This is a service / maintenance or supply contract in Spindale, North Carolina. Contact the soliciting agency for additional information.

Attached are site / grading plans for a new, covered horseback riding arena. The project will be located near lat/lon coordinates: 35.338024, -81.918603. The footprint area for the riding area is approximately 66' X 198'. The open-air structure will be a preengineered metal building structure with no sidewalls or end walls. There will be a row of columns @ +/- 25 feet on center down each of the long sides to support the 66' clear span roof. The facility will have a soil floor (no slab). Column loads are estimated to be 10 kips dead load plus 26 kips roof live or snow loading. Additional short duration transient loads due to wind or seismic loading will combine with these dead and live loads. Being a very lightweight metal building, it is likely that foundations will be sized for net uplift due to wind loads. Note that the area will generally be filled as indicated on the grading plan to create a level arena surface. For geotechnical engineering services as described below. The geotechnical proposal should include a listing of similar experience in the project area as well as a detailed breakdown of the proposed fees for mobilization, field testing, laboratory testing, and engineering services anticipated for accomplishing the work. The geotechnical investigation and report should include, but not be limited to, the following: 1. Standard Penetration Test borings, as required, within the building footprint extending to an average depth identified by the geotechnical engineer based on the building loads indicated above and on their knowledge of the local geology. The number, depth, and location of the borings shall be determined by the Geotechnical Engineer based upon building footprint, loads, existing soils, anticipated depth to rock, and uncertain conditions (i.e., existing fill). Other soil sampling techniques may augment or replace the Standard Penetration Test as determined by the Geotechnical Engineer. Establish and record existing grade elevations at all boring locations. If, in the opinion of the Geotechnical Engineer, traditional boring location means and methods are not adequate and the services of a surveyor are required, include that cost in the proposal as an optional line item. 2. Ground water, if encountered, shall be recorded in each of the borings during drilling, after 24 hours, and upon backfill of borings. 3. Classifications of all soil samples and water content on all cohesive samples. 4. Liquid limits, plastic limits, and grain size tests on representative soil samples. 5. Define the site class for the soil profile type in accordance with the adopted building code and Chapter 20 of ASCE 7-10 by utilizing either shear wave velocity testing or field standard penetration testing. Indicate the method planned to be used in your proposal. If field penetration testing is utilized, include at least one 100-footdeep boring. 6. Recommendations as to the suitability of on-site materials for use as structural fill, site grading, or general backfill. a. Site preparation recommendations assuming the finished floor elevation is as indicated on the attached plan. 7. Evaluation of overall stability of cut, fill, and natural slopes, if applicable. Rockslides, slip or fractures planes, previous mining operations, and potential caves or caverns should also be addressed. 8. Recommendations for structural fill, compaction and undercutting as required. 9. Recommendations for foundation design with an evaluation of viable alternates, including, but not limited to the following: a. Provide necessary soil parameters for proper design of foundations subjected to vertical and lateral loads. b. Provide ultimate coefficient of friction values to evaluate sliding between spread footings and bearing medium. c. Provide allowable increases for bearing pressure/pile capacity requirements under temporary lateral (e.g., wind and seismic) loading. 10. Recommended design criteria for lateral earth pressure coefficients (active, passive, and at-rest). 11. Evaluate the following potential geologic and seismic hazards: a. Slope instability. b. Liquefaction. c. Surface displacement due to faulting or seismically induced lateral spreading or lateral flow. A digitally signed and sealed, electronic geotechnical report shall be submitted summarizing the field and laboratory data generated, subsurface conditions encountered, recommendations as noted above with special emphasis on potential geologic hazards at the referenced site, and recommendations for dealing with these hazards. The geotechnical study, report, and recommendations shall conform to the requirements of the International Building Code, 2015, Edition. A hard copy of the report may be required for those jurisdictions not allowing electronic signatures. Verbal design information will be required as soon as possible. Please state in your proposal how soon you will be able to mobilize and start work, when you will provide design criteria, and when you will submit the final report. The method of Contractor Selection has not been Determined at this time.