A. Project Identification: City of Hutchinson, New Locker Room / Maintenance Building, Hobart- Detter Field..

Transcription

1 SECTION SUMMARY PART 1 - GENERAL 1.1 SUMMARY A. Section Includes: 1. Project information. 2. Work covered by Contract Documents. 3. Concurrent work by other Contractors. 4. Owner-furnished products. 5. Work restrictions. 6. Specification and drawing conventions. 7. Schedule of Drawings. 1.2 PROJECT INFORMATION A. Project Identification: City of Hutchinson, New Locker Room / Maintenance Building, Hobart- Detter Field.. B. Owner: City of Hutchinson 1. Owner's Representative: Justin Combs, , justin.combs@hutchgov.com 1.3 WORK COVERED BY CONTRACT DOCUMENTS A. The scope of Work is described on the Construction Drawings and the Project Manual/Specifications. Bidders are expected to have reviewed all the documents to determine the full scope of Work by their respective trades or areas of responsibility. B. In general, the Work consists of the following: 1. Site Improvements: a. Earthwork. b. Utilities installation. c. Pavements and walks. 2. Construction of New Locker Room and Maintenance Building SUMMARY

2 a. General construction. b. Structural construction. c. Mechanical and plumbing construction. d. Electrical construction. C. Type of Contract: Entire project will be constructed under one prime contract. 1.4 CONCURRENT WORK BY OTHER CONTRACTORS OR OWNER A. Owner will employ other Contractors, or utilize their own workforce to install other work not included in the Contract Documents. B. The Contractor will cooperate and coordinate with the Owner s Contractors or workforce for access and scheduling to the extent required to facilitate such work without delay. 1.5 OWNER-FURNISHED AND INSTALLED PRODUCTS A. Owner or Owner s private contractor or vendor, will furnish and install products indicated. The Contractor is not responsible for receiving, unloading, handling or storing Owner-furnished products. B. Owner-Furnished and Installed Products and Systems: 1. All telecommunications wiring from campus source to all rooms, equipment, and terminal devices and cover plates including wireless points. 2. All cable TV wiring, from source to all rooms indicated, equipment, and terminal devices and cover plates. 3. HVAC energy management control systems, equipment, hardware, and wiring. 4. Security camera wiring, equipment, and devices. 5. Toilet accessories: Paper towel holders and soap dispensers only. 1.6 WORK RESTRICTIONS A. Limit use of Project site to areas within the Contract limits indicated. Do not disturb portions of Project site beyond areas in which the Work is indicated unless approved by the Owner. B. On-Site Work Hours: Limit work to normal business working hours of 7:00 a.m. to 6:00 p.m., Monday through Friday, unless otherwise approved by Owner. C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after providing temporary utility services according to requirements indicated: 1. Notify Owner not less than 72 hours in advance of proposed utility interruptions. 2. Owner's permission before proceeding with utility interruptions SUMMARY

3 D. Noise, Vibration, and Odors: Coordinate operations that may result in high levels of noise and vibration, odors, or other disruption to adjacent occupancies with Owner. 1. Notify Owner not less than 72 hours in advance of proposed disruptive operations. 2. Obtain Owner's permission before proceeding with disruptive operations. E. Controlled Substances: Use of alcohol, illegal drugs, and other controlled substances on Project site is not permitted. F. Controlled Substances: No tobacco use is permitted on campus. G. Firearms: No firearms of any type will be permitted on site, either on-person or in vehicles parked on site. H. Employee Identification: Provide identification tags for Contractor s personnel and subcontractor s personnel working on Project site. Require personnel to use identification tags at all times. 1. Tags shall indicate personnel name and company. 1.7 SPECIFICATION AND DRAWING CONVENTIONS A. Specification Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows: 1. Imperative mood and streamlined language are generally used in the Specifications. The words "shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:) is used within a sentence or phrase. 2. Specification requirements are to be performed by Contractor unless specifically stated otherwise. B. Division 01 General Requirements: Requirements of Sections in Division 01 apply to the Work of all Sections in the Specifications. C. Drawing Coordination: Requirements for materials and products identified on Drawings are typically described in detail in the Specifications. In addition, one or more of the following are used on Drawings to identify materials and products: 1. Terminology: Materials and products are identified by the typical generic terms used in the individual Specifications Sections. 2. Abbreviations: Materials and products are identified by abbreviations scheduled on Drawings. 3. Keynoting: Materials, products, and work requirements may be identified by reference keynotes. 4. Some materials and products may be described (and by reference, specified) on the Drawings only. In such instances, provide the item described, or an approved equal. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION SUMMARY

4 SECTION ALTERNATES PART 1 - GENERAL 1.1 SUMMARY A. Section includes administrative and procedural requirements for alternates. 1.2 DEFINITIONS A. Alternate: An amount proposed by bidders and stated on the Bid Form for certain work defined in the bidding requirements that may be added to or deducted from the base bid amount if Owner decides to accept a corresponding change either in the amount of construction to be completed or in the products, materials, equipment, systems, or installation methods described in the Contract Documents. 1. Alternates described in this Section are part of the work only if enumerated in the agreement. 2. The cost or credit for each alternate is the net addition to or deduction from the Contract Sum to incorporate alternate into the work. No other adjustments are made to the contract sum. 3. Any adjustments to the time for completion for each alternate shall be indicated on the bid form. 1.3 PROCEDURES A. Coordination: Revise or adjust affected adjacent work as necessary to completely integrate work of the alternate into project. 1. Include as part of each alternate, miscellaneous devices, accessory objects, and similar items incidental to or required for a complete installation whether or not indicated as part of alternate. B. Notification: Immediately following award of the Contract, notify each party involved, in writing, of the status of each alternate. Indicate if alternates have been accepted, rejected, or deferred for later consideration. Include a complete description of negotiated revisions to alternates. C. Execute accepted alternates under the same conditions as other work of the contract. D. Schedule: A schedule of alternates is included at the end of this section. Specification sections implied or referenced in schedule contain requirements for materials necessary to achieve the work described under each alternate. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 BASE BID A. Contractor shall include all the following portions of work in the base bid: Alternates

5 1. Sitework include all stripping of existing site, all site preparation, compaction, earthwork, soils testing and grading complete. 2. Site Utilities Contractor to include all site utilities, connections, trenching and compaction to bring all utilities to new building and connect to building. 3. Footings, foundations and building floor slabs shall be included in base bid, including sub-slab preparation, vapor barrier and all under floor plumbing, electrical and mechanical. 4. All concrete paving, slabs and concrete drives to be in base bid work. 5. All exterior and interior wall framing and installation of exterior wall panels, trim and finishing of exterior. 6. All roof framing, trusses and installation of roof sheathing, roofing felts (or synthetic roofing membrane / wrap). Roof shall be left ready for shingle work and flashings by Add Alternate #2. 7. Exterior wall insulation and Roof / Ceiling insulation is part of Base Bid. 8. Exterior siding, trim, soffits, eaves, and fascia. All to be sealed and painted or otherwise finished per specs. 9. All roof flashings, metal work for roof, shingles, gutter and downspouts and roof components for coordinated work for plumbing, HVAC and electrical through exterior walls and roofs. 10. All exterior doors, frames, windows, storefront systems, overhead doors and trim. Include all hardware for all components of these items and all weather-stripping, sealants and seals. 11. All exterior lighting and electrical to be included in Base Bid. 12. All concrete sidewalks, HVAC equipment pads, and exterior fencing to be included in this Base Bid. 3.2 ADD ALTERNATE #1 BID PACKAGE A. Contractor shall include all the following portions of work in Add Alternate #1 1. All interior work for complete building not previously identified in Base Bid Package or Add Alternate #1, or Add Alternate #2. Work shall include (but not be limited to) the following items a. All gypsum drywall, all ceilings, all finishes such as flooring and base, wall finishes such as painting, and interior wall panel work. b. All HVAC systems installed complete c. All plumbing and piping and plumbing fixtures not previously installed in Base Bid, will be installed in Add Alternate #2 Package Alternates

6 d. All electrical systems, fire alarm systems, all lighting and voice/data communications; complete, will be in Add Alternate #3 Package. e. All interior doors, door frames and door hardware for interior doors. f. All toilets partitions, toilet accessories, fire extinguishers and cabinets, all interior casework, millwork and trim. 3.1 ADD ALTERNATE #2 BID PACKAGE A. Contractor shall include all the following portions of work in Add Alternate #2: 1. All interior plumbing, piping and plumbing fixtures not previously installed in Base Bid. 3.2 ADD ALTERNATE #3 BID PACKAGE A. Contractor shall include all interior electrical systems. 3.3 ADD ALTERNATE #4 BID PACKAGE A. Contractor shall install water line from building all the way to new water main tap at Carey Park Drive. B. Water main tap and meter will be provided by City of Hutchinson. END OF SECTION Alternates

7 SECTION PROJECT MANAGEMENT AND COORDINATION PART 1 - GENERAL 1.1 SUMMARY A. Section includes administrative provisions for coordinating construction operations on Project including, but not limited to, the following: 1. General coordination procedures. 2. Emergency contact numbers for personnel. 3. Coordination drawings. 4. Requests for Information (RFIs). 5. Project meetings. B. Each contractor shall participate in coordination requirements. Certain areas of responsibility are assigned to a specific contractor. 1.2 DEFINITIONS A. RFI: Request from Owner, Architect, or Contractor seeking information required by or clarifications of the Contract Documents. 1. Requests for material substitution are not RFI requests and shall not be treated as such. 1.3 INFORMATIONAL SUBMITTALS A. Subcontract List: Prepare a written summary identifying individuals or firms proposed for each portion of the Work, including those who are to furnish products or equipment fabricated to a special design. Include the following information in tabular form: 1. Name, address, and telephone number of entity performing subcontract or supplying products. 2. Number and title of related Specification Section(s) covered by subcontract. 3. Drawing number and detail references, as appropriate, covered by subcontract. B. Key Personnel Names: Within 15 days of starting construction operations, submit a list of key personnel assignments, including superintendent and other personnel in attendance at Project site. Identify individuals and their duties and responsibilities; list addresses and telephone numbers for 24-hour availability, including home, office, and cellular telephone numbers and addresses. Provide names, addresses, and telephone numbers of individuals assigned as alternates in the absence of individuals assigned to Project. 1. Post copies of list in project meeting room, in temporary field office,and by each temporary telephone. Keep list current at all times PROJECT MANAGEMENT AND COORDINATION

8 1.4 GENERAL COORDINATION PROCEDURES A. Coordination: Coordinate construction operations included in different Sections of the Specifications to ensure efficient and orderly installation of each part of the Work. Coordinate construction operations, included in different Sections, that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components to ensure maximum performance and accessibility for required maintenance, service, and repair. 3. Make adequate provisions to accommodate items scheduled for later installation. B. Coordination: Each contractor shall coordinate its construction operations with those of other contractors and entities to ensure efficient and orderly installation of each part of the Work. Each contractor shall coordinate its operations with operations, included in different Sections, that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components with other contractors to ensure maximum performance and accessibility for required maintenance, service, and repair. 3. Make adequate provisions to accommodate items scheduled for later installation. C. Prepare memoranda for distribution to each party involved, outlining special procedures required for coordination. Include such items as required notices, reports, and list of attendees at meetings. 1. Prepare similar memoranda for Owner and separate contractors if coordination of their Work is required. D. Administrative Procedures: Coordinate scheduling and timing of required administrative procedures with other construction activities and activities of other contractors to avoid conflicts and to ensure orderly progress of the Work. Such administrative activities include, but are not limited to, the following: 1. Preparation of Contractor's construction schedule. 2. Preparation of the schedule of values. 3. Installation and removal of temporary facilities and controls. 4. Delivery and processing of submittals. 5. Progress meetings. 6. Preinstallation conferences. 7. Project closeout activities. 8. Startup and adjustment of systems PROJECT MANAGEMENT AND COORDINATION

