additions. We anticipate that traffic within the access drive and aprons will consist of several heavy trucks associated with unloading or landfill equipment use. The pavement section thickness design was made by using a subgrade modulus of 3, psi, which was determined from an estimated R-Value of 75 based on the soil type. The pavement section thickness design analyses included using a 2 year design life and a reliability factor of www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 11 75%. In designing the pavement sections we used methods from the AASHTO Guide to Pavement Design (1993). Subgrade Preparation Pavement subgrades will consist of medium dense poorly graded sand. Site grading to achieve rough grade for the pavement areas will range from up to 2 ft of fill and up to 13 ft of cuts. All topsoil, organic matter, and existing pavement materials should be removed from all proposed pavement areas. Prior to placing new fill below pavements, pavement area subgrades should be prepared by scarifying to a minimum depth of 8 inches, moisture conditioning, and proof-rolling. If soft areas are encountered, over-excavation and backfilling with a granular material may be required. All fill below pavements should be compacted to at least 95% of the maximum dry density and placed to within ±2% of optimum moisture content as determined by ASTM D698. Recommended Pavement Sections Based on our design calculations, anticipated traffic, and the field conditions, we recommend the pavement section shown below for all proposed new pavement areas. Access Drive FLEXIBLE SECTION - ASPHALTIC CONCRETE Material Thickness (in.) Asphaltic Concrete 5 Crushed Aggregate Base 6 RIGID SECTION - PORTLAND CEMENT CONCRETE Material Thickness (in.) Portland Cement Concrete 6 Crushed Aggregate Base 4 Concrete Aprons and Heavy-Duty Truck Areas RIGID SECTION - PORTLAND CEMENT CONCRETE Material Thickness (in.) Portland Cement Concrete 8 Crushed Aggregate Base 4 The crushed aggregate base course should consist of Grading W base material. The base should be compacted to at least 98% of the maximum dry density and within ±2% of optimum www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 12 moisture content as determined by ASTM D698. The asphalt should have a minimum stability of 2, lb and should be placed to 96% Marshall density. The Portland cement concrete pavement section should have a 28 day flexural strength of at least 65 psi. Joints should be provided not greater than 15 ft on centers. The joints should be hand formed or sawed. The joints should be at least one-fourth of the slab thickness. Expansion joints should be provided at the end of each construction sequence and between the concrete slab and adjacent structures, such as curb and gutter. GEOTECHNICAL DESIGN CONTINUITY Geotechnical design continuity will be an important aspect of the successful completion of this project. In our opinion, geotechnical continuity can occur in three stages in the planning, design and construction project aspects. Specifically, we recommend STRATA maintain the geotechnical design continuity in the following aspects: Plan and Specification Review: We recommend STRATA be retained to review final design and construction plans and specifications to verify our geotechnical recommendations are incorporated into construction documents as well as to provide additional recommendations based on the final design concepts. These efforts can help provide document continuity and reduce the potential for errors as the project concepts evolve. Geotechnical Design Confirmation: The potential soil variation may have a significant impact on foundation construction. As such, we recommend STRATA be retained to provide geotechnical engineering oversight during site grading and foundation excavation to observe the potential variability in the soil conditions and provide consultation regarding potential impacts on foundation construction. Construction Observation and Testing: We recommend STRATA be retained to provide observation and testing during site preparation, grading, structural fill placement and backfilling to verify compliance with the recommendations presented in this report. Having STRATA provide inspection and oversight during this process will reduce the potential for an unforeseen construction error which may ultimately impact the project. If we are not retained to perform the recommended services, we cannot be responsible for related construction errors or omissions. STRATA can also provide construction material testing and inspection for reinforced concrete, and structural steel. EVALUATION LIMITATIONS This geotechnical engineering evaluation has been prepared to assist the planning, design and construction of the proposed building in Casper, Wyoming. Our services consist of professional opinions and recommendations made in accordance with generally accepted www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

Baler Building Expansions City of Casper Landfill Facility File: WY1523A Page 13 geotechnical engineering principles and practices as they exist in Wyoming at the time of this report. The geotechnical recommendations provided herein are based on the premise that an adequate program of tests and observations will be conducted during construction in order to document compliance with our recommendations and to confirm conditions exposed during subgrade preparations. Further, the method of exploration used allows observation of a relatively small sample of the subsurface conditions at the site. Variations may exist beyond the exploration locations. These variations would not be apparent until construction. Where such variation does exist, it may affect the options and recommendations presented in this report, as well as construction timing and costs. www.stratageotech.com 215 by Strata, A Professional Services Corporation. All rights reserved.

