Loren Data's SAM Daily™

FBO DAILY - FEDBIZOPPS ISSUE OF SEPTEMBER 18, 2018 FBO #6143
SOURCES SOUGHT

Y -- Design& Construction of Outdoor Amphitheater at Philpott Park

Notice Date

9/16/2018
 

Notice Type

Sources Sought
 

NAICS

238140 — Masonry Contractors
 

Contracting Office

Department of the Army, U.S. Army Corps of Engineers, USACE District, Wilmington, CESAW-CT, 69 Darlington Ave, Wilmington, North Carolina, 28403-1343, United States
 

ZIP Code

28403-1343
 

Solicitation Number

W912PM18T0119
 

Archive Date

10/17/2018
 

Point of Contact

Alicia Evans, Phone: 9102514785, Karri L. Mares, Phone: 9102514863
 

E-Mail Address

alicia.evans@usace.army.mil, karri.l.mares@usace.army.mil
(alicia.evans@usace.army.mil, karri.l.mares@usace.army.mil)
 

Small Business Set-Aside

Total Small Business
 

Description

Statement of Work U.S Army Corps of Engineers Philpott Lake Design and Construction of Outdoor Amphitheater at Philpott Park Overlook 1. General 1.0 Objective of Work The purpose of this contract is to design and construct an outdoor amphitheater for Philpott Park’s overlook area. 1.1 General Requirements The contractor shall be responsible for the design and construction of Philpott Park’s outdoor amphitheater. The contractor shall provide the Government all blueprints, designs, and specifications for Government review at 30%, 60%, and 90% of design complete. The final design shall be 100% complete and approved by the Government prior to construction commencement. All information provided by the government should be considered approximate and all measurements and shall be verified by the Contractor prior to proceeding. The contractor shall adhere to all local, state, and federal safety and environmental regulations. All onsite work shall be performed between the hours of 8:00 am and 4:30 pm Monday through Friday (except Federal Holidays). A minimum of 48 hours advance notice required for requests to work outside the stated days / hours and approval is at the Government’s discretion. 2.0 Specifications 2.1 Specific Compliance Requirements - This property is not located within a FEMA Designated Flood Zone (Zone X). - This project is to be constructed in complete compliance with the county of Henry, Virginia, The Virginia Department of Transportation, and The Virginia Erosion and Sediment Control Handbook. It shall be the contractor’s responsibility to obtain all necessary permits for the construction. Copies of the Permits shall be provided to the Government and available onsite at all times. All sedimentation and erosion control measures shall be in place prior to onsite work commencement. - All project layout shall be the contractor’s responsibility. - The contractor shall be responsible for locating all utilities, structures, and appurtenances prior to any work on this project. - The replacement, protection, and/or relocation of any and all utilities or structures shall be the contractor’s responsibility. All work shall be coordinated with the respective utility company prior to work performance. - The contractor shall be responsible for raising and/or lowering utility and drainage structures to meet final grade. - The contractor will be responsible for determining contours and spot grades for this plan and shall ensure there is positive drainage to approved erosion and sediment control devices. - All materials and construction methods shall meet, or exceed the Virginia Department of Transportation’s Road and Bridge Specifications and Work Area Protection Manual. - The contractor shall locate all utilities in advance of pipe laying or other work; to allow for adjustments due to with the presence of any existing utilities. The Contractor shall relocate any utility as needed. Any utility modification, relocations and / or installation shall be performed in accordance with all applicable codes and regulations. The Government shall be notified a minimum of 48-hrs prior to any utility outage. - Philpott Park and the Overlook will remain open during time of construction. All efforts shall be made to allow the flow of pedestrian and vehicular traffic to safely continue unimpeded. Contractor shall provide the Government a submittal outlining the measures proposed to ensure the flow of pedestrian and vehicular traffic; for Government review and acceptance. - Contractor shall provide new materials and workmanship in conformance with all applicable codes, state and federal laws, local ordinances, and industry standards.,. Including but not limited to following: A. BOCA – Basic Codes B. Henry County C. VDOT – Virginia Department of Transportation Standards and Specifications D. Virginia Erosion and Sediment Control Handbook E. OSHA – Occupational Safety and Health Administration F. EM 385-1-1, USACE Safety and Health Requirements Manual (all applicable requirements). An abbreviated Accident Prevention Plan shall be submitted and