1. ADD the attached test hole reports for Well Nos. 19 & 20 to the specifications.

Transcription

1 1700 East Iron Ave. Salina, KS phone fax Arizona California Colorado Kansas Missouri Nebraska New Mexico Oklahoma Texas Utah 1 December 2017 ADDENDUM NO. 2 RE: City of Conway Springs, Kansas Supply System Improvements Bid Package No. 1 KDHE Project No WCI File: /03/8670/8600 To All Prospective Bidders: The Contract Documents for the referenced project are hereby amended in the following particulars only, with all other conditions remaining unchanged. A. PROJECT MANUAL 1. ADD the attached test hole reports for Well Nos. 19 & 20 to the specifications. 2. CLARIFICATION that all work completed within this bid package will be unit price work and be a measured quantity. 3. Section 00410, Bid Form Contract A Waterline Construction: CLARIFICATION the required forms to be submitted with the bid can be found behind the Bid Form for Contract B. 4. Section 00520, Agreement Between Owner & Contractor Contract A Waterline Construction, Page : Article 4, 4.02, A.; REPLACE paragraph A. with paragraph A below: A. The Work will be substantially completed on or before August 31, 20, and completed and ready for final payment in accordance with Paragraph of the General Conditions on or before October 31, Section 00521, Agreement Between Owner & Contractor Contract B Well Improvements, Page : Article 4, 4.02, A.; REPLACE paragraph A. with paragraph A below: A. The Work will be substantially completed on or before August 31, 20, and completed and ready for final payment in accordance with Paragraph of the General Conditions on or before October 31, 20. Wilson & Company, Inc., Engineers & Architects Relationships SHARED OWNERSHIP COLLABORATION INTENSITY DISCIPLINE SOLUTIONS

2 Page 2 6. Section 00800, Supplementary Conditions, Page : SC-6.05 Property Insurance; REMOVE entire paragraph SC-6.05 only from the Supplementary Conditions regarding deductible requirements. 7. Section 01025, Measurement and Payment, Page : ADD the following items to be paid for by Item No. 21 Well Improvement : temporary utility connections, plugging and abandonment of existing wells and test wells (where required), removal and replacement of existing pitless units (where required). 8. Section 01170, Special Construction Permits, Page : CLARIFICATION that the Sumner County Road and Bridge County-Right-of-Way Crossing permits have been previously submitted and approved by the County. There is no fee for these crossing permits. 9. Section 01170, Special Construction Permits, Page : Part 1; ADD the following paragraph 1.6 after paragraph 1.5: 1.6 SUMNER COUNTY ROAD AND BRIDGE MOVE PERMITS The Contractor will be required by the County to get a permit for all loads over weight, over length, over height, or over width in addition to any existing annual permits previously held with the State by the Contractor. There is a $25.00 fee for these permits. 10. Section 02610, Water Pipe and Appurtenances, Page : Part 2, 2.1; ADD the following paragraph after D. Carbon Steel: E. Well Column Drop Pipe: 1. 3-inch and larger: a. Materials: 1) Unplasticized PVC utilizing minimum cell classification in ASTM D ) Hydrostatic Design Basis of 4000 psi for water at 73.4 F in accordance with ASTM D2837. b. NSF 61 approved. c. Performance: ASTM D1785 for Sch. 80 pipe (min.). d. Joints: Restrained, spline lock joint. e. Adapters: Drop pipe shall be joined to adjacent equipment using stainless steel drop pipe adapters provided by same manufacturer that provides the drop pipe using the same spline lock joint as used in the drop pipe. f. Marking: Shall permanently be marked with manufacturer; nominal size & schedule rating; manufacturing date code; and NSF 61 approval. g. Size: To match pump discharge connection. h. Maximum pump/motor power: 30 HP (min.). i. Maximum pressure rating: 309 psi (min.). j. Manufacturer: 1) Certa-Lok PVC Drop Pipe; North American Pipe Corp.; Houston, TX or approved equal.

3 Page Section 11100, Submersible Well Pumps, Page : Part 3, 3.3., A., 3., g.; DELETE paragraph g. entirely referencing Bearing & winding temperature. 12. Section 11300, Meters: Part 2, 2.1.; CLARIFICATION that the electromagnetic type flowmeter shall not utilize a battery for powering the meter. Meter shall be looped powered or grid powered as indicated on the Drawings. 13. Section 11300, Meters: Part 2, 2.1., N; ADD the following as acceptable manufacturers: Emerson Electric Co., St. Louis, MO. McCrometer, Inc., Hemet, CA. 14. Geotechnical Report: ADD the attached geotechnical report and addendum to the project manual as an appendix. B. DRAWINGS 1. CLARIFICATION. Existing Well Nos. 12&14 can be utilized for water supply for construction of new water wells. Test wells for Well Nos. 19&20 may also be utilized for water supply (if available). Contractor to provide means of pumping and providing water from these allowable locations. Contractor may also utilize water from the existing 8 waterline in both locations for water supply during well construction. It should be noted that depending on construction sequences of the separate contracts, the existing 8 waterline may be abandoned prior to well construction. Contractor responsible for all temporary usage costs including tapping and coordinating water use from the existing waterline. 2. CLARIFICATION that the new well screens for Well Nos. 19 & 20 shall be stainless steel as indicated in the specifications. 3. CLARIFICATION for Well Nos. 13, 15, 19, & 20. Contract B will be responsible for providing temporary piping, valve, and meter for pump testing the newly installed submersible well pumps. 4. CLARIFICATION for Well Nos. 13, 15, 19, & 20. Contract B will be responsible for providing a #2 copper conductor from the meter ground rings to the panel ground. 5. Sheet No. C-107, Raw Waterline Plan: Detail A1 Waterline Plan; CLARIFICATION that the waterline, from station through , shall be installed utilizing the Waterline Piping Under Pavement and Surfacing as indicated in Section 02225, Trenching.

4 Page 4 6. Sheet No. C-107, Raw Waterline Plan: Detail A1 Waterline Plan; CLARIFICATION that the waterline, from station through , shall be installed utilizing the Waterline Piping Under Pavement and Surfacing as indicated in Section 02225, Trenching. 7. Sheet Nos. C-151 & 152, Water Supply Line Plan: CLARIFICATION that the waterline, from station through , shall be installed utilizing the Waterline Piping Under Pavement and Surfacing as indicated in Section 02225, Trenching. This ADDENDUM is hereby made a part of the Bidding Documents to the same extent as though contained in the original documents. Work to be included shall not be limited to narrative description contained herein, but shall also include adjustments or revisions to other work not mentioned, in order to accomplish the Work described. Each Bidder shall acknowledge receipt of this ADDENDUM in the space provided on the Bid Form. WILSON & COMPANY Craig Stockebrand Civil Engineer M:\WWW\ \DOCS\PROJECT MANUAL\Supply System Improvements\Addendum No. 2\Addn #2.doc

5 Well No. 19 Test Hole

6 Well No. 20 Test Hole

7 Geotechnical Engineering Report Proposed Water System Improvements NW of North Ryan Road and West 80th Avenue North Conway Springs, Kansas February 5, 2014 Terracon Project No Prepared for: City of Conway Springs Conway Springs, Kansas Prepared by: Terracon Consultants, Inc. Wichita, Kansas Reliable Responsive Convenient Innovative 1