9 1.5 EMERGENCY CONTACT NUMBERS FOR PERSONNEL A. Contact List: Provide a list of key Contractor and Subcontractor supervisory personnel, a minimum of two individuals per trade, with one or more phone numbers where they may be reached on a 24-hour basis in the event of an emergency. 1.6 COORDINATION DRAWINGS A. Coordination Drawings, General: Prepare coordination drawings according to requirements in individual Sections, and additionally where installation is not completely shown on Shop Drawings, where limited space availability necessitates coordination, or if coordination is required to facilitate integration of products and materials fabricated or installed by more than one entity. 1. Content: Project-specific information, drawn accurately to a scale large enough to indicate and resolve conflicts. Do not base coordination drawings on standard printed data. Include the following information, as applicable: a. Use applicable Drawings as a basis for preparation of coordination drawings. Prepare sections, elevations, and details as needed to describe relationship of various systems and components. b. Coordinate the addition of trade-specific information to the coordination drawings by multiple contractors in a sequence that best provides for coordination of the information and resolution of conflicts between installed components before submitting for review. c. Indicate functional and spatial relationships of components of architectural, structural, civil, mechanical, and electrical systems. d. Indicate space requirements for routine maintenance and for anticipated replacement of components during the life of the installation. e. Show location and size of access doors required for access to concealed dampers, valves, and other controls. f. Indicate required installation sequences. g. Indicate dimensions shown on the Drawings. Specifically note dimensions that appear to be in conflict with submitted equipment and minimum clearance requirements. Provide alternate sketches to Architect indicating proposed resolution of such conflicts. Minor dimension changes and difficult installations will not be considered changes to the Contract. 1.7 REQUESTS FOR INFORMATION (RFIs) A. General: Immediately on discovery of the need for additional information or interpretation of the Contract Documents, Contractor shall prepare and submit an RFI in the form specified. 1. Architect will return RFIs submitted to Architect by other entities controlled by Contractor with no response. 2. Architect will return RFIs submitted to Architect which are not based on Contract Document interpretive needs. 3. Coordinate and submit RFIs in a prompt manner so as to avoid delays in Contractor's work or work of subcontractors. B. Content of the RFI: Include a detailed, legible description of item needing information or interpretation and the following: PROJECT MANAGEMENT AND COORDINATION

10 1. Project name. 2. Project numbers (A-number and Architect s project number). 3. Date. 4. Name of Contractor. 5. Name of Architect. 6. RFI number, numbered sequentially. 7. RFI subject. 8. Specification Section number and title and related paragraphs, as appropriate. 9. Drawing number and detail references, as appropriate. 10. Field dimensions and conditions, as appropriate. 11. Contractor's suggested resolution. If Contractor's suggested resolution impacts the Contract Time or the Contract Sum, Contractor shall state impact in the RFI. 12. Contractor's signature. 13. Attachments: Include sketches, descriptions, measurements, photos, Product Data, Shop Drawings, coordination drawings, and other information necessary to fully describe items needing interpretation. a. Include dimensions, thicknesses, structural grid references, and details of affected materials, assemblies, and attachments on attached sketches. C. RFI Forms: Form acceptable to Architect. 1. Attachments shall be electronic files in Adobe Acrobat PDF format. D. Architect's Action: Architect will review each RFI, determine action required, and respond. Allow seven working days for Architect's response for each RFI. RFIs received by Architect after 1:00 p.m. will be considered as received the following working day. 1. The following Contractor-generated RFIs will be returned without action: a. Requests for approval of submittals. b. Requests for approval of substitutions. c. Requests for approval of Contractor's means and methods. d. Requests for coordination information already indicated in the Contract Documents. e. Requests for adjustments in the Contract Time or the Contract Sum. f. Requests for interpretation of Architect's actions on submittals. g. Incomplete RFIs or inaccurately prepared RFIs PROJECT MANAGEMENT AND COORDINATION

11 2. Architect's action may include a request for additional information, in which case Architect's time for response will date from time of receipt of additional information. 3. Architect's action on RFIs that may result in a change to the Contract Time or the Contract Sum may be eligible for Contractor to submit Change Proposal. a. If Contractor believes the RFI response warrants change in the Contract Time or the Contract Sum, notify Architect in writing within 10 days of receipt of the RFI response. E. RFI Log: Prepare, maintain, and submit a tabular log of RFIs organized by the RFI number. Submit log at each construction progress meeting. Include the following: 1. Project name. 2. Name and address of Contractor. 3. Name and address of Architect. 4. RFI number including RFIs that were returned without action or withdrawn. 5. RFI description. 6. Date the RFI was submitted. 7. Date Architect's response was received. F. On receipt of Architect's action, update the RFI log and immediately distribute the RFI response to affected parties. Review response and notify Architect within seven days if Contractor disagrees with response. 1.8 PROJECT MEETINGS A. General: Schedule and conduct meetings and conferences at Project site unless otherwise indicated. 1. Attendees: Inform participants and others involved, and individuals whose presence is required, of date and time of each meeting. Notify Owner and Architect of scheduled meeting dates and times. 2. Agenda: Prepare the meeting agenda. Distribute the agenda to all invited attendees. 3. Minutes: Entity responsible for conducting meeting will record significant discussions and agreements achieved. Distribute the meeting minutes to everyone concerned, including Owner and Architect, within three days of the meeting. B. Preconstruction Conference: Architect will schedule and conduct a preconstruction conference before starting construction, at a time convenient to Owner and Architect, but no later than 15 days after execution of the Agreement. 1. Conduct the conference to review responsibilities and personnel assignments. 2. Attendees: Authorized representatives of Owner, Owner's Commissioning Authority, Architect, and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the conference. Participants at the conference shall be familiar with Project and authorized to conclude matters relating to the Work. 3. Minutes: Architect will record and distribute meeting minutes. C. Preinstallation Conferences: Conduct a preinstallation conference at Project site before each construction activity that requires coordination with other construction. 1. Attendees: Installer and representatives of manufacturers and fabricators involved in or affected by the installation and its coordination or integration with other materials and installations that have preceded or will follow, shall attend the meeting. Advise Architect and Owner's Commissioning Authority of scheduled meeting dates. 2. Agenda: Review progress of other construction activities and preparations for the particular activity under consideration, including requirements for the following: PROJECT MANAGEMENT AND COORDINATION

12 3. Record significant conference discussions, agreements, and disagreements, including required corrective measures and actions. 4. Reporting: Distribute minutes of the meeting to each party present and to other parties requiring information. 5. Do not proceed with installation if the conference cannot be successfully concluded. Initiate whatever actions are necessary to resolve impediments to performance of the Work and reconvene the conference at earliest feasible date. D. Project Closeout Conference: Schedule and conduct a project closeout conference, at a time convenient to Owner and Architect, but no later than 90 days prior to the scheduled date of Substantial Completion. 1. Conduct the conference to review requirements and responsibilities related to Project closeout. 2. Attendees: Authorized representatives of Owner, Owner's Commissioning Authority, Architect, and their consultants; Contractor and its superintendent; major subcontractors; suppliers; and other concerned parties shall attend the meeting. Participants at the meeting shall be familiar with Project and authorized to conclude matters relating to the Work. 3. Agenda: Discuss items of significance that could affect or delay Project closeout. 4. Minutes: Contractor will record and distribute meeting minutes. E. Progress Meetings: Conduct progress meetings once per month at regular intervals. 1. Coordinate dates of meetings with preparation of payment requests. 2. Attendees: In addition to representatives of Owner, Owner's Commissioning Authority and Architect, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the meeting shall be familiar with Project and authorized to conclude matters relating to the Work. 3. Agenda: Review and correct or approve minutes of previous progress meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project. a. Contractor's Construction Schedule: Review progress since the last meeting. Determine whether each activity is on time, ahead of schedule, or behind schedule, in relation to Contractor's construction schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. 4. Minutes: Contractor will record and distribute the meeting minutes to each party present and to parties requiring information. a. Schedule Updating: Revise Contractor's construction schedule after each progress meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with the report of each meeting. F. Coordination Meetings: Conduct Project coordination meetings at regular intervals. Project coordination meetings are in addition to specific meetings held for other purposes, such as progress meetings and preinstallation conferences PROJECT MANAGEMENT AND COORDINATION

13 1. Attendees: In addition to representatives of Owner, Owner's Commissioning Authority and Architect, each contractor, subcontractor, supplier, and other entity concerned with current progress or involved in planning, coordination, or performance of future activities shall be represented at these meetings. All participants at the meetings shall be familiar with Project and authorized to conclude matters relating to the Work. 2. Agenda: Review and correct or approve minutes of the previous coordination meeting. Review other items of significance that could affect progress. Include topics for discussion as appropriate to status of Project. a. Combined Contractor's Construction Schedule: Review progress since the last coordination meeting. Determine whether each contract is on time, ahead of schedule, or behind schedule, in relation to combined Contractor's construction schedule. Determine how construction behind schedule will be expedited; secure commitments from parties involved to do so. Discuss whether schedule revisions are required to ensure that current and subsequent activities will be completed within the Contract Time. b. Schedule Updating: Revise combined Contractor's construction schedule after each coordination meeting where revisions to the schedule have been made or recognized. Issue revised schedule concurrently with report of each meeting. c. Review present and future needs of each contractor present, including the following: 1) Interface requirements. 2) Sequence of operations. 3) Status of submittals. 4) Deliveries. 5) Off-site fabrication. 6) Access. 7) Site utilization. 8) Temporary facilities and controls. 9) Work hours. 10) Hazards and risks. 11) Progress cleaning. 12) Quality and work standards. 13) Change Orders. 3. Reporting: Record meeting results and distribute copies to everyone in attendance and to others affected by decisions or actions resulting from each meeting. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION PROJECT MANAGEMENT AND COORDINATION

14 SECTION SITE CONDITIONS PART 1 - GENERAL 1.1 MATERIALS STORAGE A. Where possible limit site storage to areas immediately adjacent to new construction. Additional areas of Owner s property in the vicinity will be assigned to the Contractor as needed. Exercise care not to damage grounds or utilities. Store materials to provide proper drainage on site and coordinate their location with Owner and Architect to allow building access as required. B. Storage and operations areas used by Contractor shall be returned to original condition at General Contractor's expense where appropriate. Owner will seed and establish grass in affected areas, contractor will provide all rough and fine grading. C. Contractor shall take digital photos of all paving, fencing, trees and surrounding area prior to moving on site and provide to city and aren t. D. All temporary erosion control work will be by contractor. See specification sections for sitework. 1.2 SITE VISIT A. Contractor is responsible for visiting site and familiarizing himself with work to be done. 1.3 COORDINATION WITH OTHER PROJECTS A. Owner may have other construction contracts ongoing in the immediate vicinity of the project site. Contractor must be aware of these projects and shall coordinate work with owner to allow access and egress to surrounding site, drives, parking lots and utility connections. B. Owner and users of Hobart-Detter field will be having events at baseball field during construction. City of Hutchinson must have access to ball field for maintenance during construction also. END OF SECTION SITE CONDITIONS

15 SECTION TEMPORARY FACILITIES AND CONTROLS PART 1 - GENERAL 1.1 SUMMARY A. This section includes the following special requirements required by Owner: 1. Security, public protections, cleaning, and maintenance of the Work site throughout the construction period. 2. Temporary utilities and use charges. B. In the event of a conflict between the requirements of this Section and other Sections, the more strict requirements shall govern. 1.2 SECURITY AND PROTECTION OF FACILITIES INSTALLATION A. Field Marking Existing Utilities: The Owner shall make known to the Contractor all of the available information regarding the location of existing utilities, and shall mark the location of such utilities and/or any underground obstructions, both at the site and on all copies of the plans. However, the field location of utilities shown or marked on the ground shall take priority over the plans. The Contractor shall be liable for the damage to and the cost of repairing or replacing any buried conduit, cables or piping encountered during the work, unless they were not marked or he was not previously informed of such underground utilities. If the Contractor is aware of such buried lines, he shall immediately have the incurred damages repaired at his own expense. Conversely the Owner shall be liable for the cost of replacing or repairing damages to any of these existing utilities of which the Contractor had not been previously informed. It shall be the Contractor s responsibility to notify the Owner for utilities field location in advance of any construction. B. Barricades, Warning Signs, and Lights: Comply with applicable standards, regulations, and code requirements for erection of structurally adequate barricades. (Reference the current edition of the Manual on Uniform Traffic Control Devices, published by the Federal Highway Administration.) Paint with appropriate colors, graphics, and warning signs to inform personnel and the public of the hazard being protected against. Where appropriate and needed, provide lighting, including flashing red or amber lights. C. Enclosure Fence: Before construction activity begins, install an enclosure fence. Enclose each entire site or the portion determined sufficient to accommodate construction operations. Install in a manner that will prevent people, dogs, and other animals from easily entering the site, except by the entrance gates. At appropriate times during the construction period, the enclosure fence may need to be relocated to facilitate construction activities beyond the immediate project area, and/or as required by other conditions. Lock gates using double padlocks, with one padlock provided by Owner. D. Environmental Protection: Provide protection, operate temporary facilities, and conduct construction in ways and by methods that comply with environmental regulations and that minimize possible air, waterway, and subsoil contamination or pollution, erosion, and/or other undesirable effects. E. Temporary Fire Protection: Install and maintain temporary fire-protection facilities of types needed to protect against reasonably predictable and controllable fire losses. Comply with NFPA 241 and authorities with jurisdiction. 1. Comply with Owner s smoking policies, and prohibit smoking in construction areas at all times TEMPORARY FACILITIES AND CONTROLS

