Geotechnical Report.pdf

PDF 4 MB Posted Aug 29, 2024

Attached to: B454 Convert Hanger 4 Federal contract opportunity
Solicitation number: FA302224R0009
Issued by: Department of the Air Force Air Education and Training Command

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Written by GovTribe AI · Aug 29, 2024

This document contains a Geotechnical Report for the conversion of Hangar 4 to a Wash Rack, the construction of an Egress Shop building, and an addition to Building 454 at Columbus Air Force Base, Mississippi. The report provides background information on the project, details the geotechnical field investigations conducted, summarizes the laboratory analyses performed, and provides recommendations for site work, foundations, floor slabs, pavement design, and seismic design. The report includes appendices with wall loadings, boring layout, boring logs, and laboratory test results. This geotechnical information would be used to support the federal contract opportunity for the B454 Convert Hangar 4 project.

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Convert Hangar4 to Wash Rack, B454 RTA Submittal Columbus AFB, MS May 2024

Appendix A

Soils Report

CHAPTER II – GEOTECHNICAL

B454, B452 and Egress Bldg. Columbus AFB, MS

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Chapter II - Geotechnical B452 T-7 Maintenance Hangar, Egress Shop and B454 Wash Rack

Columbus AFB, Mississippi

2. GEOTECHNICAL

a. Design References:

1. ASTM D1557 Lab Compaction of Soil using Modified Effort

2. ASTM D2487 Classification of Soils for Engineering Purposes

3. ASTM D2488 Description and Identification of Soils (Visual-Manual)

4. ASTM D1883 CBR Single Point at Specified Compaction and Moisture

6. EM 1110-2-1907 Soil Sampling

b. Introduction and Project Data:

This report provides geotechnical recommendations for the new additions and alterations to be completed around Buildings 452 and 454 at Columbus AFB, Mississippi. The planned area consists of two large hangars, an empty lot to the north of building 452 that is currently occupied by a portable building, and a small grassy lot north of Building 454. Existing subsurface utilities, such as power, are anticipated to be located around the buildings. One new addition will be added to the east side of Building 452 and the new egress building will be constructed to the north of Building 452. Building 454 will also have a small addition constructed on the north side (for a new 15 ft. by 21 ft. fire pump room). Building 454 will be used as the new wash rack once construction has been completed.

The purpose of this project is to convert wash rack (B452) to a 4-bay T- 7 hangar building, construct an Egress shop, and convert Building 454 to be used as the new wash rack. Demolition will include removal of the hangar door rails and trench drains, all concrete curbs, concrete slab at office area, all exterior wall and roof assemblies, all rolling hangar doors and man doors, and the southwest and northeast utility closets (which will include slab structure, walls, roofs, and equipment/fixtures). New substructures will be constructed in the proposed hangar footprint which will include roof and walls. The exterior walls are expected to be a combination of metal insulated walls with a CMU cavity wall. Most of the wash rack slab is to be left in place. The hanger bay is expected to be about 19,100 square feet (SF), and the new office area is expected to be about 3,480 SF. The office area will consist of constructing a new insulated metal framed building with a steel framed room. The addition is to be supported by a 4-inch slab on grade. Point loads for the hangar addition range from 2.9 kips to 16.1 kips for the dead loads and 1.0 kips to 8.2 kips for the live loads.

The Egress Shop building will be detached from the hanger building and will occupy the grassed area located to the northeast of the existing wash rack. The building is expected to be one level and constructed of CMU walls with a metal roof. The building will have a 4-inch-thick concrete slab on grade. The wall loadings are 2747 lbs./ft and 1967 lbs./ft for the dead loads while the live loads are 467 lbs./ft, 437 lbs./ft, and 330 lbs. /ft. The building is approximately 4,930 SF in area.

The addition to building 454 will be attached to the north side. The wall loadings are 680/ft for the dead load and 160 lbs./ft for the live load.

The location of each of these loadings and foundation plan are found in the Appendix of this report.