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9 TABLE OF CONTENTS Page EXECUTIVE SUMMARY... i EXECUTIVE SUMMARY (continued)... ii 1.0 INTRODUCTION PROJECT INFORMATION Project Description Site Location and Description SUBSURFACE CONDITIONS Geology Typical Profile Groundwater RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION Geotechnical Considerations Earthwork Site Preparation Material Types Compaction Requirements Utility Trench Backfill Grading and Drainage Earthwork Construction Considerations Shallow Foundations Treatment Building Design Recommendations Storage Tank Design Recommendations Shallow Foundation Construction Considerations Deep Foundations Deep Foundation Design Recommendations Floor and Structural Slabs Slab Subgrade Preparation Low Volume Change Zone Slab Considerations Underground Septic Tank Evaporative Ponds Fill Construction Observation and Testing GENERAL COMMENTS APPENDIX A FIELD EXPLORATION Exhibit A-1 Site Location Plan Exhibit A-2 Exploration Plan Exhibit A-3 Boring Location Plan Exhibit A-4 Field Exploration Description Exhibits A-5 to A-12 Boring Logs Exhibit A-13 Subsurface Profile

10 TABLE OF CONTENTS (continued) APPENDIX B LABORATORY TESTING Exhibit B-1 Laboratory Testing Exhibit B-2 Moisture-Density Relationship Exhibit B-3 One-Dimensional Consolidation Test APPENDIX C SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification Exhibit C-3 Sedimentary Rock Classification

11 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No EXECUTIVE SUMMARY A geotechnical investigation has been performed for the proposed water system improvements to be located northwest of the intersection of North Ryan Road and West 80 th Ave North in Conway Springs, Kansas. Eight (8) geotechnical borings, designated B-1 through B-8, were performed to depths of 25 to 50 feet below the existing ground surface at the site. We understand borings B-1, B-4, and B-7 were drilled within potential locations of the proposed elevated storage tank, boring B- 2 was drilled within the proposed treatment facility, borings B-6 and B-8 were drilled within the proposed lagoons, and borings B-3 and B-5 were drilled within the proposed septic tank and lateral field areas. It should be noted the boring locations were established in the field by the Owner as a site plan depicting the final locations of the planned improvements was not available at the time of this report. Terracon should be contacted to evaluate the opinions and recommendations presented within this report should the location of the proposed building/tanks/lagoons significantly vary from the Owner s established boring locations. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified: In our opinion, the proposed treatment building and interior improvements may be supported on shallow foundations bearing on loose to medium dense native sand, stiff native clay, and/or on properly placed and compacted structural fill placed over suitable native soils. To provide a more uniform mat foundation support, we recommend the upper 12 inches of supporting subgrade below interior equipment/tank pads consist of dense graded crushed rock (KDOT AB-3 or similar) placed as recommend in section 4.2 Earthwork. Provided 2 to 3 inches of total settlement is tolerable, the proposed storage tank could be supported on a shallow mat foundation or ring foundation system bearing on a minimum 12 inches of dense graded crushed rock (KDOT AB-3 or similar) placed over suitable native soils. Alternatively, the tank can be supported by a deep foundation system consisting of auger cast in place (ACIP) piling to reduce settlement. The near-surface soils include clays that are active and prone to volume change with variations in moisture content. For this reason and to provide a more stable working surface, we recommend a 12-inch thick low volume change zone (LVC) be constructed beneath slabs-ongrade, and possibly moisture conditioning up to inches below the LVC zone if dry conditions are encountered at the time of construction. Construction of the LVC zone may require overexcavation in portions of the building and interior equipment/tank pads if cuts are required to develop design grade. Responsive Resourceful Reliable i

12 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No EXECUTIVE SUMMARY (continued) On-site native soils free of organics and deleterious materials appear suitable for use as compacted structural fill; however, some of the materials do not meet the LVC fill criteria and should not be utilized within 12 inches of the finished grade beneath at-grade building and tank areas unless further testing is performed. Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade and foundation support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Responsive Resourceful Reliable ii

13 GEOTECHNICAL ENGINEERING REPORT PROPOSED WATER SYSTEM IMPROVEMENTS NW OF NORTH RYAN ROAD AND WEST 80TH AVENUE NORTH CONWAY SPRINGS, KANSAS Terracon Project No February 5, INTRODUCTION We have completed our geotechnical engineering study for the proposed water system improvements to be located northwest of the intersection of North Ryan Road and West 80 th Ave North in Conway Springs, Kansas. Eight total geotechnical borings, designated B-1 through B-8, were performed to depths of 25 to 50 feet below the existing ground surface at the site. We understand borings B-1, B-4, and B-7 were drilled within potential locations of the proposed storage tank, boring B-2 was drilled within the proposed treatment facility, borings B-6 and B-8 were drilled within the proposed lagoons, and borings B-3 and B-5 were drilled within the proposed septic tank and lateral field areas. Eight percolation tests were also included in our scope of work for this project. The percolation tests had not been completed at the time this report was prepared due to adverse weather conditions. The results of those tests will be provided at a future date under separate cover. Logs of the borings along with a site location plan and a boring location plan are included in Appendix A of this report. It should be noted the boring locations were established in the field by the Owner as a site plan depicting the final locations of the planned improvements was not available at the time of this report. Terracon should be contacted to evaluate the opinions and recommendations presented within this report should the location of the proposed building/tanks/lagoons significantly vary from the Owner s established boring locations. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: subsurface soil conditions foundation design and construction groundwater conditions floor slab design and construction earthwork evaporative ponds Responsive Resourceful Reliable 1

14 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No PROJECT INFORMATION 2.1 Project Description ITEM Treatment Building: DESCRIPTION The treatment building will be a slab-on-grade (non-basement) single-story structure of metal construction. The proposed rectangular-shaped building has overall plan dimensions of about 45 feet wide by 50 feet long, with an eve height of about 20 feet. The interior equipment will include treatment skids, tanks, pumps, and other miscellaneous equipment. The location of the building should be in the general vicinity of boring B-2. Structures Sanitary Sewer Septic Tank and Lateral Field: The septic tank will have a holding size of 1,000 or 1,350 gallons. The septic tank and lateral field locations should be in the vicinity of borings B- 3 and B-5. Maximum loads (estimated by Terracon) Elevated Storage Tank: An elevated storage tank with a capacity of 400,000 gallons will be constructed at the site. The base of the tank will have a nominal diameter between 20 and 30 feet across. The tank height will be between 120 and 130 feet tall. The tank location should be in the vicinity of either boring B- 1, B-4 or B-7. Water Treatment Plant: Columns: 50 kips maximum Walls: 3 klf maximum Interior equipment/tank pads: 1,000 psf maximum Slabs: 150 psf maximum Grading Cut and fill slopes Elevated Storage Tank: Total weight of filled tank: 3,500,000 pounds maximum We anticipate fills of less than about 2 feet will be required to achieve final grade within the treatment building and storage tank areas. We anticipate cuts and fills of less than about 5 feet will be required to construct the pond floors and berms. We anticipate cuts of less than about 8 feet will be required for the septic tank and lateral field. Assumed to be no steeper than 3H:1V (Horizontal to Vertical). Responsive Resourceful Reliable 2

15 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No ITEM Evaporative ponds DESCRIPTION A two-cell, non-discharging brine wastewater treatment lagoon will be constructed in the southeast portion of the site (vicinity of borings B-6 and B-8). The ponds will utilize a double-lined synthetic liner with a leak detection system. The ponds will have an operating depth of about 5 feet with a 3-foot freeboard, and will cover about 0.20 total water surface acres. 2.2 Site Location and Description ITEM Location Current ground cover Existing topography DESCRIPTION The project will be located northwest of the intersection of North Ryan Road and West 80 th Avenue North, southwest of Conway Springs, Kansas. Cultivated field The overall site is relatively level with mild undulations. 3.0 SUBSURFACE CONDITIONS 3.1 Geology The site is located southwest of the City of Conway Springs, which lies within the High Plains physiographic province. The soils encountered in our borings were stream terrace deposits of alluvial clays and sands deposited on floodplains by the ancient Arkansas River or another ancient river system. The sand and clay is underlain by weathered shale, likely of the Permian-aged Sumner Group. Subsurface conditions encountered at the boring locations are described in greater detail below. 3.2 Typical Profile Based on the results of the borings, the subsurface conditions on the project site can be generalized as follows: Description Approximate Depth to Bottom of Stratum Material Encountered Consistency / Density Stratum 1 3 inches Organic topsoil N/A Stratum 2 3 to 8 feet Sandy lean clay and sandy fat clay Medium stiff to stiff Stratum 3 44 to 47 feet 1 Clayey sand and sand Loose to dense Stratum 4 Borings B-1, B-4 & B-7: Shale, highly weathered N/A > 50 feet 2 Responsive Resourceful Reliable 3