16 2. Supervise welding operations, combustion-type temporary heating units, and similar sources of fire ignition according to requirements of authorities having jurisdiction. 1.3 CONTRACTOR SITE CLEANING PROCEDURES A. Cleaning Services to be Provided: 1. Power wash public streets and sidewalks after contractor vehicles have left tracks on the way to or from the project site. Spud hoe up clods of dirt thrown from or crushed by tires, etc. and remove from site. Street sweep access routes used by contractors to edge of campus as well as provide follow up cleaning-broom and wash. 2. Remove stains from paved surfaces caused by rubber from tire tracks, oils, fuels, solvents, etc. 3. Pick up litter within project site, any construction litter within 100 ft. of the Owner s side of the project site fence, along access routes, contractor storage yards and parking areas. Debris to be placed in contractor s trash containers. Contractor is responsible for all removal of construction debris. 4. Keep weeds and grasses in control every 7 days within project site along and either side of project fence and in contractor parking/storage yards. Use weed eater for cutting; do not use chemicals or burning. B. Waste Disposal Facilities: Contractor shall provide waste-collection containers in sizes adequate to handle waste from construction operations by all Contractors. 1.4 SITE ACCESS AND PROTECTION OF PARK PROPERTY AND ENVIRONMENT A. The park and environs must remain accessible for the safe movement of pedestrians. The Contractor shall provide the following: 1. Contractor is to use boring methods to pass under existing utility lines and keep all paved areas intact to the greatest extent possible. 2. Contractor must share sidewalks and streets with pedestrians and other service vehicles along their access route to their project site boundaries. 3. Alternative traffic methods need to comply with all applicable codes and regulations. 4. Access to site for university personnel or other contractors must be maintained at all times. 5. Contractor to remove construction debris from site on a daily basis, or keep debris fully enclosed in commercial containers. 6. Contractor is to clean concrete trucks within the project site or off campus property. Refer to Erosion Control and Storm Water Discharge requirements for on-site cleaning of trucks and equipment. 1.5 TEMPORARY UTILITIES AND USE CHARGES A. General: The Contractor will be allowed to use the Owner s existing utilities and services to the extent available without cost. Abuse of use may be cause for loss of use of Owner s services, or costs to the Contractor. B. Additional utilities required for construction beyond those available shall be paid by the Contractor requiring same. C. Water Service: Water from Owner s existing water system is available for use without metering and without payment of use charges. Contractor shall provide and pay for extensions of services as required for construction operations. 1. Provide back-flow prevention valves at all connections to Owner s water system TEMPORARY FACILITIES AND CONTROLS

17 D. Electric Power Service: Electric power from Owner s existing system is available for use without metering and without payment of use charges. Contractor shall provide and pay for extensions of services as required for construction operations. 1. Comply with NECA, NEMA, and UL standards and regulations for temporary electric service. Install service to comply with NFPA 70. E. Lighting: Provide temporary lighting that provides adequate illumination for construction operations, observations, inspections, and traffic conditions. F. Telephone Service: Contractor(s) shall provide and pay for their own cellular telephone service. Superintendent shall have access to cellular phone at all times while on site. G. Drinking Water: Contractor shall provide adequate drinking water on project site, available to all trades without charge for duration of project PART 2 - PRODUCTS 2.1 FENCING AND SIGNAGE A. Portable Chain-Link Fencing: Minimum 2-inch, inch- thick, galvanized-steel, chain-link fabric fencing; minimum 6 feet high with galvanized-steel pipe posts; minimum 2-3/8-inch-OD posts, with 1-5/8- inch-od top and bottom rails. 1. Provide portable fence panels in 12-foot nominal lengths. 2. Provide galvanized-steel bases and sand bags for supporting posts. 3. Extend fence around each project site where work is occurring. B. Fabric: Provide black mesh fabric in 48-foot lengths (for ease of fencing reconfiguration).on portable fencing around the perimeter of the project sites. C. Signage: Only signage approved by the Architect shall be installed at the Project. 2.2 EQUIPMENT A. Fire Extinguishers: Portable, UL rated; with class and extinguishing agent as required by locations and classes of fire exposures. 1. Comply with regulations of authorities with jurisdiction, and with Section 1415 of the 2006 IFC. B. HVAC Equipment: Unless Owner authorizes use of permanent HVAC system, provide vented, selfcontained, liquid-propane-gas or fuel-oil heaters with individual space thermostatic control. 1. Heating Units: Listed and labeled for type of fuel being consumed by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. 2. Permanent HVAC System: If Owner authorizes use of permanent HVAC system for temporary use during construction, provide filter with MERV of 8 at each return air grille in system and remove at end of construction TEMPORARY FACILITIES AND CONTROLS

18 PART 3 - EXECUTION 3.1 TEMPORARY UTILITY INSTALLATION A. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking water for use of construction personnel. Comply with authorities having jurisdiction for type, number, location, operation, and maintenance of fixtures and facilities. B. Heating and Cooling: Provide temporary (or use permanent if Owner authorizes) heating and cooling required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of low temperatures or high humidity. Select equipment that will not have a harmful effect on completed installations or elements being installed. C. Ventilation and Humidity Control: Provide temporary ventilation required by construction activities for curing or drying of completed installations or for protecting installed construction from adverse effects of high humidity. Select equipment that will not have a harmful effect on completed installations or elements being installed. Coordinate ventilation requirements to produce ambient condition required and minimize energy consumption. 3.2 OPERATION, TERMINATION, AND REMOVAL A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit availability of temporary facilities to essential and intended uses. B. Maintenance: Maintain facilities in good operating condition until removal. 1. Maintain operation of heating, cooling, humidity control, ventilation, and similar facilities on a 24- hour basis where required to achieve indicated results and to avoid possibility of damage to stored materials or in-place construction. C. Termination and Removal: Remove each temporary facility when need for its service has ended; when it has been replaced by authorized use of a permanent construction that may have been delayed because of interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace construction that cannot be satisfactorily repaired. 1. At Substantial Completion, clean and renovate permanent facilities used during construction period. 3.3 MOISTURE AND MOLD CONTROL A. Contractor's Moisture-Protection Plan: Avoid trapping water in finished work. Document visible signs of mold that may appear during construction. B. Exposed Construction Phase: Before installation of weather barriers, when materials are subject to wetting and exposure and to airborne mold spores, protect as follows: 1. Protect porous materials from water damage. 2. Protect stored and installed material from flowing or standing water. 3. Keep porous and organic materials from coming into prolonged contact with concrete. 4. Remove standing water from decks. 5. Keep deck openings covered or dammed. C. Partially Enclosed Construction Phase: After installation of weather barriers but before full enclosure and conditioning of building, when installed materials are still subject to infiltration of moisture and ambient mold spores, protect as follows: TEMPORARY FACILITIES AND CONTROLS

19 1. Do not load or install drywall or other porous materials or components, or items with high organic content, into partially enclosed building. 2. Keep interior spaces reasonably clean and protected from water damage. 3. Periodically collect and remove waste containing cellulose or other organic matter. 4. Discard or replace water-damaged material. 5. Do not install material that is wet. 6. Discard, replace, or clean stored or installed material that begins to grow mold. 7. Perform work in a sequence that allows any wet materials adequate time to dry before enclosing the material in drywall or other interior finishes. D. Controlled Construction Phase of Construction: After completing and sealing of the building enclosure but prior to the full operation of permanent HVAC systems, maintain as follows: 1. Control moisture and humidity inside building by maintaining effective dry-in conditions. 2. Use temporary, or permanent HVAC system (if permitted by Owner) to control humidity. 3. Comply with manufacturer's written instructions for temperature, relative humidity, and exposure to water limits. a. Hygroscopic materials that may support mold growth, including wood and gypsum-based products, that become wet during the course of construction and remain wet for 48 hours are considered defective. b. Measure moisture content of materials that have been exposed to moisture during construction operations or after installation. Record readings beginning at time of exposure and continuing daily for 48 hours. Identify materials containing moisture levels higher than allowed. Report findings in writing to Architect. c. Remove materials that cannot be completely restored to their manufactured moisture level within 48 hours. END OF SECTION TEMPORARY FACILITIES AND CONTROLS

20 SECTION EXECUTION PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes general procedural requirements governing execution of the Work including, but not limited to, the following: 1. Construction layout. 2. Field engineering and surveying. 3. General installation of products. 4. Coordination of Owner-installed products. 5. Progress cleaning. 6. Starting and adjusting. 7. Protection of installed construction. 8. Correction of the Work. 1.3 DRAWINGS A. Do not scale mechanical and electrical drawings for dimensions. Accurately lay out work from dimensions taken on location as necessary to verify dimensions shown on architectural drawings, notify Architect if such are found to be in error. Consult Architect for interpretations concerning locations of equipment. B. Every effort has been made to accurately indicate existing conditions and provide the necessary information accordingly. However, the contractor should expect minor discrepancies and be prepared to adjust his work accordingly after consulting with the Architect. Field verify critical dimensions, elevations, etc. prior to commencement of any critical work, new construction or necessary matching of elevations, walks, drives, site work, etc. from existing to new. C. Consult drawings for miscellaneous items of each trade, provide as indicated. D. Where drawings indicate portion of work and remainder is shown in outline, parts drawn out apply to other like portions of work. Where detail is indicated by starting only, such detail shall continue to apply throughout courses or parts in which it occurs and apply to similar parts of work unless otherwise indicated. E. Unless otherwise indicated, detail indicates general application of work at all locations where it logically applies. Other related work incidental thereto to be provided as required to fully complete work in manner consistent with details, and other related work EXECUTION

21 1.4 APPROPRIATE MATERIALS AND INSTALLATIONS A. Before submitting bid Contractor, sub-contractors, material suppliers observe drawings and specifications. Should any material and/or installation be indicated or specified in manner not approved by material manufacturer, notify Architect, receive his instructions. Failing to do so, Contractor provides other equivalent materials suitable for installation as selected by Architect. If not discovered until after installation, Contractor replace materials with such other equivalent suitable selected materials, in either event at Contractor's cost. 1.5 RECEIVE, STORE MATERIALS A. On receipt of materials, check for in-transit damage in ample time to replace any damaged materials prior to installation time. B. Wherever possible deliver materials and equipment to site in manufacturer's original packages, keeping labels intact until final cleaning. Where items are to be job-assembled, label, tag mark or otherwise properly identify each component part until incorporated in building. C. Remove from premises, replace with new, materials showing deterioration, damage. 1.6 PREPARATION A. Properly prepare all work to receive subsequent work or finish. Installer notify Contractor and Architect if any work is unsatisfactory, such problem to be resolved by General Contractor and reviewed by Architect before proceeding. 1.7 INSTALLATION A. Furnish, apply, install, connect, erect, clean and condition manufactured articles, materials and equipment per manufacturer's printed directions unless otherwise indicated or specified. Manufacturer's printed directions must be on job prior to and during installation of materials and equipment. B. Provide all attachment devices and materials necessary to secure materials together or to other materials and to secure work of other trades. Make allowance for ample expansion and contraction for all building components as detailed indicated or logically required. C. Each trade provide sleeves, recesses and openings in their work as required to receive work of other trades. D. Make field check of actual building dimensions before fabricating products. Where proper fit of work depends on close tolerances of manufactured products, furnish manufacturer with necessary templates to insure proper fit of all components. E. Install materials only when conditions of temperature, moisture, humidity and condition of adjacent building components are conducive to achieving best installation results. F. In job-assembling, each trade properly cut, fit to make its assemblies fit accurately, as necessary for other trades having work occurring therein. Correct errors in cutting, shop fabrication, installation. Where necessary to cut into other building components, do so only in manner not to damage building structurally or aesthetically, then repair adjoining parts thoroughly and neatly EXECUTION

