Y1DZ--659-22-405 | Install Campus Generator | Salisbury VAMC

Period of Performance is 420 calendar days and includes a 1-year warranty on all items. The vendor has responsibility for Duty to Report any fraud, waste and abuse witnessed while on VA premises to the Integrity and Compliance Officer. Site Civil: Applicable, Code, Guidelines, and Standards: VA PG-18-3 Design and Construction Procedures State of North Carolina General Permit to Clear and Grade a Proposed Site, General NPDES Permit Number SWG030000. State of North Carolina Erosion and Sediment Control Design Manual Code of Federal Regulation (CFR) 112 Oil Pollution Prevention Spill Prevention, Control and Countermeasures Existing base map Existing field run topographic survey base mapping information is based on a CAD file entitled, 4531_Salisbury VA Topo . The existing base mapping is supplemented by topographic information based on a CAD file entitled, Department of Veterans Affairs, Salisbury, North Carolina, dated February 1993, updated October 2006. The vertical datum is based on mean sea level NAVD88. The horizontal datum is based on North Carolina State Plan Coordinate system NAD83. Aerial Imagery obtained via Google Earth Pro dated January 2021. Grading Site grading will be provided to accommodate the equipment enclosure and associated fuel delivery. Positive drainage will be directed away from the new equipment enclosure in all directions to match the existing drainage pattern. One finished floor elevation will be provided for the equipment enclosure. The fuel delivery area will be sloped in accordance with the existing drainage pattern and tie into existing grade beyond the improvements at a maximum 3:1 slope. Vehicular Circulation The proposed concrete fuel delivery area is designed to accommodate a standard AASHTO WB-65 truck template. The fuel delivery area will be surrounded by retaining wall / curb to provide containment in the event of a fuel spill. Pedestrian Circulation The new equipment building is not accessible to the public and shall be accessed by authorized maintenance staff only. An accessible sidewalk ramp is proposed at the east side of the building site. Utilities Water, sanitary and electrical improvements are required for the equipment enclosure. Sanitary sewer requirements will be met within the enclosure and no additional infrastructure is required. Water requirements will be met by providing a 6-inch waterline to the equipment enclosure for domestic service and the sprinkler system. Water service will be provided through a connection into the existing water system. Final water connection location will be determined once the sub-surface utility investigation has been completed. Electrical conduit will be rerouted to the new building connecting to the existing campus infrastructure. No impacts to existing storm or sewer lines are anticipated. Storm Sewer A storm inlet and associated storm sewer will be provided at the low point within the concrete fuel delivery pad. Fuel containment measures will be provided in the event of a spill. All other areas are expected to run off overland to the fence line at the perimeter of the site adjacent to the proposed improvements. Landscaping Stabilization measures such as sodding, and seeding are anticipated as part of this project scope. Since no trees are expected to be removed as part of this project, no new trees are proposed. Structural Applicable Codes, Guidelines, and Standards: VA PG-18-3 Design and Construction Procedures (Nov 1, 2023) VA Handbook H-18-8 VA Seismic Design Requirements for VA Hospital Facilities (July 1, 2023) VA PG-18-10 Structural Design Manual (Oct 1, 2022 Rev July 1, 2023) VA Physical Security and Resiliency Design Manual (PSRDM) (Oct 1, 2020 Rev Jan 1, 2024) 2021 International Building Code (IBC) ASCE 7-22 Minimum Design Loads for Buildings and Other Structures ACI 318-19 Building Code Requirements for Reinforced Concrete AISC 360-16 Specification for Structural Steel Buildings AISC 341-16 Seismic Provisions for Structural Steel Buildings TMS 402-16 Building Code Requirements and Specification for Masonry Structures Overview and Design Approach: The proposed building is approximately 62 x 102 x 24 tall with a 42 x 50 x 15 tall tank enclosure yard to the east. The exterior walls for the building and yard enclosure will need to be extremely high impact resistant as the generators support a critical facility. The extreme high impact loads are per the direction of the Physical Security consultant. The proposed building structure is steel framed with steel joists and wide flange girders with bare metal deck and steel columns. During the geotechnical investigation, it was found that there is a significant amount of unsuitable fill on the site, varying from 5 to 17 from top of grade. In the report, there are two potential foundation options to consider, either remove the existing fill and replace with consolidated structural fill or utilize ground improvement of aggregate piers down to natural soils with the existing fill in place. After review of costs, removal of the existing fill and replacement has been selected as the basis of design. The building and yard enclosure has been designed for the highest structural Risk Category IV per the VA Handbook H-18-8 VA Seismic Design Requirements for VA Hospital Facilities. Using Site Class C , per the Geotechnical report, this results in a Seismic Design Category C, which requires seismic bracing for all MEP components. The proposed lateral system is to use the CMU walls as non-load bearing shear walls. Design Loads: Dead Loads: Refer to calculations in appendix. Floor Live Load 150 psf Roof Live Load 20 psf Snow Load Ground Snow, pg = 31 psf (22 psf ASD) Thermal Factor, Ct = 1.2 Flat Roof Snow Load, pf = 26 psf (19 psf ASD) Minimum Flat Roof Snow Load, pm = 31 psf (22 psf) Wind Load Vult = 121 mph Tornado Load VT = 70 mph Seismic Load Site Class C Seismic Design Category C Risk Category IV (Critical Facility) Foundation and Slab on Grade: During the geotechnical investigation, it was found that there is a significant amount of unsuitable fill on the site, varying from 5 to 17 from top of grade. In the report, there are two potential foundation options to consider: Remove the existing fill and replace with consolidated structural fill, with an allowable bearing pressure of 2000 psf Utilize ground improvement of aggregate piers down to natural soils with the existing fill in place, with an allowable a bearing pressure of 6000 psf After review of costs, removal of the existing fill and replacement has been selected as the basis of design. The geotechnical testing has provided the following approximations of soil that needs to be replaced: The shallow foundations include isolated spread footings for columns and continuous strip footings for the walls to be founded at or below the frost depth of 1 -0 . Foundations have been coordinated to be below all utilities penetrating the exterior walls. An exterior perimeter foundation drain will be provided to prevent hydrostatic loading on the walls. The slab on grade will be a minimum 6 thick concrete slab reinforced with #5 at 12 o.c. each way. To prevent the translation of vibration from the generators to the rest of the structure, the generators will be supported on 4 -0 thick foundations. The exterior yard will have a washed gravel base with an elevation to match the building slab eleva