- MTAYLOR 9/2/215 12:19:27 PM - V:\STRATA - CASPER PROJECTS\A-G\ECS ENGINEERS, LLC\WY153B - CITY OF CASPER BALER BLDG\GEO\DRAFTING\WY153B PLATE 1.DWG B-1 B-3 B-2 B-4 BASE MAP PROVIDED BY: LEGEND: B-1 N APPROXIMATE BORING LOCATIONS DRILLED ON AUGUST 12, 215. (Sheet A1; Dated July, 215) THIS PLAN COMPRISES A PORTION OF STRATA'S REPORT AND THE TEXT OF THE REPORT CONTAINS ESSENTIAL INFORMATION: BEFORE UTILIZING THIS PLAN FOR ANY PURPOSE WHATSOEVER, THE REPORT SHOULD BE READ COMPLETELY. THIS PLAN IS INTENDED TO HELP VISUALIZE THE INFORMATION PROVIDED IN THE REPORT. THESE LOCATIONS AND INFORMATION WERE ADDED TO EXISTING PLANS OF THE SITE PREVIOUSLY PREPARED BY OTHERS AND NO CHECK OF ACCURACY, CURRENCY, APPROPRIATENESS, ETC., OF INFORMATION PROVIDED BY OTHERS WAS PERFORMED, SINCE SUCH CHECKS WERE NOT PART OF STRATA'S SCOPE OF SERVICES. NOT TO SCALE Baler Building Expansions, City of Casper Landfill Facility Casper, Wyoming 65 North Warehouse Road Casper, Wyoming 8261 PHONE: 37-234-2126 FAX: 37-266-5143 LOCATION OF EXPLORATORY BORINGS Copyright: STRATA

APPENDIX A Exploratory Borings Logs

USCS Description Depth (ft) Elevation Symbol Sample Type SPT Blows Per 6 Inches SPT - N Dry Density (pcf) TEST RESULTS Pocket Penetrometer, TSF.5 1. 1.5 2. 2.5 3. 3.5 4. 4.5 SPT, N-Value % Passing No. 2 Sieve PL MC LL Remarks Note: BGS = Below Ground Surface ASPHALTIC PAVEMENT, (8 inches thick). (SP) POORLY GRADED SAND, medium dense, brown, slightly moist. 5136.2 5135.5 4 6 8 14 5 2 4 6 8 STRATA BOREHOLE - STRATA.GDT - 9/2/15 12:24 - V:\STRATA - CASPER PROJECTS\A-G\ECS ENGINEERS, LLC\WY153B - CITY OF CASPER BALER BLDG\GEO\GINT LOGS\WY153B LOGS.GPJ Thin clay lense at 15 feet. Borehole Terminated at 26.5 Feet. Groundwater Depth: N.E. 59.7 Client: ECS Engineers, LLC Drill Rig: CME 55 Drilled By: STRATA 5 7 9 9 14 12 13 8 12 14 9 12 14 12 21 29 Project Name: Baler Building Expansions, City of Casper Landfill Facility Project Number: WY153B Date Drilled: 8/12/215 5 15 2 25 SP 16 23 25 26 26 5 Borehole Dia.: 3.25" HSA Logged By: M. Medley 3 5 BORING LOG B-1 Sheet 1 Of 1

USCS Description Depth (ft) Elevation Symbol Sample Type SPT Blows Per 6 Inches SPT - N Dry Density (pcf) TEST RESULTS Pocket Penetrometer, TSF.5 1. 1.5 2. 2.5 3. 3.5 4. 4.5 SPT, N-Value % Passing No. 2 Sieve PL MC LL Remarks Note: BGS = Below Ground Surface ASPHALTIC PAVEMENT, (6 inches thick). BASE COURSE, (6 inches). (SP) POORLY GRADED SAND, medium dense, brown, slightly moist. 5141.7 5141.2 514.7 4 6 6 12 2 4 6 8 STRATA BOREHOLE - STRATA.GDT - 9/2/15 12:24 - V:\STRATA - CASPER PROJECTS\A-G\ECS ENGINEERS, LLC\WY153B - CITY OF CASPER BALER BLDG\GEO\GINT LOGS\WY153B LOGS.GPJ Borehole Terminated at 26.5 Feet. Groundwater Depth: N.E. 5115.2 Client: ECS Engineers, LLC Drill Rig: CME 55 Drilled By: STRATA 5 8 7 13 8 14 8 9 8 11 16 9 12 15 Project Name: Baler Building Expansions, City of Casper Landfill Facility Project Number: WY153B Date Drilled: 8/12/215 5 15 2 25 SP 18 23 24 19 27 27 Borehole Dia.: 3.25" HSA Logged By: M. Medley BORING LOG B-2 Sheet 1 Of 1

USCS Description Depth (ft) Elevation Symbol Sample Type SPT Blows Per 6 Inches SPT - N Dry Density (pcf) TEST RESULTS Pocket Penetrometer, TSF.5 1. 1.5 2. 2.5 3. 3.5 4. 4.5 SPT, N-Value % Passing No. 2 Sieve PL MC LL Remarks Note: BGS = Below Ground Surface (SP) POORLY GRADED SAND, medium dense, brown, slightly moist. 5137.4 2 4 6 8 5 7 9 16 STRATA BOREHOLE - STRATA.GDT - 9/2/15 12:24 - V:\STRATA - CASPER PROJECTS\A-G\ECS ENGINEERS, LLC\WY153B - CITY OF CASPER BALER BLDG\GEO\GINT LOGS\WY153B LOGS.GPJ Thin gravel lense at 15 feet. Borehole Terminated at 26.5 Feet. Groundwater Depth: N.E. 51.9 Client: ECS Engineers, LLC Drill Rig: CME 55 Drilled By: STRATA 7 9 11 8 12 15 12 13 7 12 13 Project Name: Baler Building Expansions, City of Casper Landfill Facility Project Number: WY153B Date Drilled: 8/12/215 5 15 2 25 SP 2 2 25 25 Borehole Dia.: 3.25" HSA Logged By: M. Medley 2 4 4 BORING LOG B-3 Sheet 1 Of 1