22 G. Erect, install and secure building components in structural sound appropriate manner. Where necessary, temporarily brace, shore or otherwise support members until final connection or installation. Brace walls and other structural elements to prevent damage by wind and construction operations. Leave temporary bracing, shoring or other structural supports in place as long as necessary for safety and until structure is strong enough to withstand all loads involved. H. Where construction consists of series of courses or units, assemble units in best acceptable manner to provide structurally sound installation. Waterproof where exposed to exterior. Accurately plumb and level all courses, verify levels of frequent courses with instrument. I. Handle materials in manner to prevent scratching, abrading, distortion, chipping, breaking, other disfigurement. Unless indicated, fabricate, install materials true to line, plumb, level. Leave finished surfaces smooth and flat or of smooth contour where indicated, free from wrinkles, warps, scratches, dents and other imperfections. J. Provide quality of workmanship not less than commercially accepted standard of that trade. Where obviously of best practice, furnish materials in longest practical lengths, largest practical size to avoid unnecessary jointing. Make all joints secure. K. Where sheet materials join in same place, make seams tight, secure, flush and inconspicuous. Scribe and/or otherwise neatly fit materials to adjoining materials. Consult Architect for mounting height or position of any unit not specifically located. L. Mix no more materials than can be used before materials begin to "set". Mix no partially "set" batch with another. Clean tools and appliances prior to mixing materials that can be contaminated. M. Conduct work in manner to avoid injury to previously placed work. Do not disturb materials requiring curing time until appropriate curing time has transpired. 1.8 RELATIONSHIP TO GENERAL CONDITIONS A. Should conflict occur among drawings, these specifications, General or Supplementary General Conditions, Architect s determination of intent shall apply. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 EXAMINATION A. Existing Conditions: The existence and location of site improvements, utilities, and other construction indicated as existing are not guaranteed. Before beginning work, investigate and verify the existence and location of mechanical and electrical systems and other construction affecting the Work. 1. Before construction, verify the location and points of connection of utility services EXECUTION

23 B. Existing Utilities: The existence and location of underground and other utilities and construction indicated as existing are not guaranteed. Before beginning sitework, investigate and verify the existence and location of underground utilities and other construction affecting the Work. 1. Before construction, verify the location and invert elevation at points of connection of sanitary sewer, storm sewer, and water-service piping; underground electrical and underground natural gas services. 2. Furnish location data for work related to Project that must be performed by public utilities serving Project site. C. Acceptance of Conditions: Examine substrates, areas, and conditions, with Installer or Applicator present where indicated, for compliance with requirements for installation tolerances and other conditions affecting performance. Record observations. 3.2 PREPARATION A. Existing Utility Information: Furnish information to local utility that is necessary to adjust, move, or relocate existing utility structures, utility poles, lines, services, or other utility appurtenances located in or affected by construction. Coordinate with authorities having jurisdiction. B. Field Measurements: Take field measurements as required to fit the Work properly. Recheck measurements before installing each product. C. Space Requirements: Verify space requirements and dimensions of items shown diagrammatically on Drawings. D. Review of Contract Documents and Field Conditions: Immediately on discovery of the need for clarification of the Contract Documents, submit a request for information to Architect. Include a detailed description of problem encountered, together with recommendations for changing the Contract Documents. 3.3 CONSTRUCTION LAYOUT A. Verification: Before proceeding to lay out the Work, verify layout information shown on Drawings, in relation to the property survey and existing benchmarks. If discrepancies are discovered, notify Architect promptly. B. General: Engage a land surveyor to lay out the Work using accepted surveying practices. C. Site Improvements: Locate and lay out site improvements, including pavements, grading, fill and topsoil placement, utility slopes, and invert elevations. D. Building Lines and Levels: Locate and lay out control lines and levels for structures, building foundations, column grids, and floor levels, including those required for mechanical and electrical work. 3.4 INSTALLATION A. General: Locate the Work and components of the Work accurately, in correct alignment and elevation, as indicated. 1. Make vertical work plumb and make horizontal work level EXECUTION

24 2. Where space is limited, install components to maximize space available for maintenance and ease of removal for replacement. 3. Conceal pipes, ducts, and wiring in finished areas, unless otherwise indicated. 4. Maintain minimum headroom clearance of 8 feet in spaces without a suspended ceiling. B. Comply with manufacturer's written instructions and recommendations for installing products in applications indicated. C. Install products at the time and under conditions that will ensure the best possible results. Maintain conditions required for product performance until Substantial Completion. D. Conduct construction operations so no part of the Work is subjected to damaging operations or loading in excess of that expected during normal conditions of occupancy. E. Anchors and Fasteners: Provide anchors and fasteners as required to anchor each component securely in place, accurately located and aligned with other portions of the Work. 1. Mounting Heights: Where mounting heights are not indicated, mount components at heights directed by Architect. 2. Allow for building movement, including thermal expansion and contraction. 3. Coordinate installation of anchorages. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete inserts, anchor bolts, and items with integral anchors, that are to be embedded in concrete or masonry. Deliver such items to Project site in time for installation. F. Joints: Make joints of uniform width. Where joint locations in exposed work are not indicated, arrange joints for the best visual effect. Fit exposed connections together to form hairline joints. G. Hazardous Materials: Use products, cleaners, and installation materials that are not considered hazardous. 3.5 OWNER-INSTALLED PRODUCTS A. Site Access: Provide access to Project site for Owner's construction forces. B. Coordination: Coordinate construction and operations of the Work with work performed by Owner's construction forces. 3.6 PROGRESS CLEANING A. General: Clean Project site and work areas daily, including common areas. Coordinate progress cleaning for joint-use areas where more than one installer has worked. Enforce requirements strictly. Dispose of materials lawfully. B. Site: Maintain Project site free of waste materials and debris. C. Work Areas: Clean areas where work is in progress to the level of cleanliness necessary for proper execution of the Work. D. Installed Work: Keep installed work clean. Clean installed surfaces according to written instructions of manufacturer or fabricator of product installed, using only cleaning materials specifically recommended EXECUTION

25 E. Concealed Spaces: Remove debris from concealed spaces before enclosing the space. F. Exposed Surfaces in Finished Areas: Clean exposed surfaces and protect as necessary to ensure freedom from damage and deterioration at time of Substantial Completion. G. Waste Disposal: Burying or burning waste materials on-site will not be permitted. Washing waste materials down sewers or into waterways will not be permitted. H. During handling and installation, clean and protect construction in progress and adjoining materials already in place. 3.7 STARTING AND ADJUSTING A. Start equipment and operating components to confirm proper operation. Remove malfunctioning units, replace with new units, and retest. B. Adjust operating components for proper operation without binding. Adjust equipment for proper operation. C. Test each piece of equipment to verify proper operation. Test and adjust controls and safeties. Replace damaged and malfunctioning controls and equipment. 3.8 PROTECTION OF INSTALLED CONSTRUCTION A. Provide final protection and maintain conditions that ensure installed Work is without damage or deterioration at time of Substantial Completion. B. Comply with manufacturer's written instructions for temperature and relative humidity. 3.9 CORRECTION OF THE WORK A. Repair or remove and replace defective construction. Restore damaged substrates and finishes. 1. Repairing includes replacing defective parts, refinishing damaged surfaces, touching up with matching materials, and properly adjusting operating equipment. B. Restore permanent facilities used during construction to their specified condition. C. Remove and replace damaged surfaces that are exposed to view if surfaces cannot be repaired without visible evidence of repair. D. Repair components that do not operate properly. Remove and replace operating components that cannot be repaired. E. Remove and replace chipped, scratched, and broken glass or reflective surfaces. END OF SECTION EXECUTION

26 SECTION CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for the following: 1. Dispose of demolition and construction waste. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 DISPOSAL OF DEMOLITION AND CONSTRUCTION WASTE A. General: Remove waste materials from Project site and legally dispose of them in a landfill or incinerator acceptable to authorities having jurisdiction. 1. Except as otherwise specified, do not allow waste materials that are to be disposed of accumulate on-site. 2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas. B. Burning: Do not burn waste materials. C. Contractor may not conduct any salvage operations on the site. Any materials that the contractor desires to salvage must be promptly removed and any salvage operations done on contractor s property, not on University property. END OF SECTION CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

27 SECTION CLOSEOUT PROCEDURES PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for contract closeout, including, but not limited to, the following: 1. Inspection procedures. 2. Warranties. 3. Final cleaning. 1.3 SUBSTANTIAL COMPLETION A. Preliminary Procedures: Before requesting inspection for determining date of Substantial Completion, complete the following. List items below that are incomplete in request. 1. Prepare a list of items to be completed and corrected (punch list), the value of items on the list, and reasons why the Work is not complete. 2. Advise Owner of pending insurance changeover requirements. 3. Submit specific warranties, workmanship bonds, maintenance service agreements, final certifications, and similar documents. 4. Obtain and submit releases permitting Owner unrestricted use of the Work and access to services and utilities. Include occupancy permits, operating certificates, and similar releases. 5. Prepare and submit Project Record Documents, operation and maintenance manuals. 6. Deliver tools, spare parts, extra materials, and similar items to location designated by Owner. Label with manufacturer's name and model number where applicable. 7. Make final changeover of permanent locks and deliver keys to Owner. Advise Owner's personnel of changeover in security provisions. 8. Complete startup testing of systems. 9. Submit test/adjust/balance records. 10. Advise Owner of changeover in heat and other utilities. 11. Submit changeover information related to Owner's occupancy, use, operation, and maintenance. 12. Complete final cleaning requirements, including touchup painting. 13. Touch up and otherwise repair and restore marred exposed finishes to eliminate visual defects. B. Inspection: Submit a written request for inspection for Substantial Completion. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare the Certificate of Substantial Completion after inspection or will notify Contractor of items, either on Contractor's list or additional items identified by Architect, that must be completed or corrected before certificate will be issued CLOSEOUT PROCEDURES

28 1. Reinspection: Request reinspection when the Work identified in previous inspections incomplete is completed or corrected. 2. Results of completed inspection will form the basis of requirements for Final Completion. 3. Prior to approval of final payment contractor provide one copy of project punch list with each items on the list dated and initialed as verification all work has been completed. Architect will check this list and approve final payment if list is accurate and completed. 4. If initialed reinspections punch list is found to be still incomplete, Owner shall reimburse Architect for cost of additional site visits as may be required to verify completion of punch list work and deduct same from contractor s final payment by change order. 1.4 FINAL COMPLETION A. Preliminary Procedures: Before requesting final inspection for determining date of Final Completion, complete the following: 1. Submit a final Application for Payment according to Division 01 Section "Payment Procedures." 2. Submit copy of Architect's Substantial Completion inspection list of items to be completed or corrected (punch list), endorsed and dated by Architect. The copy of the list shall state that each item has been completed or otherwise resolved for acceptance. 3. Submit evidence of final, continuing insurance coverage complying with insurance requirements. 4. Instruct Owner's personnel in operation, adjustment, and maintenance of products, equipment, and systems. B. Inspection: Submit a written request for final inspection for acceptance. On receipt of request, Architect will either proceed with inspection or notify Contractor of unfulfilled requirements. Architect will prepare a final Certificate for Payment after inspection or will notify Contractor of construction that must be completed or corrected before certificate will be issued. 1. Reinspection: Request reinspection when the Work identified in previous inspections as incomplete is completed or corrected. 1.5 WARRANTIES A. Submittal Time: Submit written warranties on request of Architect for designated portions of the Work where commencement of warranties other than date of Substantial Completion is indicated. B. Partial Occupancy: Submit properly executed warranties within 15 days of completion of designated portions of the Work that are completed and occupied or used by Owner during construction period by separate agreement with Contractor. C. Organize warranty documents into an orderly sequence based on the table of contents of the Project Manual. D. Provide additional copies of each warranty to include in operation and maintenance manuals CLOSEOUT PROCEDURES

29 PART 2 - PRODUCTS 2.1 MATERIALS A. Cleaning Agents: Use cleaning materials and agents recommended by manufacturer or fabricator of the surface to be cleaned. Do not use cleaning agents that are potentially hazardous to health or property or that might damage finished surfaces. PART 3 - EXECUTION 3.1 FINAL CLEANING A. General: Provide final cleaning. Conduct cleaning and waste-removal operations to comply with local laws and ordinances and Federal and local environmental and antipollution regulations. B. Cleaning: Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit to condition expected in an average commercial building cleaning and maintenance program. Comply with manufacturer's written instructions. END OF SECTION CLOSEOUT PROCEDURES

30 SECTION OPERATION AND MAINTENANCE DATA PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for preparing operation and maintenance manuals, including the following: 1. Operation and maintenance documentation directory. 2. Emergency manuals. 3. Operation manuals for systems, subsystems, and equipment. 4. Maintenance manuals for the care and maintenance of products, materials, finishes, systems and equipment. 1.3 SUBMITTALS A. Final Submittal: Submit two copies of each manual in final form at least 7 days before final inspection. 1.4 COORDINATION A. Where operation and maintenance documentation includes information on installations by more than one factory-authorized service representative, assemble and coordinate information furnished by representatives and prepare manuals. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION OPERATION AND MAINTENANCE DATA

31 SECTION PROJECT RECORD DOCUMENTS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for Project Record Documents, including the following: 1. Record Drawings. 2. Record Specifications. 3. Record Product Data. 1.3 SUBMITTALS A. Record Drawings: Comply with the following: 1. Submit one set of marked-up Record Prints. a. Submit one set of marked-up Record Prints. PART 2 - PRODUCTS 2.1 RECORD DRAWINGS A. Record Prints: Maintain one set of blue- or black-line white prints of the Contract Drawings and Shop Drawings. 1. Preparation: Mark Record Prints to show the actual installation where installation varies from that shown originally. Require individual or entity who obtained record data, whether individual or entity is Installer, subcontractor, or similar entity, to prepare the marked-up Record Prints. a. Give particular attention to information on concealed elements that would be difficult to identify or measure and record later. b. Accurately record information in an understandable drawing technique. c. Record data as soon as possible after obtaining it. Record and check the markup before enclosing concealed installations. 2. Content: Types of items requiring marking include, but are not limited to, the following: a. Dimensional changes to Drawings. b. Revisions to details shown on Drawings. c. Depths of foundations below first floor PROJECT RECORD DOCUMENTS

32 d. Locations and depths of underground utilities. e. Revisions to routing of piping and conduits. f. Revisions to electrical circuitry. g. Actual equipment locations. h. Duct size and routing. i. Locations of concealed internal utilities. j. Changes made by Change Order or Construction Change Directive. k. Changes made following Architect's written orders. l. Field records for variable and concealed conditions. m. Record information on the Work that is shown only schematically. PART 3 - EXECUTION 3.1 RECORDING AND MAINTENANCE A. Recording: Maintain one copy of each submittal during the construction period for Project Record Document purposes. Post changes and modifications to Project Record Documents as they occur; do not wait until the end of Project. B. Maintenance of Record Documents and Samples: Store Record Documents and Samples in the field office apart from the Contract Documents used for construction. Do not use Project Record Documents for construction purposes. Maintain Record Documents in good order and in a clean, dry, legible condition, protected from deterioration and loss. Provide access to Project Record Documents for Architect's reference during normal working hours. END OF SECTION PROJECT RECORD DOCUMENTS

33 SECTION DEMONSTRATION AND TRAINING PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A. This Section includes administrative and procedural requirements for instructing Owner's personnel, including the following: 1. Demonstration of operation of systems, subsystems, and equipment. 2. Training in operation and maintenance of systems, subsystems, and equipment. 1.3 COORDINATION A. Coordinate instruction schedule with Owner's operations. Adjust schedule as required to minimize disrupting Owner's operations. B. Coordinate instructors, including providing notification of dates, times, length of instruction time, and course content. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 PREPARATION A. Assemble educational materials necessary for instruction. END OF SECTION DEMONSTRATION AND TRAINING

34 SECTION SITE WORK PART 1 - SITE PREPARATION 1.1 GENERAL A. Inspect site, examine drawings and remove all items as indicated and necessary to construct new work. All demolition materials to be removed from site and properly disposed of by contractor. 1.2 PROTECTION OF PROPERTY A. Contractor shall protect all adjoining property, existing buildings, utilities, walks, drives, streets, curb and gutters, equipment, etc. and shall, at his own expense, make good all damage to properties arising out of any operation connected with this project. B. Do not disturb present utilities until they are properly rearranged or terminated. Verify changeovers and connections with Owner and proper utility companies. Notify all utilities well in advance. Raise or lower existing enclosures and covers for manholes, meters, cleanouts, etc. as required by new work. C. Provide and maintain adequate fencing, walkways, lights and signs about the work to adequately protect the public and workmen. Comply with all regulations. D. Owner will install water meter and water line to 5 feet outside of building. Relocate existing electric utilities as required. Contractor will provide sewer line. 1.3 SITE DRAINAGE A. The General Contractor shall provide adequate equipment to construct and maintain drainage and do all pumping necessary to keep any excavations and/or building free from water. Excavation, trenches and building shall be protected at all times from water drainage. Provide adequate surface drainage during construction period. B. Temporary Erosion and Sedimentation Control 1. Proved temporary erosion and sedimentation control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to a sediment and erosion control plan, specific to the site that complies with EPA 832/R or requirements of authorities having jurisdiction whichever is more stringent. 2. Inspect, repair, and maintain erosion and sedimentation control measures during construction until permanent vegetation has been established. 3. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal. C. Owner will designate area for wash out of concrete trucks SITE WORK

35 PART 2 - EARTH WORK, TESTING REPORTS 2.1 GENERAL A. A cop0y of the Geotechnical Engineering Report as prepared by P.E.C. Field Services of Wichita, Kansas, is reproduced in its entirely at the end of this division. B. The Contractor shall include in his bid costs to provide field services relating to the construction for this project. C. Include all work and materials necessary including cutting, filling, and compaction to comply with finish elevations and provide positive drainage. D. Completely fill and compact below grade areas and voids resulting from demolition and utility line work. E. Contractor shall visit and familiarize himself with this portion of the work. F. Strip and stockpile top soil from areas to be occupied by buildings, walks, paving and areas to be cut or to receive fill. Use clean top soil for finish grading outside building areas, provide additional or dispose of excess as required. Finish grading shall consist of loamy top soil 6 deep, typical at the site. Slope away from building, paving and walks to insure proper drainage. G. Grade and regrade with approved materials, use no sod, frozen soil, debris, etc. H. In modified by this project shall adhere to attached geotechnical report under all building, walks and paving. I. The contractor will be responsible for all work associated with this project. J. Where utility lines enter beneath the building provide a clay plug per Geotechnical Report. K. Refer to and comply with the attached geotechnical report for proper procedures for fill, compaction, moisture content, material quality, etc. for all work. Review proposed materials and procedures with P.E.C. Field Services. L. All interior floor slabs will be underlain with 6 granular cushion, refer to soil report. M. It is imperative that proper moisture content for all in place soil be maintained within acceptable limits established in the geotechnical report. If soils are exposed and allowed to dry, moisture must be added as required prior to pouring of concrete slabs. N. Contractor shall set and maintain adequate grading elevations. O. Grade uniformly away from building, and drives as necessary to insure proper drainage. Some minor variations in final grading may be required to produce the required general site drainage; the Contractor will be required to perform such work as necessary at no additional cost to Owner. Provide gradual transition from new to existing grades. Review all final grades with Architect prior to proceeding with work. P. Protect newly graded areas from traffic and erosion, repair and re-establish grades in settled, eroded and rutted areas SITE WORK

36 2.2 EXCAVATION AND BACKFILLING A. It is the General Contractor's responsibility to provide adequate shoring, sheeting and bracing to prevent caving. Keep excavation free of water at all times regardless of source. B. Perform all excavation necessary for construction of the project, dispose of excess as required. C. Identification of soil for foundation bearing shall be confirmed by Geotechnical Engineer. Concrete shall not be placed on any soil area that has not been inspected and approved. D. Excavate footings to final grade, place reinforcement and pour within 24 hour period. Excavation may be completed to within 6" of final elevation at any time. Any extremely wet or dry material, or any loose excavations shall be removed prior to placing concrete. E. If suitable bearing for foundations is not encountered at depth indicated on drawings, contractor shall immediately notify Architect/Engineer and not proceed further until instructions are given and necessary measurements made for purpose of establishing additional volume of excavation. F. Refer to soil report for any soil improvement programs including over-excavation for foundations. 2.3 FIELD MONITORING AND TESTS A. The Contractor shall notify the Geotechnical Engineer, to determine the need for overexcavation, to observe the reworking of native sub grade, placing compacted fill, placing of concrete. The Contractor will pay for all testing, field visits and associated reports. B. The minimum testing required will consist of one moisture density relationship test (ASTM D698) for each type of fill soil used. One in-place density test every 2500 square feet per 8 lift under building. One in-place density test every 100 feet of trench or backfill per lift for all trenches and one test every 2500 square feet per lift under all paving and walks. Areas not properly compacted shall be recompacted and retested. All field observations and testing shall be paid for by the Contractor as previously stated. C. Agent to supply reports of all tests to the Architect. PART 3 - PAVING AND WALKS 3.1 CONCRETE PAVING, WALKS AND GRAVEL A. Concrete, reinforcement, curing and placing shall conform to Division 3. B. All concrete walks shall have minimum sand bed, use sand only as required to fine grade, hold to minimum thickness. C. Note: Soil areas below concrete shall be modified, scarified and compacted as previously indicated (by this contractor). D. Provide 1/2" premolded asphalt expansion joint material where concrete abuts building and all other immovable objects, also as shown on plans. E. Prime and seal all expansion joints, control joints and cracks with Sonneborn SL-1 or approved equal SITE WORK

37 F. Finish slabs by floating and straight edging then finish with canvas or rubber belting working longitudinal and crosswise. Follow by burlap drag to produce a uniform surface. G. Replace all paving, walks, curbs, guttering, etc., damaged during construction, or requiring removal to install new or relocate/replace existing underground utility lines in full sections. H. Saw cut rough or broken edges of existing concrete to provide a straight edge and smooth transition. END OF SECTION SITE WORK

38 Geotechnical Engineering Services Report Hobart-Detter Locker Rooms Hutchinson, Kansas PREPARED FOR City of Hutchinson Hutchinson, Kansas PEC PROJECT NO PREPARED BY Nicholas K. Steele EI APPROVED BY Britt D. Clubb PE License No DATE October 23, 2017 CONSTRUCTION SURVEY GEOTECHNICAL DIVISIONS LOCATED AT: 350 SOUTH WASHINGTON WICHITA, KS FAX MAILING ADDRESS: 303 SOUTH TOPEKA WICHITA, KS

39 Hobart-Detter Field Locker Rooms Contents i Table of Contents Introduction... 1 Site Location and Description... 1 Proposed Construction... 1 Field Exploration... 2 Laboratory Testing... 2 SITE CONDITIONS... 3 General... 3 Disturbed Soils... 3 Soils... 3 Groundwater... 3 Conclusions and Recommendations... 4 General... 4 Site Grading... 4 Subgrade Preparation... 4 Engineered Fill... 5 Shallow Foundations... 6 Foundation Systems Construction Recommendations... 6 Deep Foundations inch Diameter Drilled Shaft Capacity... 8 Interior Floor Slabs... 9 Lateral Earth Pressures Granular Backfill Materials (Sand) (Moist Unit Weight = 115 pcf) In-Situ Sand Soils (Moist Unit Weight = 115 pcf) Exterior Pavement Seismic Excavations Quality Control Testing GENERAL NOTES AND LIMITATIONS