16 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Continued: 1. Borings B-2, B-3, B-5, B-6 and B-8 were terminated within Stratum 3 soils at a depth of 25 feet. 2. Maximum depth explored. We generally classified the near-surface cohesive soils as sandy fat clay and sandy lean clay with moderate plasticity. The tested samples had the following measured liquid limits, plastic limits, and plasticity indices: Sample Location, Depth Liquid Limit, (%) Plastic Limit, (%) Plasticity Index, (%) Boring B-1, ft Boring B-2, ft Composite Sample, Borings B-3 & B-4, 1 4 ft We indicated the subsurface conditions encountered at each boring location on the boring logs. The stratification boundaries shown on the borings logs represent the approximate locations of changes in soil and rock types; in situ, the transition between material types may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report. 3.3 Groundwater The borings were monitored for water while drilling and upon completion of the drilling operations. The water levels observed in the boreholes are noted on the attached boring logs, and are summarized below: Boring Number Depth to groundwater while drilling, ft. Depth to groundwater after drilling completed, ft. Depth to groundwater 24 hours after drilling completed, ft. B N/A B N/A B N/A N/A B B N/A B B B These groundwater levels are based on the relatively short duration the borings were allowed to remain open. This does not necessarily mean that the water levels shown above are stable groundwater levels. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time we performed the borings. Responsive Resourceful Reliable 4

17 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No You should consider the possibility of groundwater level fluctuations when developing the design and construction plans for the project. Also, it is possible groundwater could temporarily perch seasonally at shallow depths. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations We analyzed the foundation support conditions based on the data obtained from the field and laboratory testing programs at the boring locations established by the owner. In our opinion, it is feasible to support the proposed treatment building and interior improvements on shallow foundations bearing on loose to medium dense native sand, stiff native clay, or on properly placed and compacted structural fill placed over suitable native clay/sand soils. To provide a more uniform mat foundation support, we recommend the upper 12 inches of supporting subgrade below interior equipment/tank pads consist of dense graded crushed rock (KDOT AB- 3 or similar) placed as recommend in section 4.2 Earthwork. Provided 2 to 3 inches of total settlement is tolerable, the proposed storage tank could be supported by a mat foundation or ring foundation system bearing on a minimum of 12 inches of dense graded crushed rock (KDOT AB-3 or similar) placed over suitable native soils. Alternatively, the proposed tank can be supported by a deep foundation system consisting of auger cast in place (ACIP) piling to reduce the total settlement to about ½ inch. We present within this report our geotechnical recommendations related to foundations, subgrade preparation, evaporative ponds, and other geotechnical aspects of the project. Expansive soils are present on this site. The on-site materials appear to have a moderate plasticity and should not be utilized within 12 inches of the finished grade beneath the building and tank slabs, as detailed in section Slab Subgrade Preparation. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structures should be anticipated. The severity of cracking and other damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive soils. Eliminating the risk of movement and distress may not be feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. Some of these options could include increasing the thickness of the recommended low volume change zone and/or constructing a structural slab. We would be pleased to discuss other construction alternatives with you upon request. The owner or contractor could consider a contingency budget to provide for additional earthwork items such as moisture conditioning dry subgrade soils, and repairing soft subgrade soils, uncontrolled existing fill, and unsuitable foundation bearing soils. Responsive Resourceful Reliable 5

18 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Earthwork Site Preparation We recommend removing the organic topsoil from within and at least 5 feet beyond the proposed building, tank areas and areas to receive fill. After completing these operations, we recommend the exposed subgrade be thoroughly proofrolled (under the observation of Terracon personnel) with a loaded tandem-axle dump truck or other heavy, rubber-tired construction equipment weighing at least 20 tons, to locate any zones that are soft or unstable. The exposed subgrade where excessive rutting or pumping occurs during proofrolling should be removed and replaced or aerated/reworked and recompacted in place to our recommendations for engineered fill (see below for details) prior to placement of areal fill Material Types Engineered fill should meet the following material property requirements: Fill Type 1 USCS Classification Acceptable Location for Placement Lean clay 2 CL 3 (LL<46 & PI>15) Lean to fat clay 2, 3 CL/CH 3 Fat clay 2 Well graded granular and silty gravel Low Volume Change Material 5 On-Site Soils (46<LL<50) CH (LL>50) GM-GW GM 4 CL or GM-GW, GM 4 and (LL<40 & 5<PI<15) Varies > 12 inches below building and tank finished subgrade > 12 inches below building and tank finished subgrade > 12 inches below building and tank finished subgrade All locations and elevations All locations and elevations The on-site soils typically appear suitable for use as fill. However, most of these soils do not meet the low volume change zone criteria and should not be utilized within 12 inches of finished subgrade beneath building and tank areas. Responsive Resourceful Reliable 6

19 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Continued: 1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. Delineation of fat clays and lean clays should be performed in the field by a qualified geotechnical engineer or their representative, and could require additional laboratory testing. 3. By our definition, cohesive soils with a liquid limit of 46 to 49 are classified as lean to fat clay (with the borderline symbol CL/CH) to alert of the expansive potential of clay soils with liquid limits close to 50 (see ASTM D , Section 1.1, Note 1.) 4. Similar to KDOT AB-3 crushed limestone aggregate, limestone screenings, or granular material such as sand, gravel or crushed stone containing at least 15% low plasticity fines (-#200). 5. Low volume change cohesive soil or granular soil having at least 15% low plasticity fines (-#200). See section Low Volume Change Zone of this report. The recommended zone of dense graded crushed rock below tanks and equipment pads can be considered part of the low volume change zone Compaction Requirements Engineered fill should meet the following compaction requirements: Fill Lift Thickness ITEM Compaction Requirements 1 Moisture Content Cohesive Soils with PI of 35 and higher DESCRIPTION 9-inches or less in loose thickness when heavy, selfpropelled compaction equipment is used or 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used At least 95%, but not more than 100%, of the material s maximum standard Proctor dry density (ASTM D698). All engineered fill placed beneath footings designed for 2,500 psf bearing pressure should be compacted to at least 97% of the material s maximum standard Proctor dry density. At least 3 percentage points above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction Moisture Content Cohesive Soils with PI of 25 to 34 Moisture Content Cohesive Soils with PI of to 24 Moisture Content Cohesive Soils with PI less than At least 2 percentage points above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction Above the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction No drier than 2 percentage points below the optimum moisture content value as determined by the standard Proctor test at the time of placement and compaction Responsive Resourceful Reliable 7