shall follow the requirements contained in Appendix A. G. ASTM – American Society for Testing and Materials H. IBC – International Building Code (Latest Edition) 2.2 Erosion and Sediment Control 2.2.1 Notes - All soil erosion and sediment control measures shall be accomplished in strict accordance with the standards and specifications contained in the Virginia Erosion and Sediment Control Handbook, latest edition. - The approving authority may add to, delete, relocate, change, or otherwise modify certain erosion and sediment control measures where field conditions are encountered that warrant such modifications. - All soil erosion and sediment control measures shall be shown on the plan shall be placed in advance of the work being performed. Sediment and erosion control measures shall be inspected daily and after all-weather events. Any damage to the sediment and erosion control measures shall be repaired immediately. - At no time shall water runoff be diverted or allowed to flow to areas where sediment and erosion control measures have not been provided. It shall be the contractor’s responsibility to leave the site adequately protected against erosion, sedimentation or any damage to any adjacent property at the end of each day’s work. - All dewatering activity shall be done through an approved filter. - Sediment laden runoff shall be contained within the site. 2.2.2 Narrative - Existing Site Conditions: The existing site terrain predominantly slopes toward Philpott Lake and is heavily wooded, and is located on U.S Army Corps of Engineers property. - Adjacent Sites: There is a restroom facility located adjacent to the site, and a parking area/roadway directly behind the site. - Off Site: Work performed at any fill/borrow site outside of the proposed project area may require a separate erosion and sediment control plan and/or additional erosion and sediment control measures shall comply with the requirements of Henry County approving authority or jurisdiction having authority. - Critical Erosion Areas: Current drainage runoff drain towards Philpott Lake. Contractor shall prevent sediment laden runoff from leaving the property and entering the Lake. - Erosion and Sediment Control Measures: All erosion and sediment control measures shall be in accordance with the Virginia Erosion and Sediment Control Handbook, latest edition. 1. Temporary Construction Entrance. A minimum of one Temporary construction entrance shall be installed and maintained throughout contract completion. Vehicles shall be washed to minimize tracking onto public roads. Any sediment tracking onto roads shall be immediately cleaned. 2. Silt Fence. Temporary silt fences shall be indicated on the site plan and properly installed and maintained per the Virginia Erosion and Sediment Control Handbook. 3. Temporary Stabilization Seeding. All disturbed areas that will not be brought to final grade within 30 days, shall immediately receive Temporary Seeding. Temporary seeding will aid in the reduction of dust and sediment. 4. Permanent Seeding. Immediately after final grading, permanent seeding and or sod will be placed to reduce erosion and sediment yield. All seeding and or sodding with required associated practices, will be in accordance with all applicable sections of the Virginia Erosion and Sediment Control Handbook or sod grower’s recommendation. 5. Inlet Protection. Inlet protection shall be placed at all storm structure inlets to prevent sediment from entering the system. - Temporary Stabilization: Any denuded areas left dormant for extended periods of time will be seeded temporarily with fast germinating vegetation immediately following grading. - Management Strategies: Construction will be sequenced so that grading operations can begin and end as quickly as possible. Install all erosion and sediment control measures as the first step in construction. Other measures will be installed as work progresses into those areas. Temporary seeding or other stabilization will follow immediately after grading. The job superintendent shall be responsible for the installation and continual maintenance of all erosion and sediment control practices. Only after achieving adequate stabilization, the temporary erosion and sediment control measures will be cleaned and removed. - Permanent Stabilization: All areas disturbed by construction which do not receive paving shall be stabilized with permanent seeding or sodding as specified by the Virginia Erosion and Sediment Control Handbook, current edition. All seeding shall be tacked, mulched and placed immediately after reaching finished grade. - Storm water Management: The site and all construction shall be compliant with the Virginia Storm water Management Program and a permit shall be acquired prior to start of construction, if required. - Maintenance: In general, all erosion and sediment control measures will be checked daily and after each significant rainfall. In particular: Ø Silt fence will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed before the level of sediment deposition reached halfway to the top of the barrier. Ø The seeded areas shall be checked weekly to ensure that a good stand is maintained. Areas should be fertilized and barren areas reseeded as needed. Ø The contractor shall inspect all erosion control devices immediately after each significant rainfall and daily during periods of prolonged or heavy rainfall and immediately repair all structures as necessary. 