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Should any questions arise concerning this report or the assumed scope of work, please contact Wes Stringfellow, Geotechnical Design Section, (251) 459-3177. This office should be notified if there are any significant changes in the scope and/or siting of this project.

c. Geotechnical Field Investigations:

The U.S. Army Corps of Engineers’ (USACE) Mobile District Core Drill team performed a subsurface investigation at the projected addition area in March 2023. The investigation consisted of four (4) Standard Penetration Test (SPT) geotechnical borings that were sampled and visually classified in the field. One (1) concrete coring was also taken inside of Building 452 to determine the slab thickness. Two borings were drilled to a depth of 15 feet below ground surface (bgs)at Building 452 and two borings were drilled to a depth of 24 feet below ground surface (bgs) at the Egress Building site to determine subgrade conditions. See the table below for coring and boring depths.

Drilling operations were completed using a CME-75 truck mounted drill rig. The CME-75 drill rig has a hammer drop system that uses an automatic hammer to drive the SPT sampler.

All borings were advanced using hollow-stem continuous flight auger equipment (ASTM D-6151). Disturbed soil samples were obtained using a Standard Penetration Test (SPT) process. This method of sampling uses a test process in the bottom of the borehole where a split-barrel sampler having an Inside Diameter (I.D.) of 1-3/8 inches is driven using a hammer weighing approximately 140-lbf falling 30 inches for each hammer blow in general accordance with ASTM D-1586.

The number of blows necessary to drive the SPT sampler 18 inches, is recorded, in 6-inch intervals, as blows per half of a foot. The total number of blows necessary to drive, the SPT sampler, the last 12 inches is recorded as the N-Value. The boring logs have been drafted in the standard Mobile District format and accompany this report.

Boring Locations

Location Lat Long Boring Depth (ft)

T7HE-1-22 33.629134° -88.439811° 24

T7HE-2-22 33.629030° -88.439771° 24

T7HE-3-22 33.628794° -88.439637° 15

T7HE-4-22 33.628673° -88.439841° 15

T7HE-5-22 33.628610° -88.440128° 8” Concrete Core

The soils identified in the borings were generally classified in the field as poorly graded sand (SP), silty sand (SM), and clayey sandy (SC) to a depth of about 15 feet for borings T7HE-1-22 and T7-HE-2-22 and to a depth of about 9 feet for borings T7-HE-3-22 and T7-HE-4-22. The soils past a depth of 15 feet (for T7HE-1-22 and T7-HE-2-22) and 9 feet (for T7-HE-3- 22 and T7-HE-4-22) were classified as well-graded gravels with some fine to medium grained sands. Borings T7HE-1-22 and T7-HE-2-22 transitioned to an inorganic silt (ML) around 20 feet. Boring T7HE-4-22 had 3.5 inches of asphalt at ground surface. The entire site was generally found to exist at a very loose to medium dense relative density (SPT N-values of 0 to 30

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blows per foot) increasing with depth except for the well graded gravel which had a higher N-value. A concrete coring was extracted inside of the hangar in Building 452 and the concrete was found to be approximately 8 inches thick and contained no rebar. A borehole location plan which illustrates the locations of all borings and soil boring logs are provided in Appendix A of this report.

Groundwater:

Groundwater was encountered at all boring locations around 3-4 feet beg.

When measured after 24 hours, the groundwater level did not vary greatly from the initial reading. Groundwater levels will fluctuate with seasonal changes, site construction activities and inclement local weather.

d. Laboratory Analyses:

The following lab testing program was conducted at Thompson Engineering, Inc. in Mobile, Alabama and the results will be included in the Appendix of this report:

CLASSIFICATION TESTS

NO. OF

TESTS

Moisture Content & Visual Soil Classification - ASTM D2216 8

Atterberg Liquid and Plastic Limits - ASTM D4318 8

Sieve Analysis of Soils and Aggregates - ASTM C136 8

Resistivity - ASTM G57 & G187 2

Sulfates Content 2 pH - ASTM D4972 & 6-51 2

Organic Content 1

e. Site Work Recommendations:

(1) Stripping

Existing grassed areas to receive fill or to support pavements and new structures should be stripped of all surface vegetation and topsoil; and the topsoil separately stockpiled for reuse. A minimum of 6-inches of stripping is recommended in these areas.

Any existing structures, utilities, and pavements in the footprint of new construction should be demolished and removed.

Borrow and disposal areas will be located off government-controlled lands. Provisions shall be made to maintain all excavations free of surface water. Surface waters shall be directed away from the excavation by temporary ditches and berms.