40 Hobart-Detter Field Locker Rooms 1 Introduction This report presents the results of a geotechnical study for the new locker room structure to be located adjacent to the existing Hobart-Detter Field. In addition to the locker room structures, additional planned improvements include the addition of future bullpens, dugouts, and highmast tower lighting. The study was conducted to develop geotechnical recommendations for project design and is intended for the exclusive use of the client for the referenced project. The geotechnical study included a field exploration program to obtain information on the subsurface conditions and collect samples for laboratory testing. The samples obtained during the field exploration were visually observed and classified in the laboratory referencing ASTM procedures. Representative samples were selected for laboratory testing to determine physical and engineering characteristics of the in-situ soils. Field exploration and laboratory test results were analyzed to develop geotechnical recommendations for the proposed construction. All field testing, laboratory testing, analysis, and report preparation was performed under the direction of a registered Professional Engineer. The following sections present the results of the field exploration, laboratory tests, and our conclusions and recommendations for project design. The conclusions and recommendations are based on the project information available at the time of this report and the subsurface conditions encountered in the boreholes at the locations and times indicated. If project details including structure locations, elevations, loads, cut and fill depths or other conditions change during design or if the subsurface conditions vary from those described in this report, the conclusions and recommendations may need to be re-evaluated and adjusted. Site Location and Description The site for the proposed construction is located west of the intersection of Emerson Loop and Carey Park Boulevard, adjacent to the existing Hobart-Detter Field. The location is shown on the attached Site Location Map (Figure 1). Based on visual observation at the time of our fieldwork, the area for the proposed construction is relatively level, with elevation changes on the order of 1 to 1.5 feet common across the building site. The site is currently covered with low vegetation, trees, and the existing ball field facilities. Proposed Construction The proposed construction project will consist of lightly loaded single story structure founded on a shallow foundation system. In addition to the locker room structures, additional planned improvements include the addition of future bullpens, dugouts, and are anticipated to be founded on shallow foundation systems place at or below-grade. High-mast tower lighting additions may also be constructed and are anticipated to be founded on a deep foundation system consisting of drilled shaft piers. The proposed construction is located near the boring locations shown on Figure 2, in the attached Appendix. It is assumed that the structure will be founded on a shallow foundation system consisting of trench footings and isolated column pads. -

41 Hobart-Detter Field Locker Rooms 2 Loading information for the foundation systems was estimated for the purposes of this report. Loading for continuous trench footing and isolated column pads is not expected to exceed 5.0 kips per linear foot (klf), and 30 kips respectively. Grading plans were not provided at the time of this report. However, it is our understanding that minimal site grading will be required for construction of the proposed structures. Field Exploration The field exploration was conducted on September 21, The test borings were located in the field by Professional Engineering Consultants, P.A., Field Services Department (PFS), Geotechnical Division using the provided site plan and taped measurements from existing landmarks at the site. The boring locations should be considered accurate only to the degree implied by the method of measurement used. The borings were drilled at the approximate locations shown on the attached Boring Location Plan (Figure 2). Three (3) test borings were drilled to depths of ranging from approximately 20.0 to 30.0 feet below existing ground surface with a Mobile Drill B-31 truck mounted drill rig, using 6-inch outside diameter continuous flight auger. Subsurface conditions in the boreholes were visually logged by PFS personnel referencing ASTM D-2488 visual-manual procedures. Water level measurements were taken in the boreholes during and shortly after completion of drilling operations. The boreholes were plugged with bentonite to above water table depth and compacted soil from the auger cuttings. The borings were then capped with concrete. Samples of the subsurface soils were obtained using a 2-inch O.D. split-spoon sampler. The sampler was driven into the strata using a 140-pound safety hammer falling 30 inches. The number of blows required to advance the sampler three successive 6-inch increments is recorded. The total number of blows used to advance the sampler the second and third 6-inch increment is the penetration resistance N value. Standard Penetration Test borings were performed referencing ASTM D Laboratory Testing Soil samples obtained during the field exploration were observed and visually classified referencing ASTM D-2487 which is based on the Unified Soil Classification System. Selected samples were tested to evaluate engineering and physical properties. Tests performed included natural moisture content (ASTM D2216), Atterberg Limits (ASTM D4318), dry unit weight (ASTM D2166), and amount of material finer the #200 sieve (ASTM D1140). Tests were performed referencing current ASTM procedures unless otherwise noted. Laboratory test results are summarized on the attached Exploratory Boring Log reports, and the Laboratory Test Summary (Figure 5), and of lab test reports located in the attached appendix. -

42 Hobart-Detter Field Locker Rooms 3 SITE CONDITIONS This section presents brief descriptions of the subsurface conditions encountered at the SPT boring location and general observations of the site. The attached Exploratory Boring Log reports should be reviewed for more information on the subsurface conditions at the boring locations. Sharp transitions between soil types are presented on the boring logs. However, soil transitions may occur gradually and transition depths are approximate. The soil conditions noted on the boring logs are based on visual observations and periodic sampling. Additional sampling, testing and Petrographic analysis may provide a different classification of the encountered soil. GENERAL The test borings were drilled to depths ranging from approximately 20.0 to 30.0 feet below the existing ground surface. The subsurface profiles at the boring locations predominantly consisted of approximately 12.0 inches of topsoil with a high organic fraction underlain by sand soils with varying amounts of silt, clay, and gravel extending to boring termination depth. Subsurface groundwater was observed in the boreholes after completion of drilling operations at depths ranging from 8.5 to 9.0 feet below existing ground surface. DISTURBED SOILS Apparent fill materials were not encountered on this site. However, due to previous construction operations at the site, disturbed soils are likely to be encountered at other areas of the site that were not explored during our fieldwork. If during construction operation, disturbed soils are encountered below bearing depth, these soils can present a significant risk if not removed prior to construction and replaced with engineered fill placed in a controlled manner. SOILS The native subsurface profile at the boring locations predominantly consisted of native sand soils with varying amounts of silt and clay extending to boring termination depth. The sand layers encountered at the boring locations were predominantly characterized as slightly moist to saturated with loose to dense relative density. For the tested samples from the upper portion of the borings, Liquid Limit values ranged from 21 to 28 and Plasticity Index values ranged from 6 to 12 for the samples tested. SPT N values ranged from 9 to 32 blows per foot of penetration. GROUNDWATER Subsurface groundwater was observed in the boreholes after completion of drilling operations at depths ranging from 8.5 to 9.0 feet below existing site grade. It should be noted that although groundwater was encountered during drilling operations at the depths given above, this may not necessarily indicate where ground water will be encountered at the time of construction. Groundwater levels may fluctuate several feet depending on climatic conditions, time of year, surface runoff, and other factors beyond the scope of this report. -

43 Hobart-Detter Field Locker Rooms 4 Conclusions and Recommendations GENERAL Our Geotechnical Engineering evaluation of the surface and subsurface conditions at the site, with respect to the planned construction, are based on (1) our site observations, (2) the field and laboratory test data obtained, and (3) our understanding of the project information and structural conditions as presented in this report. If the project information is incorrect, or should the location of the structure change, please contact the undersigned Engineer so that these recommendations can be reviewed. If project details including structure, and parking/drive locations, elevations, cut and fill depths or other conditions change during design or if the subsurface conditions vary from those described in this report, the conclusions and recommendations shall not be considered valid until they have been re-evaluated. The recommendations presented in the subsequent sections of this report present design and construction techniques that are appropriate for the planned construction. We recommend that we be provided the opportunity to review the foundation plans and earthwork specifications to verify that our recommendations have been properly interpreted and implemented. Based on the results of our exploration and the anticipated final site grades, we consider the subsurface conditions at the site adaptable for support of the light to moderately loaded structure when constructed on a properly designed shallow foundation placed on native soils. Provided the site preparation and earthwork construction recommendations outlined in this report are performed, the following parameters may be used for foundation design. SITE GRADING Ponded water can present significant problems during and after construction. Site grading plans should be designed to provide positive drainage away from all structures, slabs-on-grade, pavements and sidewalks. A minimum slope of 5 percent for the first 10 feet next to the structure and 2 percent thereafter is recommended for landscaped areas. Positive drainage should also be provided in all paved and sidewalk areas to the extent practicable within ADA requirements. All downspouts should be designed to discharge a minimum of 5 feet away from structures. Temporary drainage to a sump should be used to remove ponded water in excavations. SUBGRADE PREPARATION Over-excavation and replacement of isolated softer soils may be necessary at this site due to previous construction activities. After stripping and over-excavation operations and prior to placing new fill; all soft soil, disturbed soils, and deleterious materials should be removed. From the conditions encountered during the subsurface exploration, topsoil and soils with a heavy organic fraction were encountered to depths of approximately 12.0 inches below existing site grade. These soils may be stockpiled and used as general site fills under landscaped areas, but -

44 Hobart-Detter Field Locker Rooms 5 should not be used under pavement, drives, parking areas, or structures. It should be noted that the exact extent of topsoil removal will not be known until construction and should be closely monitored to verify the heavy organic portion of this layer is removed. Underlying the topsoil, disturbed soils were encountered to a depth ranging from 1.5 to 2.0 feet below existing site grade. The disturbed soils beneath the zone of heavy organic materials should be removed and stockpiled for use as engineered fill. Subsequent to the completion of the stripping and over-excavation (as necessary) operations, the exposed subgrade should be proof-rolled by the contractor using a heavily loaded scraper or loaded dump truck to verify all soft areas have been excavated and that the subgrade is suitable for fill placement. The proof-roll should be observed by a qualified Engineering Technician under the direction of a Professional Engineer. Any loose, yielding, or pumping soils identified during proofrolling should be stabilized with rock, drying and additional compaction, or undercutting and replacement with engineered fill. The exposed subgrade should be scarified to a minimum depth of 8 inches; moisture conditioned and re-compacted to requirements outlined below. Once the soils have been compacted and approved by a Geotechnical Engineer or their representative, structural fill placement can commence. ENGINEERED FILL All new fill should consist of clean soils free of debris and deleterious materials. Imported general fill should consist of clean soils with a maximum plasticity index of 25, or select fill. Select fill should consist of Low Volume Change (LVC) materials including limestone gravel, limestone screenings, crushed sandstone, or equivalent. Natural LVC materials consisting of sandy clay, clayey sand or similar soils with a minimum of 20 percent passing the No. 200 sieve and a plasticity index between 5 and 15 may also be used with prior approval from the designers. The lower plasticity index may be waived if the fill is placed in confined conditions (i.e. inside stem walls). Although the select fill options presented above provide for the necessary structural support, they may not necessarily provide a stable working surface for construction activities or inclement weather. The contractor should select the appropriate select fill materials for the anticipated construction traffic and to minimize weather delays, if necessary. All engineered fill should be placed under controlled conditions with observation and testing by a licensed Professional Engineer or designated representative. The following minimum compaction requirements and moisture requirements based on the Standard Proctor (ASTM D- 698) test are recommended. Footings, Pavement Stabilized Subbase Base Structural Fill (Floor Slabs, Pavement) Non-Structural Fill and Backfill 98 % of Maximum Dry Density 95 % of Maximum Dry Density 90 % of Maximum Dry Density -

45 Hobart-Detter Field Locker Rooms 6 The following moisture ranges are recommended for various soil types: Fat Clay, Lean Clay Optimum Moisture Content to +4% Silts, Clayey Sand, LVC, Etc. Sands, Gravel ± 3 % of Optimum Moisture Content At Workable Moisture Content It is recommended that new engineered fill should extend a minimum of 5 feet beyond any proposed building and structure footprint. As an alternative, a minimum over-excavation width should be determined by the depth of over-excavation at a ratio of 0.7 feet laterally for every 1 foot of vertical cut. The over-excavation should extend laterally from the edges of all footings. All fill should be placed in horizontal lifts with maximum compacted lift thickness of 6 inches (approximately 8 to 9 inches loose). Each lift should be evenly graded to provide a consistent lift thickness prior to placing additional lifts. Thinner lifts may aid compaction for energy sensitive soils (i.e. clay), or for light compaction equipment. Moisture sensitive soils (i.e. silt) may require stricter moisture control to achieve compaction. Potentially expansive clay soils should not be compacted more than 5 percent above the recommended minimum compaction requirements. SHALLOW FOUNDATIONS The table below outlines our recommendations for construction of the foundation systems founded on the encountered native materials. Additional options for construction of the foundation system have also been provided in the text below. Foundation Systems Construction Recommendations Location Column Wall Net Allowable Bearing pressure on Native Soils [1] : Maximum Column Load: 30 kips Maximum Wall Load: 5 klf Minimum Footing Width 30 inches 16 inches Minimum Footing Depth [2] 30 inches 30 inches Estimated Total Settlement [3] < 1.25 inch < 1.25 inch Estimated Differential Settlement [3] < ¾ inch < ¾ inch [1] Assumes all unsuitable fill, soft, or deleterious soils have been removed to native materials encountered below depths of approximately 1.5 to 2.0 feet below existing site grade. [2] Indicates depth below existing site grade. Footing depth varies depending on foundation option selected. [3] Foundation Settlements are based on the maximum estimated loads. If loading to the structure exceeds these estimated loads, additional settlement analysis will be required. Differential settlement between the existing and proposed structures could equal the total settlement. Based on our test results and analysis, to minimize differential settlement to the structure, and depending on final design loads as determined by the Structural Engineer, we anticipate a conventional shallow foundation system placed on native soils is feasible for the lightly loaded structure. A conventional continuous trench footing founded on native subgrade soils -

46 Hobart-Detter Field Locker Rooms 7 encountered below depths ranging from approximately 2.5 feet below existing site grade should be designed for a maximum allowable net soil bearing capacity of 2,500 pounds per square foot (psf), and isolated column footings should be designed for a maximum allowable bearing capacity of 2,000 psf. The net bearing capacities given above are recommended to limit long term settlement and differential settlement to the structure and provide a minimum theoretical factor of safety against shear failure of 3. Net bearing capacity is defined as the soil bearing capacity at the foundation bearing level in excess of the natural overburden pressure at that level. It should also be noted that all exterior footings and interior footings under unheated areas should be placed a minimum of 36 inches below finished grade to reduce the potential for adverse effects due to moisture variations of the near surface soils and frost. Footings should be designed using the bearing capacity recommendations given above to determine the appropriate footing widths and final dimension. Minimum footing widths of 16 inches for conventional continuous trench footings, and minimum footing widths of 36 inches for isolated column footings are recommended. Provided that the previous recommendations are performed, long-term structural settlement for shallow spread footings designed and constructed as outlined above are estimated to be on the order of 1.25 inches. Differential settlements of up to 1/2 of the total estimated settlement should be anticipated across the site. Additional settlement analysis may be warranted depending on final footing design and conditions encountered during construction that vary from those described in this report. The predicted settlements only include primary consolidation. Additional settlements may occur from secondary consolidation due to cyclic loading and fluctuations of the groundwater table. Secondary consolidation is estimated to be minimal unless significant fluctuations of the groundwater level as determined by a groundwater study occurs. All footing excavations should be performed in a manner to avoid disturbing the soils below the bearing elevation. Hand excavation should be used to remove slough. Concrete should be placed for footings as soon as practicable after excavation to avoid drying or wetting of the exposed soils. If the bearing soils are disturbed, allowed to dry, or are wetted by rain or seepage water, remove the affected soil and extend the footings. Alternately, the over-excavated soil may be replaced with new engineered fill. All footing excavations should be observed by a qualified Professional Engineer or Engineering Technician. Over-excavation and replacement of some soft soils and/or existing fill may be required at this site. DEEP FOUNDATIONS Subsurface conditions within the locations predominantly consisted of layers of loose to dense sand soils with varying amounts of clay and silt extending to boring termination depth. Groundwater was encountered on this site at depths ranging from 8.5 to 9.0 feet below existing site grade. Installation of a deep foundation system consisting of drilled shafts will require temporary casing to prevent sloughing of the sand soils due to flowing sand and shallow groundwater. As an alternative to installing the drilled shaft foundation system with temporary casing, a mud slurry -

47 Hobart-Detter Field Locker Rooms 8 may be used to stabilize the surrounding soils. The recommendations given below provide for design and construction techniques that are appropriate for the planned construction. Pile loads should be designed using the nominal geotechnical resistances for the given tip depths shown in the table below. The Factored Resistance values were developed based on our site investigation, using the Allpile version 7.4a software program and referencing phi factors noted in Table 6 Resistance Factors for Drilled Shaft Design Static Analysis (Allen, 2005), Chapter 10 of the Kansas Department of Transportation Geotechnical Manual (2007 edition) and in Table 9 Relationship between Number of Load Tests conducted per site and φ (Allen, 2005), Chapter 10 of the Kansas Department of Transportation Geotechnical Manual (2007 edition). Phi factors, φ, of 0.35 for end bearing and 0.20 (side friction) were used for the pile factored resistance capacities shown in the table below. The Factored Resistance values were also developed based on a recommended minimum pile embedment depth of 25.0 feet below existing site grade. Due to the proximity of the utility trenches to the proposed drilled shaft location, side friction should not be applied to the upper 5 feet of the shaft due to possible desiccation and disturbance of the soils. 24-inch Diameter Drilled Shaft Capacity Minimum Pile Length (feet) Minimum Pile Depth (feet) [1] Allowable Downward [Uplift] Capacity (kips) Allowable Lateral capacity (kip-feet) Estimated Pile Settlement (inches) [2] Allowable Side Friction (psf) Allowable End Bearing (ksf) [15.5] [1] Maximum Allowable Capacities given in the table are based on the minimum pile depth. [2] Settlement based on assumed pile load of 100 kips, depending on final pile loads and embedment depths, additional analysis may be required. Based on the proposed construction and subsurface conditions at the boring locations, significant down drag forces are not anticipated for this project. The design pile compressive capacity should not exceed the allowable capacity of the structural member as governed by appropriate codes. It is recommended that drilled shafts have a length (L) to diameter (D) ratio in the range of 3 L/D 30. We recommend that the minimum pile spacing to pile diameter ratio (S/D) be on the order of 2.5 to 3.0. Using a minimum S/D ratio on this order, we anticipate that any capacity reductions due to group effects of individual shafts which are installed within a group should be small and therefore should be considered insignificant in the design of the foundation system. However, if the minimum shaft spacing is less than 2.5, a suitable reduction value should be applied to the bearing capacity based on the actual spacing. Installation of the piles should be performed in sequence ensuring lateral support of previously installed piles is maintained. A minimum of one pile load test is recommended to verify the pile capacities prior to installation of production piles. At least one conventional load test (per ASTM Standard D / D1143M- 07) should be performed at the site, to a load exceeding the computed ultimate or to a load producing displacement equal to 5% of the pile diameter, whichever comes first. The pile load -

48 Hobart-Detter Field Locker Rooms 9 test should be observed by a qualified Engineering Technician under the direction of a Professional Engineer. It is also recommended that a testing plan be a requirement of the contract provided by the owner. The pile contractor should include a plan for constructing and performing the required tests to meet the requirements of the testing plan along with the Pile Installation Plan. The testing program should consist of pre-production static load tests, production static and/or rapid and/or dynamic load tests, and post-installation integrity tests in sufficient quantities to provide the data necessary to demonstrate that the installed piles meet the load and deflection criteria established in the project plans with an appropriate factor of safety. A tremie or pump will be necessary to place the concrete if an adequate seal cannot be obtained to stop groundwater intrusion. Excavation for drilled shafts is not expected to be unusually difficult. Conventional drilling equipment should be able to penetrate the soil to the required depth for bearing. Drilled shaft excavations should be observed by an experienced construction inspector at the direction of a Geotechnical Engineer to evaluate the suitability of the bearing material. All loose materials at the bottom of the excavation should be removed. Should isolated areas of unsuitable material be encountered at planned depths, it will be necessary to deepen the drilled shafts to suitable bearing material. Excavation for drilled shafts is not expected to be unusually difficult. Conventional drilling equipment should be able to penetrate the clay soils to the required depth for bearing. INTERIOR FLOOR SLABS Based on the subsurface conditions encountered at the boring locations, we recommend a minimum total of 18 inches of select fill be placed below all at grade floor slabs to reduce the potential for heave of the near surface soils and provide a homogenous base. Lower portions of the fill soils below the select fill zones may consist of on-site soils, imported general fill, or select fill. The recommended 18-inch zone of select fill should be comprised of approximately 12 inches of material meeting the requirements for LVC given in the engineered fill section. In addition to the select fill, a minimum of 6 inches of a sand or gravel leveling course/moisture barrier is recommended for at-grade slabs. The leveling course/moisture barrier should consist of clean, medium to coarse grained sand, or clean gravel/rock with less than 5 percent fines. An appropriate synthetic moisture barrier should also be used for moisture sensitive floor coverings as recommended by the floor covering manufacturer. Care should be taken to protect vapor barrier material from puncture and tearing during construction. Prior to placing the select fill (LVC) or new engineered fill, the exposed subgrade should be scarified, moisture conditioned, and re-compacted to the requirements of the Subgrade Preparation and Engineered Fill sections of this report. All utility lines entering the building should be sealed to prevent migration of surface and subsurface water and subsequent wetting of the subgrade soils. The utility lines should be sealed from the building foundation to a minimum of 3 -

49 Hobart-Detter Field Locker Rooms 10 feet outside the building foundation. The seal may consist of clay soils with a minimum Plasticity Index of 25 or lean concrete. The above recommendations provide for a stabilized/moisture conditioned zone below the floor slab. These recommendations are intended to reduce the potential for floor slab movement due to swell or shrink of the in-situ soils without adding undue costs to the project. However, some differential movement may still occur between floor slabs and foundations due to shrink/swell of the in-situ soils or differential settlement between the foundations and floor slabs. The potential for damage due to relative differential movement between the footings and floor slab may be reduced by isolating the floor slab from all bearing walls and columns to allow unrestrained vertical movement and to restrict load transfer to and from the structure. These recommendations do not necessarily address the potential for significant differential movement due to extreme moisture changes caused by excessive drying or saturation of the subgrade soils. Causes for excessive moisture changes can include leaking utility lines, poor surface or subsurface drainage, inadequate sealing of joints, and others. If project design includes items which can contribute to excessive moisture changes in the subsurface soils, the recommendations may need to be re-evaluated and adjusted, and additional preventative measures may be required. LATERAL EARTH PRESSURES Below-grade walls will be subject to lateral earth pressures. Lateral earth pressures are typically estimated by equivalent fluid unit weights. The magnitude of the lateral earth pressure is controlled by many factors including wall design, properties of the in-situ native soils and backfill adjacent to the walls, drainage conditions, surcharge loads and other factors. Where applicable, we generally recommend all below grade structures be designed and constructed using granular backfill and an appropriate drainage system. These measures are recommended to reduce the potential pressures on the below grade walls, the potential for saturation of the soils, and the possible detrimental effects due to shrink/swell of the clay soils. The estimated pressure coefficients and equivalent fluid unit weights are shown in the following tables. GRANULAR BACKFILL MATERIALS (SAND) (MOIST UNIT WEIGHT = 115 PCF) Coefficient Equivalent Fluid Unit Weight Active Pressure pcf At-Rest Pressure pcf Passive Pressure pcf -

50 Hobart-Detter Field Locker Rooms 11 IN-SITU SAND SOILS (MOIST UNIT WEIGHT = 115 PCF) Coefficient Equivalent Fluid Unit Weight Active Pressure pcf At-Rest Pressure pcf Passive Pressure pcf Significantly larger pressures will develop below the groundwater level. Depending on depth of excavation adjacent to the below-grade wall system, groundwater may be encountered. Belowgrade walls should be designed assuming groundwater will be present at and above the encountered groundwater level. An active equivalent fluid pressure of 85 pcf and an at-rest pressure equivalent fluid pressure of 100 pcf should be used for design of structures with a noncohesive granular backfill, or in-situ granular backfill that extends below the water level. Other tunnel structures are not anticipated to encounter groundwater, however near surface perched water tables, and water from surface runoff may impact design and require the increase in equivalent fluid pressure noted above. The passive pressures and coefficient of friction are used to resist sliding and lateral forces. A coefficient of friction of 0.3 is recommended. The at-rest case should be used if the walls are rigid and little or no rotation is anticipated. Below grade walls should only be designed for the active case if walls are allowed to rotate sufficiently to fully mobilize active pressure. The earth pressure parameters provided above do not include surcharge loads (i.e., structure loads, fill loads, forces from construction equipment). Appropriate safety factors and surcharge loads should be applied to these values. The parameters also do not account for hydrostatic pressures. EXTERIOR PAVEMENT Based on the subsurface conditions encountered at the boring locations, we recommend a minimum of 12 inches of select fill be placed below all at-grade exterior concrete pavement to reduce the potential for heave of the near surface soils and provide a homogenous base. Lower portions of the fill soils below the select fill zones may consist of on-site soils, imported general fill, or select fill. The recommended 12-inch zone of select fill should be comprised of approximately 6 inches of material meeting the requirements for LVC given in the engineered fill section. To promote subgrade storm water drainage and provide a leveling course for construction in addition to the select fill (as required to meet site grade), we recommend that a minimum of a 6-inch thick -

51 Hobart-Detter Field Locker Rooms 12 drainage layer/leveling course be placed. The drainage layer may consist of clean, medium to coarse grained sand soils containing less than 5 percent fines (minus # 200), or clean gravel/rock (ASTM C-33, ASTM #57 stone or equivalent) with less than 5 percent fines. After completing the clearing/stripping operations, the subgrade should be prepared as recommended in the Subgrade Preparation section of this report. Engineered select fill required to achieve the finish grades should be placed and compacted as described in the Engineered Fill sections of this report with the soils achieving a minimum of 95 percent of the Standard Proctor test maximum dry density. SEISMIC The native soil profiles encountered at the site consist primarily of loose to dense sand soils. Based on the encountered site conditions and our experience with similar projects in this area, the site should be characterized as Class D for seismic design according to the International Building Code (IBC) site classification definitions outlined in Table and in American Society of Civil Engineers (ASCE) 7. EXCAVATIONS All excavations should be constructed and/or shored according to local, state, federal and OSHA requirements. Each excavation must be evaluated during construction by the responsible person to determine appropriate sloping, shoring and excavation techniques. Maximum OSHA recommended slopes for temporary excavations less than 20 feet deep with simple slopes include the following: Stable Rock - vertical, Type A (stiff soils) - 3/4 H to 1 V, Type B (medium stiff soils) - 1 H to 1 V, Type C (soft soils/sands) H to 1 V. These classifications are presented for general information only and preliminary design only. OSHA regulations should be reviewed for details regarding soil strengths, sloping/shoring requirements and other guidelines. QUALITY CONTROL TESTING We recommend that PFS be retained to perform the construction materials testing and observations required for this project, to verify that our recommendations have been satisfied. Due to our familiarity with the project and the intent of our engineering design, we are the most qualified to efficiently address any problems that may arise during construction. A representative number of field in-place density tests should be made in the upper 2 feet of compacted natural soils, in each lift of compacted backfill and fill, and in the upper 12 inches below the bearing levels in the footing excavations. The density tests are considered necessary to verify that satisfactory compaction operations have been performed. It is recommended that density testing be performed (1) at a minimum of 2 locations within the building area, (2) at one location for every 5 linear feet of continuous wall footings, and (3) within each isolated column pad footing. -

52 Hobart-Detter Field Locker Rooms 13 GENERAL NOTES AND LIMITATIONS The recommendations presented are based on experience with similar soils in this area. Performance of the structure depends on following the design recommendations and maintenance after construction. Clay soils with a low to moderate volume change potential are present at this site. These soils are stable at a constant moisture content, but can expand or consolidate with moisture variations. The volume change potential of soils can change erratically in both vertical and lateral extent. Moisture changes also occur erratically, resulting in conditions that cannot always be predicted. Geotechnical recommendations are based on periodic sampling in widely spaced, small diameter borings and subsurface conditions may vary from those encountered in the borings. Our Scope of Services was intended to evaluate the soil conditions within the zone of soil influenced by the foundation system. Our Scope of Services does not address geologic conditions, such as sinkholes or soil conditions existing below the depth of the soil borings. No other warrantees or guarantees are intended. The nature and extent of subsurface conditions may vary across the site. If subsurface conditions are encountered other than described in this report, the recommendations presented may need to be re-evaluated and adjusted. PEC Field Services: Geotechnical Engineering Division A Department of Professional Engineering Consultants PA Prepared by: Reviewed By: Nicholas K. Steele EI Geotechnical Division Project Manager Britt D. Clubb PE Division Manager attachments -

53 APPENDIX FIELD EXPLORATION AND LABORATORY TEST RESULTS Hobart-Detter Locker Rooms Hutchinson, Kansas Project Number: SITE LOCATION MAP Figure 1 BORING LOCATION PLAN Figure 2 EXPLORATORY BORING LOGS B-1 through B-2 KEY TO SYMBOLS Figure 3 SUMMARY OF LABORATORY TEST RESULTS Figure 4 LIQUID AND PLASTIC LIMITS TEST REPORT Figure 5 SOIL CLASSIFICATION CHART Figure 6 GENERAL GEOTECHNICAL NOTES Figure 7

54 SITE LOCATION MAP Hobart-Detter Locker Rooms Hutchinson, Kansas Project Number: Project Area Figure 1

55 BORING LOCATION PLAN Hobart-Detter Locker Rooms Hutchinson, Kansas Project Number: No Scale Standard Penetration Test Boring Approximate Location Plan provided by client for Boring location illustration only. Not for Construction. Figure 2

56 CLIENT DATE STARTED 9/21/17 COMPLETED 9/21/17 NOTES - none - TOPSOIL (12 inches), Silty Sandy Lean Clay, brown and dark brown mottled, some silt, fine grained sand, many organic materials, moist, very stiff CLAYEY SAND, brown with dark brown and light brown seams, some silt, fine grained sand, trace organic materials, slightly moist, medium dense GROUND ELEVATION DRILLING CONTRACTOR PEC GROUND WATER LEVELS: DRILLING METHOD LOGGED BY DEPTH (ft) 0 GRAPHIC LOG City of Hutchinson PROJECT NUMBER B. Hicks Flight Auger Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: CHECKED BY N. Steele MATERIAL DESCRIPTION PROJECT NAME PROJECT LOCATION SPT B1-1 0 ft AT TIME OF DRILLING AT END OF DRILLING --- AFTER DRILLING --- SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) (21) BORING NUMBER B-1 PAGE 1 OF 1 Hobart-Detter Field Locker Rooms Hutchinson, Kansas HOLE SIZE 9.00 ft / Elev ft POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) 6 inches ATTERBERG LIMITS LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX FINES CONTENT (%) SAND, tan, fine grained, trace to some silt, slightly moist to wet, medium dense 5 SPT B (22) SPT B (23) 10 SAND, tan, fine to coarse grained, trace gravel, trace silt, saturated, medium dense to loose SPT B (17) 15 SPT B (9) 20 Bottom of borehole at 20.0 feet.

57 CLIENT DATE STARTED 9/21/17 COMPLETED 9/21/17 NOTES - none - TOPSOIL (12 inches), Silty Sandy Lean Clay, brown and dark brown mottled, some silt, fine grained sand, many organic materials, moist, very stiff SILTY CLAYEY SAND, brown with dark brown and light brown seams, fine grained sand, trace organic materials, slightly moist, dense SAND, tan, fine grained, trace to some silt, slightly moist to wet, medium dense GROUND ELEVATION DRILLING CONTRACTOR PEC GROUND WATER LEVELS: DRILLING METHOD LOGGED BY DEPTH (ft) 0 GRAPHIC LOG City of Hutchinson PROJECT NUMBER B. Hicks Flight Auger Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: CHECKED BY N. Steele MATERIAL DESCRIPTION PROJECT NAME PROJECT LOCATION SPT B2-1 0 ft AT TIME OF DRILLING AT END OF DRILLING --- AFTER DRILLING --- SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) (31) BORING NUMBER B-2 PAGE 1 OF 1 Hobart-Detter Field Locker Rooms Hutchinson, Kansas HOLE SIZE 8.50 ft / Elev ft POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) 6 inches ATTERBERG LIMITS LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX FINES CONTENT (%) SPT B2-2 SPT B (32) (28) 10 SAND, tan, fine to coarse grained, trace gravel, trace silt, saturated, medium dense to loose SPT B (11) Bottom of borehole at 20.0 feet.

58 CLIENT DATE STARTED 9/21/17 COMPLETED 9/21/17 NOTES - none - TOPSOIL (12 inches), Silty Sandy Lean Clay, brown and dark brown mottled, some silt, fine grained sand, many organic materials, moist, very stiff SILTY CLAY with SAND, brown with dark brown and light brown seams, trace silt, fine grained sand, trace organic materials, slightly moist, stiff SAND, tan, fine grained, trace to some silt, slightly moist to wet, medium dense GROUND ELEVATION DRILLING CONTRACTOR PEC GROUND WATER LEVELS: DRILLING METHOD LOGGED BY DEPTH (ft) 0 GRAPHIC LOG City of Hutchinson PROJECT NUMBER B. Hicks Flight Auger Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: CHECKED BY N. Steele MATERIAL DESCRIPTION PROJECT NAME PROJECT LOCATION SPT B2-1 0 ft AT TIME OF DRILLING AT END OF DRILLING --- AFTER DRILLING --- SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) (9) BORING NUMBER B-3 PAGE 1 OF 2 Hobart-Detter Field Locker Rooms Hutchinson, Kansas HOLE SIZE 8.90 ft / Elev ft POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) 6 inches ATTERBERG LIMITS LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX FINES CONTENT (%) 5 SPT B (14) SPT B (21) 10 SAND, tan, fine to coarse grained, trace gravel, trace silt, saturated, medium dense to loose SPT B (9) 15 SPT B (9) 20 (Continued Next Page)

59 CLIENT DEPTH (ft) 20 GRAPHIC LOG City of Hutchinson PROJECT NUMBER Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: MATERIAL DESCRIPTION SAND, tan, fine to coarse grained, trace gravel, trace silt, saturated, medium dense to loose (continued) PROJECT NAME PROJECT LOCATION SAMPLE TYPE NUMBER RECOVERY % (RQD) BLOW COUNTS (N VALUE) BORING NUMBER B-3 PAGE 2 OF 2 Hobart-Detter Field Locker Rooms Hutchinson, Kansas POCKET PEN. (tsf) DRY UNIT WT. (pcf) MOISTURE CONTENT (%) ATTERBERG LIMITS LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX FINES CONTENT (%) Bottom of borehole at 30.0 feet. SPT B (9)

60 CLIENT City of Hutchinson PROJECT NUMBER Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: PROJECT NAME PROJECT LOCATION Hobart-Detter Field Locker Rooms Hutchinson, Kansas KEY TO SYMBOLS LITHOLOGIC SYMBOLS (Unified Soil Classification System) CL-ML: USCS Low Plasticity Silty Clay SAMPLER SYMBOLS Standard Penetration Test SC: USCS Clayey Sand SC-SM: USCS Clayey Sand SP: USCS Poorly-graded Sand SW: USCS Well-graded Sand TOPSOIL: Topsoil WELL CONSTRUCTION SYMBOLS LL PI W DD NP -200 PP - LIQUID LIMIT (%) - PLASTIC INDEX (%) - MOISTURE CONTENT (%) - DRY DENSITY (PCF) - NON PLASTIC - PERCENT PASSING NO. 200 SIEVE - POCKET PENETROMETER (TSF) ABBREVIATIONS TV - TORVANE PID - PHOTOIONIZATION DETECTOR UC - UNCONFINED COMPRESSION ppm - PARTS PER MILLION Water Level at Time Drilling, or as Shown Water Level at End of Drilling, or as Shown Water Level After 24 Hours, or as Shown

61 CLIENT Borehole City of Hutchinson PROJECT NUMBER Depth Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: Liquid Limit Plastic Limit Plasticity Index Maximum Size (mm) SUMMARY OF LABORATORY RESULTS PAGE 1 OF 1 PROJECT NAME PROJECT LOCATION %<#200 Sieve Hobart-Detter Field Locker Rooms Classification Hutchinson, Kansas Water Content (%) Dry Density (pcf) B SC B SC-SM Saturation (%) Void Ratio

62 CLIENT City of Hutchinson PROJECT NUMBER Professional Engineering Consultants, P.A. 350 South Washington Wichita, Kansas Telephone: Fax: CL PROJECT NAME PROJECT LOCATION CH ATTERBERG LIMITS' RESULTS Hobart-Detter Field Locker Rooms Hutchinson, Kansas P L A S T I C I T Y I N D E X CL-ML ML MH LIQUID LIMIT BOREHOLE DEPTH LL PL PI Fines Classification B-1 B CLAYEY SAND(SC) SILTY, CLAYEY SAND(SC-SM)