20 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No ITEM Moisture Content Granular Material 2, (including KDOT AB-3) Workable moisture levels DESCRIPTION 1. We recommend the moisture content and compaction be determined for each lift of engineered fill during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. The zone of fill compacted to meet this criteria should extend at least 5 feet horizontally beyond the building and tank footprints. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled Utility Trench Backfill Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building and tank should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building and tank. We recommend constructing an effective trench plug that extends at least 5 feet out from the face of the building and tank exteriors. The plug material should consist of cementitious flowable fill or impervious clay. The trench plug material should be placed to surround the utility line. If used, the clay trench plug material should be placed and compacted to comply with the moisture content and compaction recommendations for areal fill stated previously in this report Grading and Drainage All grades must provide effective drainage away from the building and tank during and after construction. Water permitted to pond next to the building and tank can result in greater soil movements than those discussed in this report. These greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. Estimated movements described in this report are based on effective drainage for the life of the structure and cannot be relied upon if effective drainage is not maintained. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building and tank. Exposed ground should be sloped and maintained at a minimum 10 percent (5 percent where pavement will abut the building and tank, or less to meet ADA requirements) away from the structures for at least 10 feet beyond the perimeter of the structures. After completing construction and landscaping, we recommend verifying final grades to document that effective drainage has been achieved. Grades around the structures should also be periodically inspected and adjusted as necessary, as part of the structures maintenance program. Where paving or flatwork abuts the structures, we recommend a maintenance program to effectively seal and maintain joints to prevent surface water infiltration. Responsive Resourceful Reliable 8

21 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Earthwork Construction Considerations It is anticipated excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction and observed by Terracon. Based on the results of our exploration, it appears that cohesionless soils (sands) will be encountered within deeper excavations performed at the site. Continued confinement is required for cohesionless soils (native or when used as engineered fill) to remain in a dense state. Therefore, caution should be used where existing or new improvements are supported over existing fill comprised of cohesionless soils (foundations, sidewalks, pavements, existing utilities, etc.) and new adjacent excavations are performed as undermining could quickly occur. In addition, temporary trench excavations that encounter cohesionless materials typically require flatter cut slopes than trench excavations within cohesive soils. Further, any water present within the cohesionless soils, perched or from surface drainage, would significantly complicate excavation and backfilling efforts and additional dewatering techniques may be required. Surface water should not be allowed to pond on the site and soak into the soil during construction. Construction staging should provide drainage of surface water and precipitation away from the building and tank areas. Any water that collects over or adjacent to construction areas should be promptly removed, along with any softened or disturbed soils. Surface water control in the form of sloping surfaces, drainage ditches and trenches, and sump pits and pumps will be important to avoid ponding and associated delays due to precipitation and seepage. Groundwater was encountered in all 8 borings performed at the site at depths ranging from 9.5 to.5 feet below ground surface. If groundwater is encountered during construction, some form of temporary or permanent dewatering may be required. Conventional dewatering methods, such as pumping from sumps, should likely be adequate for temporary removal of any groundwater encountered during excavation at the site. As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, Excavations and its appendices, and in accordance with any applicable local, state, and federal safety regulations. The contractor should be aware that slope height, slope inclination, and excavation depth should in no instance exceed those specified by these safety regulations. Flatter slopes than those dictated by these regulations may be required depending Responsive Resourceful Reliable 9

22 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No upon the soil conditions encountered and other external factors. These regulations are strictly enforced and if they are not followed, the owner, contractor, and/or earthwork and utility subcontractor could be liable and subject to substantial penalties. Construction site safety is the sole responsibility of the contractor who controls the means, methods and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean that Terracon is assuming any responsibility for construction site safety or the contractor's activities; such responsibility shall neither be implied nor inferred. 4.3 Shallow Foundations Treatment Building Design Recommendations In our opinion, the proposed building can be supported by a shallow, spread footing foundation system bearing on medium dense native sand, medium stiff native clay, and/or newly placed engineered fill extending to native sand. Design recommendations for shallow foundations for the proposed structure are presented below. DESCRIPTION Column Wall Maximum net allowable bearing pressure 1 on native clay Maximum net allowable bearing pressure 2 on native sand and/or new engineered fill extending to native sand Minimum dimensions Equipment/Tank Pad 5 1,500 psf 1,500 psf 1,000 psf 2,500 psf 2,500 psf N/A 30 inches 16 inches (formed) 12 inches (trenched) Minimum embedment below finished grade for frost protection 3 36 inches 36 inches 36 inches Estimated total settlement 4 1 inch 1 inch 1 inch Estimated differential settlement 4 ¾ inch between columns ¾ inch over 40 feet N/A ¾ inch Responsive Resourceful Reliable 10

23 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Continued: 1. The recommended maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with engineered fill compacted to at least 95% of the material s maximum standard Proctor dry density. 2. The recommended maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with engineered fill compacted to at least 97% of the material s maximum standard Proctor dry density. 3. The minimum embedment depth is also provided to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footings and footings beneath unheated areas. 4. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations. The above settlement estimates have assumed that the maximum loads stated previously in this report will not be exceeded. 5. To provide more uniform mat foundation support, we recommend the upper 12 inches of supporting subgrade below interior equipment/tank pads consist of dense graded crushed rock (KDOT AB-3 or similar) placed as recommend in section 4.2 Earthwork Storage Tank Design Recommendations Provided the estimated settlement is tolerable, the proposed storage tank could be supported by a mat foundation or ring foundation system bearing on a minimum of 12 inches of dense graded crushed rock (KDOT AB-3 or similar) placed over medium dense native sand at a depth of about 3 to 6 feet below existing grade. Design recommendations for shallow foundations for the proposed structure are presented below. DESCRIPTION Mat 4 Continuous Maximum net allowable bearing pressure 1 on native sand 2,000 psf 2,000 psf Minimum embedment below finished grade for frost protection 2 36 inches 36 inches Estimated total settlement 3 2 to 3 inches 2 to 3 inches Estimated differential settlement 3 1 inch over 30 feet 1 inch over 30 feet Responsive Resourceful Reliable 11

24 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Continued: 1. The recommended maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with lean concrete or approved engineered fill. 2. The minimum embedment depth is also provided to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footings and footings beneath unheated areas. 3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations. The above settlement estimates have assumed that the maximum loads stated previously in this report will not be exceeded. 4. To provide more uniform mat foundation support, we recommend the upper 12 inches of supporting subgrade below interior equipment/tank pads consist of dense graded crushed rock (KDOT AB-3 or similar) placed as recommend in section 4.2 Earthwork Shallow Foundation Construction Considerations The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Extremely wet or dry material or any loose or disturbed material in the bottom of the footing excavations should be removed before foundation concrete is placed. Should the soils at bearing level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete. Consider placing a lean concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended time. Regarding construction of footings, we generally anticipate that material suitable for support of the design bearing pressure will be present at the base of the footings. However, there is a possibility that isolated zones of soft, low density fill or native soils could be encountered below footing bearing level, even though field density tests are expected to be performed during fill placement operations. Therefore, we recommend the geotechnical engineer be retained to observe, test, and evaluate the soil foundation bearing prior to placing reinforcing steel and concrete to determine if additional footing excavation depth is needed. Responsive Resourceful Reliable 12

25 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No When over-excavating the unsuitable soils, the excavations should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. As an alternative, the footings could also bear on properly compacted backfill extending down to the suitable soils. Overexcavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with approved materials such as approved well-graded granular material or on-site lean clay soil placed in lifts of 9 inches or less in loose thickness and compacted in accordance with section Compaction Requirements. 4.4 Deep Foundations To reduce the estimated settlement, the proposed storage tank can be supported by a deep foundation system of auger cast-in-place (ACIP) piling. We anticipate long-term settlement for ACIP piling designed using the allowable bearing and friction values in the following table would be about ½ inch. ACIP piles are installed by drilling continuous-flight, hollow-stem augers to a depth required to support the design pile load. When this depth is reached, a high-strength, non-shrink cement grout is pumped (under pressure) through the hollow shaft of the augers, exiting at the tip of the augers. As pumping continues and a grout head of at least 10 feet develops, the augers are slowly withdrawn until the entire hole is filled with grout. Responsive Resourceful Reliable 13