2.3 Materials 2.3.1 Segmental Retaining Wall Units (SRW) A. Segmental Retaining Wall Unit (SRW) units shall be machine-formed, Portland cement concrete blocks specifically designed for retaining wall applications. SRW units currently approved for this project B. Color of SRW units shall be Mosaic Chestnut Blend. C. Finish of SRW units shall be split-face. D. SRW unit faces shall be of straight geometry. E. SRW unit height shall be both 4 and 6 inches. F. SRW units shall be designed to stack in “panels” 10 inches high by 24 inches wide consisting of the three SRW unit types that can be stacked in varied patterns to create a random look. G. SRW units shall provide a minimum weight of 120 psf wall face area. H. SRW units shall be solid through the full depth of the unit. I. SRW units shall have a depth (front face to rear) to height ratio of 2:1, minimum. J. SRW units shall be capable of being erected with the horizontal gap between adjacent SRW units not exceeding 1/8 inch. K. SRW units shall be interlocked with connection pins that provide ¾-inch setback from unit below (4- and 6-inch-high units stacked alternately, yielding an overall 8.5-degree cant from vertical). L. SRW units shall be sound and free of cracks or other defects that would interfere with the proper placing of the unit or significantly impair the strength or permanence of the structure. Any cracks or chips observed during construction shall fall within the guidelines outlined in ASTM C 1372. M. Concrete SRW units shall conform to the requirements of ASTM C 1372 and have a minimum net average 28 days compressive strength of 3000 psi. Compressive strength test specimens shall conform to the saw-cut coupon provisions of ASTM C 140. N. SRW units’ molded dimensions shall not differ more than + 1/8 inch from that specified, as measured in accordance with ASTM C 140. This tolerance does not apply to architectural surfaces, such as split-faces. 2.3.2 Segmental Retaining Wall Unit Connection Pins A. SRW units shall be interlocked with Snap-Off connection pins, 6.8 inches in length, with a section that can snap off, yielding a 4.6-inch long pin. The pins shall consist of glass-reinforced nylon made for the expressed use with the SRW units supplied. 2.3.3 Geosynthetic Reinforcement A. Geosynthetic reinforcement shall consist of hightensil PET geogrids, HDPE geogrids, or geotextiles manufactured for soil reinforcement applications. The type, strength and placement of the geosynthetic reinforcement shall be determined by procedures outlined in this specification and the “NCMA Design Manual for Segmental Retaining Walls,” (3 rd Edition, 2009), and materials shall be specified by Wall Design Engineer in their final wall plans and specifications. The manufacturers/suppliers of the geosynthetic reinforcement shall have demonstrated construction of similar size and types of segmental retaining walls on previous projects. B. The type, strength and placement of the reinforcing geosynthetic shall be as determined by the Wall Design Engineer, as shown on the final retaining wall plans. 2.3.4 Leveling Pad Material for leveling pad shall consist of compacted sand, gravel, or combination thereof (USCS soil types GP, GW, SP and SW) and shall be a minimum of 6 inches in depth. Lean concrete with a strength of 200-300 psi and 3 inches thick maximum may also be used as a leveling pad material. The leveling pad should extend laterally at least a distance of 6 inches from the toe and heel of the lowermost SRW unit. 2.3.5 Reinforced Backfill Soil A. The reinforced soil material shall be free of debris. Unless otherwise noted on the final, P.E.-sealed, retaining wall plans prepared by the Wall Design Engineer, the reinforced material shall consist of the inorganic USCS soil types GP, GW, SW, SP and SM, meeting the following gradation, as determined in accordance with ASTM D 422: Sieve Size Percent Passing 1 inch 100 No. 4 20-100 No. 40 0-60 No. 200 0-35 B. The maximum particle size of poorly-graded gravels (GP) (no fines) should not exceed 3/4 inch unless expressly approved by the Wall Design Engineer and the long-term design strength (LTDS) of the geosynthetic is reduced to account for additional installation damage from particles larger than this maximum. C.The plasticity of the fine fraction shall be less than 20. D. The pH of the backfill material shall be between 3 and 9 when tested in accordance with ASTM G 51. 