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(2) Demolition

These projects will require demolition of existing portions of sidewalk and asphalt, as well as the small bathroom located North of Building 452.

(3) Dewatering The groundwater was encountered at a depth that should not be an issue during construction or after construction given the excavation for footings and utilities do not exceed 3.0 feet below existing ground surface. The contractor’s geotechnical engineer should coordinate with the structural and site engineers to confirm there will be no excavation that will encounter groundwater. If groundwater is encountered, the contractor’s geotechnical engineer should make recommendations for a dewatering method/system. The dewatering system shall lower the groundwater to a minimum of 2 feet below the level at which the work is being performed. All permits should be obtained by the contractor. Any contaminated area of the site may need special attention for dewatering.

(4) Frost Protection In accordance with the UFC 3-310-01 (April 2023), the frost penetration depth in the project site area is seven (7) inches.

(5) Undercutting No undercut beyond stripping is required for single story buildings unless it is determined that compaction cannot be obtained at the foundation level or unstable conditions or materials are encountered. Undercutting beneath floor slabs shall be performed to a minimum depth of 12 inches. Undercut voids should be backfilled with compacted satisfactory materials placed in maximum 8-inch loose lifts for roller compactors and 4-inch lifts for hand operated equipment, each being thoroughly compacted to at least 90 percent laboratory maximum density as per ASTM D-1557 for cohesive materials or 95 percent laboratory maximum density as per ASTM D-1557 for cohesionless materials.

(6) Proof-Rolling It is recommended that proof-rolling be performed on subgrade areas beneath buildings and pavements and shall be performed prior to any filling or compaction work being started. Proof-rolling shall be performed to identify isolated areas of very loose or very soft materials. Proof-rolling shall be performed under the observation of the COR. Stop proof-rolling if unusual or unanticipated subsurface conditions are encountered, such as ground waving or pumping. See the ‘Unstable Materials’ section below for more information.

(a) Site Grading Areas to be Lowered (Cut) Proof-roll after the sub-grade has been cut to the proper grade.

(b) Site Grading Areas to be Filled Proof rolling is performed following the completion of stripping and undercutting and prior to fill placement.

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(c) Equipment Steel-wheeled vibratory and/or pneumatic-tired equipment, with a minimum weight of 8 tons to a maximum of 10 tons, is recommended in the proof rolling process.

The proof rolling equipment is operated in a systematic manner so that the number of passes over all areas to be proof rolled can be readily determined and recorded. A minimum of four (4) complete passes is recommended. A complete pass is considered that stage in the rolling procedure when the entire surface being rolled has been in contact with the tires. Operate equipment at speeds between 3 and 5 miles/hour, in a cross pattern with each pass of the equipment, is perpendicular to the direction of the equipment in the previous pass.

The contractor shall notify the Contracting Officer’s Representative (COR) at least 48 hours in advance of any proof rolling.

(7) Material Classifications

(a) Cohesionless and Cohesive Soils classified by the USCS as GW, GP, SP and SW are considered cohesionless materials. Soils classified as GC, SC, CL, CH, ML, MH, OL, OH and PT are considered cohesive materials. Soils classified as GM and SM are to be considered cohesionless only when the material has a plasticity index of zero; otherwise, they are considered cohesive.

(b) Satisfactory Materials Satisfactory materials for structural fill comprise of soil materials free of organic debris or other deleterious material classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-

GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC, SP-SM,

SP-SC, SC-CL, CL. Acceptable cohesive soils are soils that meet the following requirements: a maximum plasticity index of 25 and a liquid limit less than 35 percent. It is noted that cohesive soils are moisture sensitive and will likely require moisture to be added or removed from the soils prior to compaction. Onsite soils may qualify as satisfactory materials, however, they should be verified by laboratory testing.

(c) Unsatisfactory Materials Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse;

backfills from previous construction; and material classified as satisfactory which contains root and other organic matter.

(d) Unstable Materials Any localized areas beneath structures that are too soft, too loose, or too wet to provide a stable fill, or subgrade soils that exhibit pumping action when construction equipment passes over should be aerated and reconditioned to provide a stable condition. If reasonable efforts, as determined by the Contracting Officer, do not produce a stable condition, this

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material is considered unstable, requiring undercutting to a stable subgrade. If this condition prevails at the project, it is recommended to contact the Project Geotechnical Engineer for further direction.

(e) Select Sand

Select sand materials for structural fill comprise of sand materials free of organic debris or other deleterious material classified by ASTM D2487 as GW, GP, GP-GM, GW-GM, GP-GC, SW, SP, SM, SW-SM, SP-SM, SP-SC. Select sand soils are soils that meet the following requirements: a maximum passing the No. 200 sieve of 8 percent by weight.

(8) Floor Slab Design

It is recommended to match existing PCC floor slabs with a thickness of a minimum of 0.67 feet (8 inches) as used for the inside of the hangar. All interior slabs on grade shall have a positive vapor barrier of a minimum of 15 mils thick and a 6-inch crushed stone capillary water barrier.

Structural fill or backfill placed beneath the new floor slabs shall have a minimum compacted thickness of 12 inches and shall be placed in horizontal, 8-inch loose lifts and compacted to 95 percent of Modified Proctor Density (ASTM D- 1557). Provided these recommendations are followed, a design subgrade modulus of 150 pci shall be used for slab design under non-storage loadings. Positive drainage away from the exterior perimeter of the proposed building shall be maintained. Roof drains shall be connected to the storm drainage system.

(9) Foundation Recommendations

The structures associated with Building 454 and the Egress Shop and the fire pump addition at Building 452 shall be adequately supported by a shallow foundation system consisting of spread footings supporting column loads and continuous footings supporting wall loads. Based on bearing capacity and settlement analyses an allowable soil bearing capacity of 2000 psf is recommended for footing design.

The base of all footings shall be designed to bear at a depth as shallow as feasible. This is to maintain separation from the loose sands which underly the upper firm sands. The bottom of the footing shall be placed a maximum of 3-feet below the lowest adjacent finished grade. Footings shall have a minimum width of 3-feet.

All footing subgrades shall be scarified, moisture adjusted and compacted to a minimum of 95 percent of the material’s Modified Proctor Density as per ASTM D-1557 to a depth of 12 inches. Dewatering may be required to lower the groundwater to a level of 24 inches below the footing bearing level. If the bearing surface is unsuitable or cannot be compacted, undercutting to a depth of 24 inches shall be required. A compacted thickness of 24 inches of select sand shall be compacted to 93 percent of the material’s Modified Proctor

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Density as per ASTM D1557. The select sand shall extend 24 inches outside the perimeter of the footing. Select sand shall be medium to fine sand having less than 8 percent passing the No. 200 sieve by weight.

We undersand that the hangar addition will be supported on helical piles where the addition will abut the existing hangar wall footing. ‘Pre-augering’ may be required to penetrate very dense soils and gravel below depths of about 7 feet.

The helical anchor shall bear into the dense sands encountered at an approximate depth of 10 feet beg. The anchors shall be designed by the contractor’s design engineer and provide a submittal of the design to the Mobile District’s EN-GG section for review and comment.

f. Pavement Design:

(1) Traffic design information was not available for use in PCASE analyses. During the field investigation, the rigid pavement inside of the hangar was found to be approximately 8 inches in thickness.

The top 6 inches of the pavement subgrade shall be compacted to at least 95 percent of Modified Proctor Density using the applicable procedure outlined in ASTM D-1557 for cohesive soils; and to 100 percent for cohesionless soils. Fills and backfills shall be compacted to a minimum of 90 percent of Modified Proctor Density for cohesive soils and 95 percent of Modified Proctor Density for cohesionless soils. All fills and backfills shall be placed in horizontal lifts not exceeding 8 inches in loose depth for roller compactors, or four inches in loose depth for hand-operated compactors.

g. Seismic Design:

(1) In accordance with Table 3-1 of TI 809-04 Seismic Design for buildings, the project seismic classification is Class D.

The following Specification Sections shall be included in the Final Design Submittal.

1) UFGS 31 00 00 Earthwork

1) UFGS 31 31 16.13 Soil Chemical Termite Control

GEOTECHNICAL DESIGN

APPENDIX A

1.) Wall Loadings.................................... Attached

2.) Boring Layout.................................... Attached

3.) Boring Logs...................................... Attached

4.) Laboratory Test Results.......................... Attached

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SCALE:

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