26 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Deep Foundation Design Recommendations Our estimated allowable parameters to be used for design purposes are shown below. TOP ELEVATION 2 (Feet) ESTIMATED ALLOWABLE BEARING/FRICTION PARAMETERS BOTTOM ELEVATION 2 (Feet) FOR AUGERED CAST-IN-PLACE PILING ZONE ALLOWABLE VALUES 1 STRATUM SKIN FRICTION (KSF) END BEARING Sandy lean clay Clayey sand Clayey sand and sand Clayey sand Shale, highly weathered (KSF) 1. The allowable parameters shown above utilize a minimum safety factor of about 2 for skin friction and 3.0 for end bearing, which are the minimum recommended values for design purposes. 2. Datum from our survey. Using the design parameters from the table above, we estimate a pile length of about 52 feet (elevation of about 46 feet, datum from our survey, and a top of pile elevation of about 98 feet) would be required to develop a 120-ton capacity with a properly installed 16-inch diameter ACIP pile. The tip of each pile should bear at least two feet within the highly weathered shale stratum which was encountered in our borings at elevations between 47.5 feet and 49.5 feet. Variations in the depth to shale, which would directly affect the length of the piles, should be anticipated across the site. The capacity of groups of piles can be less than individual piles. To reduce group effects, we recommend the piles be spaced on centers no closer than 3 pile diameters. Design of the piling as structural members should be in accordance with applicable building codes. According to the 2009 IBC, the average compressive stress in the pile section should not be more than 30 percent of the design 28-day unconfined compressive strength (f c) of the grout used for construction of the pile. Tensile and lateral load resistance of ACIP piles should be neglected unless the piles are properly reinforced. Tensile reinforcement may be provided by installing a single reinforcing bar in the center of the pile. A reinforcing cage can also be placed in the top section of the pile, but the installation depth will be limited based on pile diameter. Reinforcement installed within piles should include centering devices to assure the steel has adequate concrete cover within the piles. Responsive Resourceful Reliable 14

27 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Frost action beneath pile caps and grade beams can cause uplift loads on the piles. To avoid the potential uplift loads, the base of the caps and grade beams should extend a minimum of 3 feet below the lowest adjacent outside grade. We recommend a pile load tests be conducted to confirm the design pile capacity. We encourage the Owner to secure a base bid for a specified quantity of installed piling, and an addition/deduction unit price for any adjustments to the pile lengths based on the outcome of the pile load tests. Because the capacity of ACIP piles depends not only on the depth of penetration but also on the installation procedure used to construct the piles, we recommend that a representative of Terracon be present during the installation of the ACIP piles, to monitor the pile installation process and to perform tests to evaluate grout strength. The successful completion of ACIP pile installations will depend to a large extent on the suitability of the equipment and installation procedures used. Controlled withdrawal of the auger will be necessary and a sufficient head of grout should be maintained in the auger system at all times to prevent necking down of the fluid mortar due to hydrostatic pressures. The suitability of the grout should be tested to determine fluidity, and grout cubes should be made to establish 7- and 28-day compressive strengths. The quantity of the concrete grout placed should be checked against the calculated volumes required to obtain design pile dimensions. Installation of adjacent ACIP piles with a clear distance spacing of less than 10 pile diameters should be delayed until mortar in the initial pile has set. This is recommended to avoid possible grout intrusion between the piles which could jeopardize the integrity of both piles. It is recommended that Terracon review and comment on specifications developed for the pile construction and be authorized to observe and document their installation. 4.5 Floor and Structural Slabs Slab Subgrade Preparation A factor affecting floor slab performance is the potential for the subgrade soils to swell due to variations in moisture content. Typically, some increase in the floor slab subgrade moisture content will occur because of gradual accumulation of capillary moisture, which would otherwise evaporate if the floor slab had not been constructed. A soil s swell potential is dependent primarily on its plasticity, and moisture content. The confining pressure provided by the weight of the floor slab and the overburden pressure (including the fill required to develop design grade) also effects swell potential. Subgrade soils with higher plasticity and lower moisture content and confining pressure, generally have greater swell potential. The near-surface subgrade soils encountered in our borings typically have moderate plasticity and were generally in a relatively dry condition at the time of our subsurface exploration. Based on the field/laboratory test data and site conditions, it is our opinion the relatively dry nearsurface clay had a potential to heave floor slabs supported on grade at the time of our field Responsive Resourceful Reliable 15

28 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No exploration operations; this potential to swell could increase if drying occurs prior to, or during construction. Based on a method of analyses that uses Atterberg limits values, total unit weight, and our experience with similar soils, we estimated a potential vertical rise (PVR) of up to about 1.5 inches for these soils. Since it is not possible to predict moisture variations over time, we based this soil movement on a relatively dry soil moisture condition, which in our opinion could cause excessive heave of floor slabs. To reduce the swell potential to a relatively small amount, less than about 1 inch, we recommend at least the upper 12 inches of subgrade soils below the building and tank (excluding any granular leveling course) be low volume change (LVC) material that we describe in detail in section Low Volume Change Zone of this report. The recommended zone of dense graded crushed rock below tanks and equipment pads can be considered part of the low volume change zone. In addition, we recommend Terracon evaluate the material within inches of the bottom of the LVC zone just prior to placement of any additional fill (see Building and Tank Subgrade Preparation Diagram below). Where the existing native materials within this depth range at the start of construction are drier than the minimum moisture requirements stated in section Compaction Requirements of this report, we recommend corrective procedures be implemented. These procedures would include over-excavating if dry soils are present and either uniformly increasing their moisture content to the minimum moisture contents stated in section Compaction Requirements of this report and reworking/recompacting the soil in lifts, or replacing them with LVC material. If LVC material is used to replace the dried soils, it should be placed at the moisture content values described in section Compaction Requirements of this report. BUILDING AND TANK SUBGRADE PREPARATION DIAGRAM (NOT TO SCALE) DRY SUBGRADE CONDITION Finished Floor Elevation Finished Subgrade Elevation Concrete Floor Slab Granular Capillary Cutoff/Leveling Course MOIST SUBGRADE CONDITION Finished Floor Elevation Finished Subgrade Elevation Concrete Floor Slab Granular Capillary Cutoff/Leveling Course 12 Inches LOW VOLUME CHANGE (LVC) Material LOW VOLUME CHANGE (LVC) Material (see report for details) 12 Inches (see report for details) Inches Low Volume Change (LVC) Material Or 6 Inches Subgrade: Scarify, Moisture-Condition, And 30 Inches Reworked Native Clays Compact In Place 12 Inches (See Report For Recommended Moisture and Density) 6 Inches Subgrade: Scarify, Moisture-Condition, And Compact In Place 12 Inches If The Evaluation Indicates That These Soils Are Sufficiently Moist, Then Moisture- -Conditioning Of These Soils Is Not Required Note: The present moisture condition appears to be relatively dry. Also remove and replace unsuitable materials including uncontrolled existing fill that may extend to greater depths than shown in the above diagrams. Responsive Resourceful Reliable 16

29 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Prior to placing additional area fill where moisture conditioning (as described on the previous page) is not needed, we recommend the upper 6 inches of exposed subgrade be scarified and recompacted to the compaction requirements and at the moisture contents stated in section Compaction Requirements of this report Low Volume Change Zone As stated previously, we recommend the upper 12 inches of material directly below the at-grade floor slabs (excluding any granular leveling course) be LVC material. This is primarily to help protect the newly placed fill from moisture fluctuations during construction and provide a layer of soil that will not experience significant volume change as the moisture content fluctuates. By our definition, LVC materials have a liquid limit (LL) less than 40 and a plasticity index (PI) of at least 5, but less than 15. LVC materials that meet this requirement may include granular soils (such as silty gravel meeting KDOT specifications for AB-3 or limestone/concrete screenings) or possibly clayey sand, silty/sandy or lean clays, although laboratory testing of prospective LVC materials proposed for use by the contractor should be conducted to confirm their suitability prior to bidding/construction. Cohesive LVC soils may need extensive wetting maintenance by the contractor to maintain the required above optimum moisture content in the cohesive LVC material until construction of the floors. Based on the soils encountered in the borings, the nearsurface clays do not meet the criteria for LVC material. If cohesive material meeting the above criteria cannot be readily obtained, a LVC soil may be developed with the clay overburden soils by modifying them with hydrated lime, Class C fly ash, or possibly Cement Kiln Dust (CKD) although this may result in objectionable dusting problems. A lime slurry application (or the use of granular LVC materials) may reduce the dusting problems. Subgrade modification with hydrated lime would also be expected to provide a more stable working surface under construction traffic and following inclement weather during construction. For clay materials, it has been our experience that hydrated lime contents of 4% to 6%, CKD contents of 6% to 8%, or Class C fly ash contents of 14% to 16%, based on the dry weight of the soil, would be required to appreciably reduce the shrink/swell characteristics of clayey soils not meeting the previously described plasticity requirements for LVC materials. A more precise application rate should be developed based on additional laboratory testing. Recognized guidelines such as those specified by KDOT (including minimum mixing temperatures) should be followed during the mixing and construction of the fly ash- or lime-modified subgrade. A lime slurry application (or the use of a granular LVC material) may reduce the dusting problems that could occur with subgrade modification using fly ash. The modified zone should extend at least 3 feet beyond the edges of the proposed slab. Soils mixed with Class C fly ash should be compacted within 2 hours following blending operations. The LVC soils should be placed in lifts not exceeding 9 inches in loose thickness and compacted to at least 95%, but not more than 100%, of maximum dry density. Cohesive soils Responsive Resourceful Reliable 17

30 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No should be placed and maintained at moisture contents above their optimum moisture content. Granular soils should be placed at workable moisture content. If lime- or fly ash-modified soils are used, they should be placed and maintained at moisture contents above their optimum moisture content. Cohesive, LVC materials can be swell susceptible if allowed to dry before constructing the floor slab; therefore, it is important the recommended moisture content of the cohesive LVC material be maintained. As a check, we recommend the subgrade moisture content be evaluated about 3 to 4 days before placing concrete. If drying of the subgrade materials has occurred at this time, measures should be taken to increase the moisture content of the subgrade soils before placing the sand leveling course or concrete, which may also include recompaction. If the subgrade was modified with fly ash and recompaction is required, additional fly ash would be needed. We suggest constructing the upper 4 to 6 inches of the LVC zone using crushed limestone silty gravel similar to KDOT AB-3-Type material to reduce the above stated swell potential associated with cohesive LVC materials or on-site soils that are allowed to dry excessively. This granular zone would reduce the moisture fluctuations in the bottom portion of the LVC zone and also provide a more stable working surface during construction following inclement weather Slab Considerations On most project sites, the site grading is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of the granular drainage layer/leveling course and concrete and corrective action will be required. Terracon should review the condition of the floor slab subgrades immediately prior to placement of the granular leveling course and construction of the slabs. Particular attention should be paid to high traffic areas that were rutted and disturbed earlier and to areas containing backfilled trenches. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted fill. We recommend all HVAC supply/return ducts be above floor level as air-flow and heat transfer through these ducts can cause substantial post-construction drying and shrinkage of clay subgrade and result in severe floor slab/interior wall distress. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. Responsive Resourceful Reliable

31 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Underground Septic Tank We recommend using pea gravel as backfill around the proposed underground septic tank and up to one to two feet above the top of tanks. The pea gravel should be compacted with vibratory energy, such as through the use of a hand operated sled-tamper, prior to the placement of the overlying backfill. In addition, we recommend placing a separation geotextile between the pea gravel and adjoining soil to help prevent soil piping. Note that consideration could be given to using granular backfill (consisting of less than 20 percent materials passing the number 200 sieve) around the tank. It is our experience however that tank installers are not accustomed to compacting tank backfill to at least 95 percent of its standard Proctor maximum dry density. It is our opinion that if the backfill is not compacted, it will consolidate when wet, creating voids in the ground overlying the tanks. Collapsing backfill has also been known to rupture piping, causing soil and groundwater contamination. For these reasons, particular attention must be given to control the testing of the tank backfill. The bottom of the underground septic tank will be located at a depth of about 8 feet. As stated previously, groundwater was encountered in all eight (8) borings performed at this site. In our opinion, the tank should therefore be designed to resist uplift/lateral pressures that could result if the groundwater were to rise to near the ground surface. Buoyant uplift forces can be resisted by the weight of the tank, the weight of the base slab, the weight of the backfill placed directly over the tank, and the weight of the backfill placed above the base slab. We recommend using a buoyant unit weight of 60 pounds per cubic foot for granular backfill and 85 pcf for concrete. A factor of safety of at least 1.5 should be applied to resist uplift forces. We estimate the buried tank will be subjected to lateral forces resulting from an equivalent fluid weighing 90 pcf. This value includes the effects of both hydrostatic and lateral earth pressures and is based on the granular backfill extending out from the base of the tank pit at an angle of at least 45 degrees from vertical. If the zone of granular backfill extends less than 45 degrees from vertical we estimate the buried tank will be subjected to lateral forces resulting from an equivalent fluid weighing 100 pcf. These equivalent fluid densities are ultimate values and do not include a safety factor. 4.7 Evaporative Ponds We anticipate up to about 5 feet of cut/fill will be necessary to construct the evaporative ponds and berms. We anticipate the proposed evaporative ponds will have a water depth of up to about 5 feet. We understand a double-liner will be constructed of HDPE geomembrane. Initial site preparation and construction of the pond subgrades should include the following. Responsive Resourceful Reliable 19

32 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No The site should be stripped of the organic topsoil. These materials should be selectively stockpiled outside the pond areas for use in landscaping other areas. After completing these operations and all cuts, we recommend the exposed subgrade be proof-rolled (under the observation of Terracon personnel) with a loaded tandem-axle dump truck, to locate any zones that are soft or unstable. We recommend removing and replacing (or aerating/reworking) the subgrade in pond areas that rut or pump excessively during proof-rolling and recompacting them in place to our recommendations for engineered fill (see below for details) prior to placement of areal fill. The Volumetric Multiplication Factor (VMF) is a dimensionless number used to determine the quantity of embankment which can be constructed from one cubic yard of excavation. Based on our comparison of the laboratory dry density test results of the relatively undisturbed tube sample with the laboratory Proctor test results, and based on the KDOT guidelines for determining the VMF, we recommend using a VMF of 0.92 or less for these soils. The exposed subgrade and each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer s representative, prior to placement of additional lifts. Fill materials used to construct the embankment should be free of organic material and debris, be placed in lifts of 9 inches or less in loose thickness and compacted in accordance with section Compaction Requirements. We recommend a maximum side slope of 3H:1V to allow for proper compaction during construction, and to reduce erosion and surface sloughing of the liner. 4.8 Fill Construction Observation and Testing The exposed subgrade and each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the geotechnical engineer s representative prior to placement of additional lifts. We recommend each lift of fill be tested for density and moisture content at a frequency of one test for every 2,500 square feet of compacted fill in the building, tank, and pond areas. We recommend one density and moisture content test for every 50 linear feet of compacted utility trench backfill. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. Responsive Resourceful Reliable 20

33 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, neither express nor implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 21

34 APPENDIX A FIELD EXPLORATION

35 Project Manager: EJM Drawn by: EJM Checked by: MGE Approved by: MGE TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S. GEOLOGICAL SURVEY QUADRANGLES INCLUDE: CONWAY SPRINGS, KS (1/1/1971) and MILAN, KS (1/1/1981). SITE LOCATION PLAN Project No. Exhibit Scale: 1:24,000 File Name: Proposed Water System Improvements 5154.A-1,2 15 S. Eisenhower NW of North Ryan Road and West 80th Avenue North A-1 Date: Wichita, KS Conway Springs, KS 12/24/14

36 DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES AERIAL PHOTOGRAPHY PROVIDED BY MICROSOFT BING MAPS Project Manager: EJM Drawn by: EJM Checked by: MGE Approved by: MGE Project No Scale: AS SHOWN File Name: 5154.A-1,2 Date: 12/24/14 15 S. Eisenhower Wichita, KS EXPLORATION PLAN Proposed Water System Improvements NW of North Ryan Road and West 80th Avenue North Conway Springs, KS Exhibit A-2

37 PERC-1 B-1 PERC-2 B-2 PERC-3 B-3 PERC-4 B-4 PERC-5 B-5 PERC-6 B-6 PERC-7 B-7 B-8 PERC-8 LEGEND BORING LOCATION PERCOLATION TEST N AERIAL PHOTOGRAPH DATED MARCH 12TH, 2014 PROVIDED BY GOOGLE EARTH. DIAGRAM IS INTENDED FOR GENERAL USE ONLY, AND IS NOT FOR CONSTRUCTION PURPOSES. LOCATIONS ARE APPROXIMATE. 0 50' 100' 200' Project Mngr: Checked By: Approved By: Drawn By: EJM EJM EJM BCB BORING LOCATION PLAN EXHIBIT Scale: SHOWN Date: CLIENT: CITY OF CONWAY SPRINGS 01/20/15 Project No: Consulting Engineers and Scientists PROPOSED WATER SYSTEM IMPROVEMENTS NW OF N. RYAN ROAD AND W. 80TH AVENUE N. A-3 File Name: 15 S. Eisenhower Wichita, Kansas E3.dwg Phone: (316) Fax: (316) CONWAY SPRINGS, KANSAS 67031

38 Geotechnical Engineering Report Proposed Water System Improvements Conway Springs, Kansas February 5, 2014 Terracon Project No Field Exploration Description The boring locations were staked by others prior to our arrival in the field. Terracon s drill crew drilled the borings at these staked locations and used a hand-held GPS unit to establish the GPS coordinates of these boring locations in the field. Our drill crew obtained the approximate ground surface elevation indicated on the boring log through differential leveling techniques using a surveyor's level and rod. The elevation on the boring log was referenced to the well house slab located northeast of the site. We assigned this reference plane an arbitrary elevation of feet. The elevations on the boring log have been rounded to the nearest ½ foot. Consider the approximate elevations of the borings accurate only to the degree implied by the methods used to make these measurements. We drilled the borings with a truck-mounted drill rig using continuous flight augers to advance the boreholes. We obtained representative samples primarily by the split-barrel sampling procedure. In the split-barrel sampling procedure, a standard, 2-inch O.D., split-barrel sampling spoon is driven into the boring with a 140-pound hammer falling 30 inches. We recorded the number of blows required to advance the sampling spoon the last 12 inches of an -inch sampling interval as the standard penetration resistance value, N. We used an automatic SPT hammer to advance the split-barrel. A significantly greater efficiency is achieved with the automatic hammer compared with the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the standard penetration resistance blow count (N) values. We considered the effect of the automatic hammer s efficiency in our interpretation and analysis. We also obtained a thin-walled tube sample. In the thin-walled tube sampling procedure, we hydraulically pushed a seamless steel tube with a sharpened cutting edge into the boring to obtain a relatively undisturbed sample of cohesive soil. We reported the sampling depths, penetration distances, and the standard penetration resistance values on the boring log. In the field we placed the samples into containers, sealed them, and returned them to the laboratory for observation, testing and classification. Our drill crew prepared boring logs in the field as part of the drilling operations. These boring logs include visual classifications of the materials encountered during drilling and the driller's interpretation of the subsurface conditions between samples. The final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on observations and tests of the samples in the laboratory. Exhibit A-4

39 PROJECT: Proposed Water System Improvements BORING LOG NO. B-1 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 91.5 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick CLAYEY SAND (SC), fine to medium grained, dark brown, loose 90 SANDY LEAN CLAY (CL), brown, stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 24 FIELD TEST RESULTS SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 1500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ becoming red brown to gray below 46' CLAYEY SAND (SC), fine to medium grained, red brown, medium dense SAND (SP-SC), with clay, fine to medium grained, brown, medium dense - becoming loose below 13' CLAYEY SAND (SC), fine to medium grained, brown, dense - becoming medium dense below 23' Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollw Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 14.5' while sampling 9.5' after boring Cave In at 9.5' South Eisenhower Wichita, Kansas 3 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= N= N= (HP) Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/16/2014 Driller: CD Exhibit: A-5

40 PROJECT: Proposed Water System Improvements BORING LOG NO. B-1 City of Conway Springs CLIENT: Conway Springs, KS Page 2 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 91.5 (Ft.) DEPTH ELEVATION (Ft.) CLAYEY SAND (SC), fine to medium grained, brown, dense (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS SAMPLE NUMBER LABORATORY TORVANE/HP (psf) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI N= CLAYEY SAND (SC), trace gravel, fine to coarse grained, red brown, medium dense 59.5 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ SHALE, sandy, red brown, highly weathered 50.0 Boring Terminated at 50 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollw Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 14.5' while sampling 9.5' after boring Cave In at 9.5' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= /5" Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/16/2014 Driller: CD Exhibit: A-5

41 PROJECT: Proposed Water System Improvements BORING LOG NO. B-2 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 1 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 94.5 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick 94 SANDY FAT CLAY (CH), brown to red brown, medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=7 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 4500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 14 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI CLAYEY SAND (SC), fine to medium grained, brown, loose N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ becoming red brown, medium dense below 8' SAND (SP-SC), with clay, fine to medium grained, brown, medium dense CLAYEY SAND (SC), with thin fat clay seams, fine to medium grained, brown, medium dense 25.0 Boring Terminated at 25 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 17' while sampling 16.5' after boring Cave In at 17' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/16/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/16/2014 Driller: CD Exhibit: A-6

42 PROJECT: Proposed Water System Improvements BORING LOG NO. B-3 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 1 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: DEPTH 0.3 Organic topsoil zone about 3" thick SANDY LEAN CLAY (CL), brown, stiff Surface Elev.: 93.0 (Ft.) ELEVATION (Ft.) 92.5 DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=10 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 4500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI - becoming medium stiff below 3' N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ CLAYEY SAND (SC), with thin fat clay seams, fine to medium grained, brown, medium dense SAND (SP), trace clay, fine to medium grained, brown, loose - becoming medium dense below 17' CLAYEY SAND (SC), trace gravel, fine to coarse grained, brown, medium dense 25.0 Boring Terminated at 25 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 13.5' while sampling Cave In at 14' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/16/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/16/2014 Driller: CD Exhibit: A-7

43 PROJECT: Proposed Water System Improvements BORING LOG NO. B-4 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 96.0 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick 95.5 SANDY LEAN CLAY (CL), brown, medium stiff to stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=7 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 5000 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 14 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI 4.0 CLAYEY SAND (SC), fine to medium grained, brown, loose N= N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ SANDY LEAN CLAY (CL), brown, stiff becoming medium dense below 8' SAND (SP-SC), with clay, fine to medium grained, brown, medium dense CLAYEY SAND (SC), fine to medium grained, brown, dense Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollow Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS ' while sampling 17.5' after boring ' 24 hours after boring Cave In at.5' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-8