2.4 Construction 2.4.1 Inspection A. The Contractor is responsible for verifying that the materials meet all the requirements of the specification. This includes all submittals for materials and design, qualifications and proper installation of wall system. B. Contractor's field construction supervisor shall have demonstrated experience and be qualified to direct all work at the site. 2.4.2 Excavation A. Contractor shall excavate to the lines and grades shown on the project grading plans. Contractor shall take precautions to minimize over-excavation. Over-excavation shall be filled with compacted infill material, or as directed by the Wall Designer, at the Contractor's expense. B. Contractor shall verify location of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. Excavation support, if required, is the responsibility of the Contractor. 2.4.3 Foundation Preparation A. Following the excavation, the foundation soil shall be examined by the Contractor’ Engineer to assure actual foundation soil strength meets or exceeds the assumed design bearing strength. Soils not meeting the required strength shall be removed and replaced with suitable fill soils, as directed by the Contractor. B. Foundation soil shall be proof-rolled and compacted to 95% standard Proctor density and inspected by the Contractor prior to placement of leveling pad materials. 2.4.3 Leveling Pad Construction A. Leveling pad shall be placed as shown on the plans with a minimum thickness of 6 inches. The leveling pad should extend laterally at least a distance of 6 inches from the toe and heel of the lowermost SRW unit. B. Granular leveling pad material shall be compacted to provide a firm, level bearing surface on which to place the first course of units. Well-graded sand can be used to smooth the top 1/4 inch to 1/2 inch of the leveling pad. Compaction will be with mechanical plate compactors to achieve 95% of maximum standard Proctor density (ASTM D 698). 2.4.3 SRW Unit Installation A. All SRW units shall be installed at the proper elevation and orientation as shown on the final, wall plans and details or as directed by the Contractor. The SRW units shall be installed in general accordance with the manufacturer's recommendations. The specifications and drawings shall govern in any conflict between the two requirements. B. For ease of installation, generally the base course of SRW units shall be all 6-inch-high Standard units placed on the leveling pad. The units shall be leveled side-to-side, front-to-rear and with adjacent units, and aligned to ensure intimate contact with the leveling pad. The base course is the most important to ensure accurate and acceptable results. No gaps shall be left between the fronts of adjacent units. Alignment may be done by means of a string line or offset from baseline to the back of the units. Placing panels of Mosaic directly on the leveling pad is also acceptable. In this case, the entire 10-inch- high course of panels must be installed before the level and alignment can be checked. Each row of tier seating shall consist of (2) 10 inch units plus the bullnose cap, which is 4 inches tall. The wall shall sit 6 inch deep into the ground, meaning each tier shall be 18 inches in height. C. All excess debris shall be cleaned from top of units and the next course of units installed on top of the units below. D. Mosaic panels shall be placed on the units below. Each panel shall be installed completely prior to installing horizontally adjacent panels. Each Mosaic panel shall be 10 inches high by 24 inches wide consisting of one Standard unit, one Cobble unit, and two Accent units. With each adjacent panel, the units at the bottom of the panels should be alternated from 4-inch-high units to 6-inch-high units. As an example, one panel shall have Accent units at the base of the panel with Standard and Cobble units on top. The next adjacent panel shall have the Standard and Cobble units at the bottom and Accent units on top. The order of the Cobble and Standard units shall be randomly mixed within the panels to avoid a repetitive pattern. The entire length of each 10-inch-high course of panels shall be installed before starting the next course of panels. E. Each unit in a Mosaic panel shall be pinned to the units below in the following manner: Two connection pins shall be inserted through the pin holes of each unit into receiving slots in units below, creating an approximate ¾-inch setback from the unit below. Pins shall be fully seated in the pin slot below. When pinning 4-inch-high Accent units, the top 2 inches of the 6.8-inch Snap-off pin will initially extend above the Accent unit. The top of the pin shall be snapped off by hitting the top of the pin from the side. Once pinned, the units shall be pushed forward to remove any looseness in the unit-to-unit connection. Prior to placement of