USCS Description Depth (ft) Elevation Symbol Sample Type SPT Blows Per 6 Inches SPT - N Dry Density (pcf) TEST RESULTS Pocket Penetrometer, TSF.5 1. 1.5 2. 2.5 3. 3.5 4. 4.5 SPT, N-Value % Passing No. 2 Sieve PL MC LL Remarks Note: BGS = Below Ground Surface (SP) POORLY GRADED SAND, medium dense, brown to gray, slightly moist. 5148. 2 4 6 8 STRATA BOREHOLE - STRATA.GDT - 9/2/15 12:24 - V:\STRATA - CASPER PROJECTS\A-G\ECS ENGINEERS, LLC\WY153B - CITY OF CASPER BALER BLDG\GEO\GINT LOGS\WY153B LOGS.GPJ Thin clay lense at 26 feet. Borehole Terminated at 31.5 Feet. Groundwater Depth: N.E. 5116.5 Client: ECS Engineers, LLC Drill Rig: CME 55 Drilled By: STRATA 4 8 12 4 9 13 7 13 9 11 16 11 15 12 16 Project Name: Baler Building Expansions, City of Casper Landfill Facility Project Number: WY153B Date Drilled: 8/12/215 5 15 2 25 3 SP 2 22 23 27 26 28 Borehole Dia.: 3.25" HSA Logged By: M. Medley BORING LOG B-4 Sheet 1 Of 1

APPENDIX B Laboratory Test Results

Index Laboratory Test Results Summary Project: Client: Baler Building Expansions, City of Casper Landfill Facility - Casper, Wyoming ECS Engineers, LLC Project Number: WY153B Boring Depth (feet) Description and Remarks (U.S.C.S. Classification) In situ Moisture, (%) Liquid Limit Plasticity Index Passing No. 2, (%) B-1 2.5 POORLY GRADED SAND (SP) 5 NV NP 4 5 POORLY GRADED SAND (SP) 3 NV NP 1 POORLY GRADED SAND (SP) 6 NV NP 6 B-3 5 POORLY GRADED SAND (SP) 4 NV NP 3 POORLY GRADED SAND (SP) 4 NV NP 3 15 POORLY GRADED SAND (SP) 2 NV NP 6 Abbreviations: NP = Non-Plastic NV = No Value Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-1 @ 2.5 feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 #8 # #16 99 Screen Sizes #2 #3 #4 #5 #6 # #2 9 88 8 7 PERCENT PASSING 6 5 4 56 3 2 18 1 SOIL GRAIN DIAMETER, millimeters.1 4 Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-1 @ 5 feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 #8 # #16 #2 #3 Screen Sizes 97 #4 #5 #6 # #2 9 8 7 PERCENT PASSING 6 5 4 44 3 2 1 SOIL GRAIN DIAMETER, millimeters 4 1.1 Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-1 @ feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 #8 # #16 #2 #3 Screen Sizes #4 #5 #6 # #2 9 8 7 76 PERCENT PASSING 6 5 4 3 3 2 13 1 SOIL GRAIN DIAMETER, millimeters.1 6 Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-3 @ 5 feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 #8 # #16 #2 #3 Screen Sizes #4 #5 #6 # #2 9 8 81 7 PERCENT PASSING 6 5 4 37 3 2 11 1 SOIL GRAIN DIAMETER, millimeters.1 3 Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-3 @ feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 #8 # #16 #2 #3 Screen Sizes #4 #5 #6 # #2 9 94 8 7 PERCENT PASSING 6 5 4 41 3 2 1 SOIL GRAIN DIAMETER, millimeters 7.1 3 Reviewed by:

GRADATION ANALYSIS ASTM D 422 Project: Client: Project Number: Sample Identification: Sample Classification: Date Tested: By: Baler Building Expansions, City of Casper Landfill Facility ECS Engineers, LLC WY153B B-3 @ 15 feet POORLY GRADED SAND (SP) 8/14/215 BLC ATTERBERG LIMITS Liquid Limit: NV Plasticity Index: NP Cobbles Coarse Gravel Fine Coarse Sand Fine 5" 4" 3" 2" 1.5" 1" 3/4" Inches 1/2" 3/8" #4 98 #8 # Screen Sizes #16 #2 #3 #4 #5 #6 # #2 9 8 PERCENT PASSING 7 6 5 4 3 68 65 2 1 SOIL GRAIN DIAMETER, millimeters 14 11.1 6 Reviewed by: