Site work for a water / sewer project in Fairhope, Alabama. Completed plans call for site work for a water / sewer project.

The work consists principally of the following: The contractor will grade approximately one and three quarter (1.75) acres for the future GAYFER ROAD Substation site located off Gayfer Road Ext. in Fairhope, AL 36532 Parcel Number 05-46-06-14-0-000-001.521 PIN # 14972. The project consists of providing and installing all Storm Water Pipe, Detention Pond/Ponds, Erosion Control Measures, Grading the site and maintaining the erosion measures throughout the construction phase. The initial step in site preparation should be the complete removal of all topsoil, stumps, roots, organic materials, abandoned foundations, and utilities extending laterally to at least 5 feet outside of the construction area. The borings encountered topsoil ranging from 4 to 7 inches. Topsoil thickness will vary across the site, and areas with thinner and thicker topsoil than encountered in specific boring locations should be expected. After stripping and grubbing, excavations should continue to at least 2 feet below original grade in areas near B-1, 3 feet below original grade in areas near B-2, and as deep as approximately 4 to 5 feet below original grade in areas near B-4 and B-5. We recommend that the excavation and backfilling operation be observed by an experienced soils technician under the direct supervision of the Geotechnical Engineer of Record for SESI Project # M21-541. All excavated material should be wasted or placed in non-structural areas. Fill soils placed below foundations, slabs, and pavements should consist of structural fill as defined below. Fill soils placed in wet conditions or within about 18 inches of the groundwater level should consist of Clean Sand fill as defined below. Select Structural Fill should be used above the clean sands and saturated soil conditions. o Clean Sand Fill Clean Sand Fill should consist of a granular material with less than 10 percent (by weight) passing the No. 200 mesh sieve and 70 percent or less (by weight) passing the No. 40 mesh sieve. This material should generally be used where required in wet conditions, in areas of shallow or perched groundwater, or to bridge over soft, saturated soil conditions. Below and within about 1 foot of the groundwater/saturated soil level, in lieu of measured compaction tests, Clean Sand Fill should be thoroughly compacted with heavy tracked equipment to achieve some compaction and fill voids. Above the perched water and saturated soil level, Clean Sand Fill should be compacted as outlined above. o Select Structural Fill Select Structural Fill soils should be used above the clean sand and saturated soil conditions and should consist of a sandy material with less than about 30 percent of the soil particles (by weight) passing the No. 200 mesh sieve, less than 70 percent passing the No. 40 sieve, and a Liquid Limit less than 15. Fill material should be compacted in 8-inch (maximum) lifts to at least 95 percent of the soil's Modified Proctor maximum dry density as determined by ASTM D1557. In place density tests should be made at frequent intervals to measure the effectiveness of the compaction operations. Candidate fill materials should be submitted as well in advance as is practical from when they will be used to allow for laboratory testing to verify they meet the recommended requirements and for laboratory Proctor tests. o Subgrade Stabilization Some areas may be encountered where stripping or excavation to the subgrade level exposes very soft, very loose, and/or wet soils that are unstable under compaction equipment and that cannot be practically improved by compaction in place. Where possible, these areas of unstable materials should be over-excavated to remove the unstable materials and expose more stable materials, and then backfilled with well-compacted fill. Where unstable soils are found to continue beyond a depth that is practical to undercut (except in , then subgrade stability can typically be achieved by partially undercutting the soft/loose materials to a depth of about 3 feet, placement of a layer of reinforcement geotextile (i.e., Mirafi 600x) or biaxial geogrid (i.e., Tensar BX-1100), followed by a bridge lift of 18 to 24-inches of clean sand fill. The clean sand should be thoroughly compacted on top with heavy equipment. Additional lifts of fill over the initial bridge lift should be compacted normally in accordance with project fill compaction specifications. o Shallow Foundations Shallow foundations, slab foundations with turndowns, or thickened slab foundations should bear at a minimum depth of at least 12 inches below surrounding grade. Foundations may be designed for a maximum allowable soil bearing pressure of 1500 psf. Minimum footing widths of 18 inches for continuous (wall) and 24 inches isolated (column) should be observed. Soils at the bottom of foundation excavations and slab subgrade soils should be compacted to a minimum of 95% of the modified Proctor maximum dry density (ASTM D 1557, Method "A"). The soils at the bottom of all foundation excavations and slab subgrades should be observed by an experienced soil technician. Assuming that the site will be prepared as previously outlined and structural loads will be consistent with our stated assumptions, footing settlements are expected to be on the order of approximately 1.0 inch or less. SES should be notified if our assumptions of foundation loadings are not consistent with final design loads. General Comments and Limitations While the soil borings are representative of subsurface conditions at their respective locations and for their respective vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and may be encountered. The delineation between soil types shown on the logs is approximate and the description represents our interpretation of subsurface conditions at the designated test locations and on the particular date explored. This report has been prepared in order to aid in the evaluation of this project and to assist the engineers in the project planning and structural design. At the time of writing, changes were still being considered to foundations, site grading, and other aspects of the project that could have a significant impact on the applicability or relevance of the recommendations provided in this report. SESI should be consulted as the design process continues to ensure that the recommendations provided in this report are still applicable, and that they are being properly interpreted. This report is intended for use with regard to the specific project discussed herein as we understand it at this time, and any substantial changes in the project, loads, locations, or assumed grades should be brought to our attention so that we may determine how such changes may affect our conclusions and recommendations. We would appreciate the opportunity to review the plans and specifications for construction to ensure that our conclusions and recommendations are interpreted correctly. Professional judgments on design alternatives and criteria are presented in this report. These are based partly on our evaluations of technical information gathered, partly on our understanding of the characteristics of the project being planned, and partly on our general experience with subsurface conditions in the area. We do not guarantee performance of the project in any respect, only that our engineering work and judgments rendered meet the standard of care of our profession. The Geotechnical Engineer of Record should be retained by the Owner in the construction phase of the project so they can observe subsurface conditions revealed during construction, confirm that design assumptions are still applicable or provide revised recommendations based on conditions encountered during construction, and to help ensure that our recommendations are properly interpreted. We recommend that Southern Earth Sciences, Inc. be retained to perform observation and field-testing services during the site preparation and foundation construction. This contract does not include installing Rock on Substation Fenced In area Pad. All bidders must comply with the Contractor's Licensing Laws of the State of Alabama (Ala. Code 1975, Title 34, Chapter 8), and must be certified for the type of work involved. It is also noted that any subcontractor performing Work in excess of $50,000.00 must also be licensed as a general contractor in the State of Alabama. Submission of a proposal by any person, firm, or corporation shall be prima facie evidence that he, she, or they have carefully examined the site of Work and the contract documents; that he or they have judged for, and satisfied themselves as to the conditions that will be encountered, as to the character and nature of the Work to be performed, and materials to be furnished and as to the requirements of the contract documents, and as to the contingencies. Such submission shall further be prima facie evidence that the submitting person is familiar with and shall comply with all requirements of all Federal, State and Local Laws and Ordinances which may directly or indirectly affect the Work, and materials or equipment used in the Work. The RIVIERA UTILITIES BOARD reserves the right to reject any and all proposals, to waive formalities and technicalities in the proposals, and to delay an award of contract for a period of Thirty (30) days after the date for receiving proposals (or such other time period provided for in the Special Provisions). No proposal shall be accepted, however, without the Experience Form completed and attached. As one of the conditions of submitting a bid, it must be understood that knowledge and experience is extremely important. Therefore, the bidder is required to submit evidence and proof acceptable to Riviera Utilities of his ability, knowledge, experience, training of supervisory personnel and labor, and is required to also submit evidence and proof that bidder has performed work of a similar nature within Electric utility field the last forty eight (48) months and that such work was satisfactorily and safely completed. Bidder agrees that if he has not done similar work recently, or if Riviera Utilities is not absolutely convinced that the bidder has sufficient knowledge, experience, ability, equipment, etc., to properly perform the Work, that it shall be sufficient grounds for the refusal of the bids. Because Bid Bond and Performance Bond are not required under this contract, Riviera Utilities will put a high degree of importance to the contractor previous experience and performance. Riviera Utilities reserves the right to refuse or reject any bid for any reason authorized by applicable law. Sealed Bids shall be marked and addressed as follows: Riviera Utilities 413 East Laurel Avenue Foley, Alabama 36535 Mark the following clearly on the outside of the sealed envelope: BID DOCUMENTS DO NOT OPEN BEFORE: November 14th, 2023 10:00am Attn: Chad Owen Bid for Project # SUB499 Gayfer Road Grading Project Name and Address of Contractor Contractor's State of Alabama License Number 9445634