next course of panels, the level and alignment of the units shall be checked and corrected where needed. F. The next course of panels shall be placed so that it is staggered at least 4 inches from the vertical joints between the panels below. The patterns in the Mosaic panels generally shall not line up with the course below. The bond of the panels shall be varied on subsequent courses to create a random look. G. Layout of curves and corners shall be installed in accordance with the wall plan details or in general accordance with SRW manufacturer’s installation guidelines. Walls meeting at corners shall be interlocked by overlapping successive courses. H. Procedures C. through G. shall be repeated until reaching top of wall units, just below the height of the cap units. Geosynthetic reinforcement, drainage materials, and reinforced backfill shall be placed in sequence with unit installation as described. 2.4.4 Geosynthetic Reinforcement Placement A. All geosynthetic reinforcement shall be installed at the proper elevation and orientation as shown on the final P.E.-sealed retaining wall plan profiles and details, or as directed by the Wall Design Engineer. When used, geosynthetic reinforcement will be installed at the tops of the 10-inch Mosaic panels. B. At the elevations shown on the final plans, (after the units, drainage material and backfill have been placed to this elevation) the geosynthetic reinforcement shall be laid horizontally on compacted infill and on top of the concrete SRW units, to within 1 inch of the front face of the unit below. Embedment of the geosynthetic in the SRW units shall be consistent with SRW manufacturer’s recommendations. Correct orientation of the geosynthetic reinforcement shall be verified by the Contractor to be in accordance with the geosynthetic manufacturer’s recommendations. The highest-strength direction of the geosynthetic must be perpendicular to the wall face. C. Geosynthetic reinforcement layers shall be one continuous piece for their entire embedment length. Splicing of the geosynthetic in the design-strength direction (perpendicular to the wall face) shall not be permitted. Along the length of the wall, horizontally adjacent sections of geosynthetic reinforcement shall be butted in a manner to assure 100% coverage parallel to the wall face. D. Tracked construction equipment shall not be operated directly on the geosynthetic reinforcement. A minimum of 6 inches of backfill is required prior to operation of tracked vehicles over the geosynthetic. Turning should be kept to a minimum. Rubber-tired equipment may pass over the geosynthetic reinforcement at slow speeds (less than 5 mph). E. The geosynthetic reinforcement shall be free of wrinkles prior to placement of soil fill. The nominal tension shall be applied to the reinforcement and secured in place with staples, stakes or by hand tensioning until reinforcement is covered by 6 inches of fill. 2.4.5 Backfill Placement A. The reinforced backfill shall be placed as shown in the final wall plans in the maximum compacted lift thickness of 8 inches and shall be compacted to a minimum of 95% of standard Proctor density ( ASTM D 698) at a moisture content within -1% point to +3% points of optimum. The backfill shall be placed and spread in such a manner as to eliminate wrinkles or movement of the geosynthetic reinforcement and the SRW units. B. Only hand-operated compaction equipment shall be allowed within 3 feet of the back of the wall units. Compaction within the 3 feet behind the wall units shall be achieved by at least three passes of a lightweight mechanical tamper, plate, or roller. C. At the end of each day's operation, the Contractor shall slope the last level of backfill away from the wall facing and reinforced backfill to direct water runoff away from the wall face. D. At completion of wall construction, backfill shall be placed level with final top of wall elevation. If final grading, paving, landscaping and/or storm drainage installation adjacent to the wall is not placed immediately after wall completion, temporary grading and drainage shall be provided to ensure water runoff is not directed at the wall nor allowed to collect or pond behind the wall until final construction adjacent to the wall is completed. 2.4.6 SRW Caps A. SRW caps shall be properly aligned and 100% glued to underlying units with adhesive, a flexible, high-strength concrete adhesive compatible with the SRW units. Rigid adhesive or mortar are not acceptable. B. Caps shall overhang the top course of units by 3/4 inch to 1 inch. Slight variation in overhang is allowed to correct alignment at the top of the wall. 2.4.7 Construction Adjacent to Completed Wall A. The Contractor is responsible for ensuring that construction by others adjacent to the wall does not disturb the wall or place temporary construction loads on the wall that exceed design loads, including loads such as water pressure, temporary grades, or equipment loading. Heavy paving or grading equipment shall be kept a minimum of 3 feet behind the back of the wall face. Equipment with wheel loads in excess of 150 psf live load shall not be operated within 10 feet of the face of the retaining wall during construction adjacent to the wall. Care should be taken by the Contractor to ensure water runoff is directed away from the wall structure until final grading and surface drainage collection systems are completed. 2.5 Structural Design 2.5.1 Technical Specifications - Amphitheater should have an easy transition from Philpott Overlook parking area with an ADA compliant concrete walkway approximately 20 ft. in length and 5 ft. in width and 6-inches thick with welded wire mesh at mid thickness. - Amphitheater should include opened tiered grass seating with bullnose caps for lining the edge of each tier. The bullnose caps should be non-weathered Chestnut blend. - There should be (4) tiers with an 18 inch (including cap) rise per seat, constructed of the same non-weathered hickory blend stone as the bullnose caps, and a width of 6ft. (including cap) between each tier. - The top tier of the amphitheater shall be an ADA compliant seating area consisting of a 12.5 ft. wide concrete area. This shall be continuous from the concrete walkway from the Philpott Overlook parking area. - The ARC angle of bottom tier will be 120 degrees and 31.5 feet in length and should gradually increase from the bottom tier to the top tier. ARC lengths should be approximately as followed: Ø Tier 1: ARC = 31.50’ Ø Tier 2: ARC = 44.12’ Ø Tier 3: ARC = 56.75’ Ø Tier 4: ARC = 69.33’ - There should be two sets of concrete stairs, (1) on the outside of each side of the tiered seats. - Stairs should include (3) steps per each tier with a 6 inch fall, 12 inch landing, and continuous aluminum handrail on the outside edge of the steps. The width of the stairs should be approximately 12.69 ft. at the top tier, gradually decreasing in width for each tier, ending with a width of approximately 3.25 ft. for the bottom tier. - Stage shall be approximately 30 ft. in width, extend 33 ft. to the base of the bottom tier wall, consist of a flat concrete slab flush with the bottom of the lower tier wall, and built to include drain or other techniques to prevent water build up. - There should be a wall approximately 3 ft. in height, 30 ft. in width, and 14 ft. on each side, bordering the rear and two lateral sides of the stage area, constructed from the same stones used for the tiered seating. - There should be a continuous railing built around the top edge of the stage retaining wall to match the aluminum railing next to the steps. - There should be (1) 3 ft. LED light installed per every set of stairs, for a total of (8) lights, with (4) on each side. Additionally, there should be (2) 3 ft. LED lights on each side of the concrete walkway leading to the amphitheater, evenly spaced apart. - Electrically wiring inside conduit shall be run to allow for a total of 4 electrically outlets. (1) should be on the front of the retaining wall of the rear side of the stage, (2) outlets on the lateral sides of the retaining wall (one on each side), and (1) outlet placed in the front center of the stone on the lowest tier. - The electrical wiring should also power the (12) 3 ft. tall LED lights placed along the stairways and walkway. 2.5.2 Other Considerations - This seating arrangement should aim to accommodate around approximately 100 people. - All proposed stairs and handrails shall comply with current Edition of the International Building code. - All building materials shall be weather resistant. - All concrete should have a brushed finish in order to avoid becoming slippery when wet. - All seating, walkways, stairs, and concrete structures should have appropriate drainage installed to prevent water build up or flooding. - The site is currently a forested area. All trees that will impede with the construction of the amphitheater will need to be cleared, in addition to all of the trees blocking the view of the lake (approximately.25 acres) from the amphitheater. All existing trees that do not interfere with construction or view from the new amphitheater shall be preserved when possible (i.e. laterally placed trees). - Excess soil not needed for construction purposes may be dumped, graded and seeded; on-site at area approved by operations project manager.
 

Web Link

FBO.gov Permalink
(https://www.fbo.gov/notices/92b8153e096ecd63214159a1c3e6ae80)
 

Place of Performance

Address: PHILPOTT LAKE PROJECT, 1058 Philpott Dam Road, bassett, Virginia, 24055, United States

Zip Code: 24055
 

Record

SN05091333-W 20180918/180916230032-92b8153e096ecd63214159a1c3e6ae80 (fbodaily.com)
 

Source

FedBizOpps Link to This Notice
(may not be valid after Archive Date)

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