44 PROJECT: Proposed Water System Improvements BORING LOG NO. B-4 City of Conway Springs CLIENT: Conway Springs, KS Page 2 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 96.0 (Ft.) DEPTH ELEVATION (Ft.) CLAYEY SAND (SC), fine to medium grained, brown, dense (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS SAMPLE NUMBER LABORATORY TORVANE/HP (psf) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ CLAYEY SAND (SC), fine to coarse grained, red brown, medium dense 47.0 SHALE, trace sand, red brown, highly weathered 50.0 Boring Terminated at 50 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollow Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS ' while sampling 17.5' after boring ' 24 hours after boring Cave In at.5' South Eisenhower Wichita, Kansas 14 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= /6" Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-8

45 PROJECT: Proposed Water System Improvements BORING LOG NO. B-5 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 1 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 96.5 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick CLAYEY SAND (SC), fine to medium grained, dark brown, loose 95 SANDY LEAN CLAY (CL), brown, medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=6 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 3500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 12 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI 4.0 CLAYEY SAND (SC), fine to medium grained, brown, loose N= with thin fat clay seams, medium dense below 7' THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ SAND (SP-SC), with clay, fine to medium grained, brown, medium dense CLAYEY SAND (SC), fine to medium grained, brown, medium dense 25.0 Boring Terminated at 25 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS ' while sampling 17.5' after boring Cave In at ' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= (HP) Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/16/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/16/2014 Driller: CD Exhibit: A-9

46 PROJECT: Proposed Water System Improvements BORING LOG NO. B-6 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 1 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 97.5 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick 97 SANDY LEAN CLAY (CL), brown to red brown, stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=8 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 7500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 15 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI 3.0 CLAYEY SAND (SC), fine to medium grained, red brown, medium dense N= becoming brown below 7' THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ SAND (SP-SC), with clay, fine to medium grained, brown, medium dense CLAYEY SAND (SC), fine to medium grained, brown, loose - becoming medium dense below 23' 25.0 Boring Terminated at 25 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS ' while sampling.5' after boring.5' 24 hours after boring Cave In at.5' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-10

47 PROJECT: Proposed Water System Improvements BORING LOG NO. B-7 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: DEPTH 0.3 Organic topsoil zone about 3" thick SANDY LEAN CLAY (CL), brown, stiff Surface Elev.: 96.0 (Ft.) ELEVATION (Ft.) 95.5 DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) 16 FIELD TEST RESULTS SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 2500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) DRY UNIT WEIGHT (pcf) 114 ATTERBERG LIMITS LL-PL-PI 3.0 CLAYEY SAND (SC), fine to medium grained, brown, loose N= becoming red brown below 6' N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ becoming medium dense below 8' SANDY FAT CLAY (CH), light brown, medium stiff CLAYEY SAND (SC), fine to medium grained, brown, medium dense - with 6" thick fat clay seam at 23' Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollow Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 17.5' while sampling 6' after boring 8' 24 hours after boring Cave In at 9.5' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= (HP) Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-11

48 PROJECT: Proposed Water System Improvements BORING LOG NO. B-7 City of Conway Springs CLIENT: Conway Springs, KS Page 2 of 2 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 96.0 (Ft.) DEPTH ELEVATION (Ft.) CLAYEY SAND (SC), fine to medium grained, brown, medium dense (continued) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS SAMPLE NUMBER LABORATORY TORVANE/HP (psf) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI N= THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ CLAYEY SAND (SC), trace gravel, fine to coarse grained, red brown, medium dense becoming dense below 33' SHALE, with sand, red brown to gray, highly weathered 50.0 Boring Terminated at 50 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Classification of rock estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock types. Advancement Method: Power Auger from 0' to 3.5' Hollow Stem Auger from 3.5' to 50' Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS 17.5' while sampling 6' after boring 8' 24 hours after boring Cave In at 9.5' South Eisenhower Wichita, Kansas 10 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= /4" (HP) Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-11

49 PROJECT: Proposed Water System Improvements BORING LOG NO. B-8 City of Conway Springs CLIENT: Conway Springs, KS Page 1 of 1 SITE: GRAPHIC LOG LOCATION NW of N Ryan Rd and W 80th Ave N Conway Springs, Kansas See Exhibit A-2 Latitude: Longitude: Surface Elev.: 97.0 (Ft.) DEPTH ELEVATION (Ft.) 0.3 Organic topsoil zone about 3" thick 96.5 SANDY LEAN CLAY (CL), brown, medium stiff DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE RECOVERY (In.) FIELD TEST RESULTS N=7 SAMPLE NUMBER 1 LABORATORY TORVANE/HP (psf) 3500 (HP) UNCONFINED COMPRESSIVE STRENGTH (psf) WATER CONTENT (%) 13 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI 4.0 CLAYEY SAND (SC), fine to medium grained, brown, medium dense N= (HP) 20 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL GPJ TERRACON2012.GDT 1/28/ SAND (SP-SC), with clay, fine to medium grained, brown, medium dense CLAYEY SAND (SC), fine to medium grained, brown, medium dense 25.0 Boring Terminated at 25 Feet Stratification lines are approximate. In-situ, the transition may be gradual. Advancement Method: Power Auger Abandonment Method: Boring backfilled with soil cuttings upon completion. WATER LEVEL OBSERVATIONS.5' while sampling.5' after boring.5' 24 hours after boring Cave In at 19' South Eisenhower Wichita, Kansas See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations N= N= N= N= Hammer Type: Automatic SPT Hammer Notes: Boring Started: 12/15/2014 Drill Rig: D-120 Project No.: Boring Completed: 12/15/2014 Driller: CD Exhibit: A-12

50 A-13 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE GPJ TERRACON2012.GDT 1/27/15 Elevation - Feet Moisture Content Sampling (See General Notes) Explanation %w B-1 N=9 N=12 N=19 N=8 N=34 N=10 N=26 N=19 N=20 N= /5" AR BT BT-50.0 Ft. Borehole Lithology Water Level Reading at time of drilling. Water Level Reading after drilling Borehole Number LL PL Liquid and Plastic Limits Borehole Termination Type %w %w B-1 14 LL PL N= Topsoil Sandy Fat Clay NOTES: N=7 N=12 N=11 N=24 N=27 B-2 BT-25.0 Ft. LL PL Clayey Sand %w N=10 N=6 N=13 N=3 N=14 N=17 Sandy Lean Clay B-3 BT-25.0 Ft. Poorly-graded Sand with Clay (or silty clay) See Exhibit A-2 for orientation of soil profile. See General Notes in Appendix C for symbols and soil classifications. Soils profile provided for illustration purposes only. Soils between borings may differ AR - Auger Refusal BT - Boring Termination %w /6" Highly Weathered Shale Project Manager: EJM Drawn by: EJM N=7 N=8 N=6 N=15 N=29 N=13 N=35 N=49 N=31 N=28 N=20 Approved by: EJM Date: 1/27/2015 B-4 BT-50.0 Ft. Project No.: Scale: N.T.S. %w N=6 N=7 N=13 N=21 N=21 N=29 File Name: A-13 B-5 BT-25.0 Ft. %w N=8 N=10 N=11 N=25 N=8 N=27 15 South Eisenhower Wichita, Kansas B-6 BT-25.0 Ft. PH FAX B-7 UC %w psf N=5 N=8 N=16 N=16 N=14 N=17 N=26 N=42 N=19 N= /4" BT-50.0 Ft %w SUBSURFACE PROFILE EXHIBIT PROPOSED WATER SYSTEM IMPROVEMENTS NW OF NORTH RYAN ROAD AND WEST 80TH AVENUE NORTH CONWAY SPRINGS, KANSAS N=7 N=14 N=11 N=12 N= N=17 B-8 BT-25.0 Ft.