15._Adjacent_Facility-Bldg_4832-Foundation_Design_Analysis-2_Feb_18.pdf

APPENDIX A

FOUNDATION DESIGN ANALYSIS

FY 10 HC-130 Flight Simulator

DAVIS-MONTHAN AIR FORCE BASE

TUCSON, ARIZONA

FOUNDATION/PAVEMENT DESIGN ANALYSIS

September 2009

Prepared by:

U.S. ARMY CORPS OF ENGINEERS

ALBUQUERQUE DISTRICT

GEOTECHNICAL ENGINEERING SECTION

i

Davis-Monthan Air Force Base

Tucson, Arizona

PAVEMENT DESIGN ANALYSIS

TABLE OF CONTENTS

Page

1.0 INTRODUCTION

1.1 SITE GEOLOGY

1.2 GROUNDWATER AND FROST DEPTH

2.0 GEOTECHNICAL EXPLORATION AND TESTING

2.1 FIELD DATA

2.2 LABORATORY TESTING

2.3 SUBSURFACE CONDITIONS

3.0 AIRFIELD PAVEMENT DISCUSSION ..........................Error! Bookmark not defined.

3.1 AIRFIELD RIGID PAVEMENTS.....................................Error! Bookmark not defined.

3.2 AIRFIELD FLEXIBLE PAVEMENTS..............................Error! Bookmark not defined.

3.3 SUBGRADE PREPARATION..........................................Error! Bookmark not defined.

3.4 MATERIALS.....................................................................Error! Bookmark not defined.

4.0 ACCESS ROADS PAVEMENT DISCUSSION................Error! Bookmark not defined.

4.1 FLEXIBLE PAVEMENT FOR ACCESS ROAD....................Error! Bookmark not defined.

4.2 AGGREGATE SURFACE COURSE ACCESS ROAD..........Error! Bookmark not defined.

4.3 SUBGRADE PREPARATION...............................................Error! Bookmark not defined.

4.4 MATERIALS

ENCLOSURE ONE SITE AND SUBSURFACE INVESTIGATION PLANS

ENCLOSURE TWO LABORATORY TEST SUMMARY

ENCLOSURE THREE DRILLING LOGS

ENCLOSURE FOUR BEARING CAPACITY ANALYSIS

ENCLOSURE FIVE PCASE OUTPUT REPORTS

Davis-Monthan Air Force Base

Tucson, Arizona

PAVEMENT DESIGN ANALYSIS

1.0 INTRODUCTION

The HC-130J Flight Simulator Facility is required at Davis-Monthan AFB to provide adequate space to train Combat Search and Rescue (CSAR) personnel. Facility must house the HC-130J simulator to provide realistic training and accurately portray the Mission Design Series (MDS) needed to properly train and increase readiness of the CSAR community. Without a new Facility all HC-130J simulator training for Davis-Monthan AFB personnel requires temporary duty to other installations or contractor locations that have both the additional capacity and simulator time.

The Flight Simulator Facility will include a two-story open bay, reinforced concrete foundation, concrete slab, structural steel frame, standing seam metal roof and split-faced block. The project will comply with antiterrorism/force protection requirements identified in DoD unified facilities criteria.

1.1 SITE GEOLOGY

Davis-Monthan Air Force Base (DMAFB) covers approximately 10 square miles of fairly even-surfaced desert alluvial fan sloping northwestward at an average rate of 45 feet per mile. Surface elevations at DMAFB range between 2,775 feet near the southeast corner of the base to 2,500 feet at the northeast corner of the base over a span of 6.3 miles. Similar alluvial terrain surrounds DMAFB between the Pantano Wash on the east and the Santa Cruz River on the west. The highlands nearest the base are: the Tucson Mountains (8 miles west); the Tanque Verde Mountains (8 miles east); the Santa Catalina Mountains (10 miles north); and the northeast extension of the Santa Rita Mountains (25 miles south-southeast).

All surface and near-surface deposits are sediments derived mainly from granitic and gneissic rock. These sediments consist mainly of sand, gravel, and clay in various proportions with variable amounts of lime carbonate. The calcareous filling commonly occurs in thin layers of nearly pure calcite, or in poor to well cemented impermeable layers of caliche, which is a conglomeration of sand, gravel, silt, and clay, bonded by carbonates and typically found in arid regions. Caliche deposits resemble hardpan, but soften when moist and offer little permanent obstruction to percolation.

All surface drainage of the base and adjacent areas to the north, south, and west, is to the northwest toward the Santa Cruz River. Several natural drainage streams developed from intermittent flow within these areas. The streams are long, shallow, nearly straight, parallel, and are bordered by even-surfaced, gently sloping plains from one mile to two miles wide. Given this type of drainage and terrain, the area is subject to sudden sheet-wash flooding from the brief, intense rainstorms that occasionally occur in the region.

Porous members of old, compacted, and partially cemented, alluvium that forms the valley fill between the Pantano Wash and Santa Cruz River make up the area aquifers that provide groundwater to the base. The aquifers are between 200 and 500-ft deep and the water table in the vicinity of the base slopes northwestward at about 15 feet per mile.

1.2 GROUNDWATER AND FROST DEPTH

The proposed site was drilled 10-11 August 2009 to a maximum depth of 25 feet and sampled to a depth of 26.5 feet.

Groundwater was not encountered.

According to UFC 3-310-01 (05 December 2007) Load Assumptions for Buildings frost penetration for Tucson, AZ is zero inches and therefore frost is not a design consideration at DMAFB.

2.0 GEOTECHNICAL EXPLORATION AND TESTING

Drilling operations were conducted by Geomechanics Southwest, Inc. of Tucson AZ. at the proposed MC-130J Flight Simulator Facility, DMAFB on 10 and 11 August 2009. Nine boreholes (6HSA-01 thru 6HSA-09) were drilled, 5 boreholes to maximum depth of 25 feet in the Facility footprint, and 4 boreholes drilled to maximum depth of 5 feet for the pavement structures. All boreholes were advanced using a CME 75 drill-rig equipped with a 6 inch hollow stem auger and an automatic trip hammer. Representatives from the USACE observed the fieldwork, recorded the conditions encountered, and visually classified the soils according to ASTM D 2488. Borehole locations are identified in Enclosure 1.

2.1 FIELD DATA

Drilling logs compiled in the field for all borings include a visual description of soils encountered, SPT results, drilling methods, equipment used, and conditions. Field boring logs that do not include laboratory determined soil classification are included in Enclosure 3. Standard Penetration Tests (SPT) were conducted and samples were obtained at 30-inch intervals for the entire depth of each borehole starting from the surface using a standard 24-inch long, 2-inch outside diameter split-spoon sampler. The penetration resistance value, N, is a useful index to describe the consistency (cohesive soil), relative density (cohesionless soil), or relative firmness for combinations of these materials. SPT requires driving a sampler three consecutive 152-millimeter (6-inch) increments into subsurface material with a 140-pound safety hammer falling 762 millimeters (30 inches). The penetration resistance value is the sum of the number of blows required to advance the sampler the final 305 millimeters (12 inches).

2.2 LABORATORY TESTING

Sieve analyses were performed on the soil samples according to ASTM D 422 in order to determine grain size distribution. Moisture contents of the samples will be determined according to ASTM D 2216. Atterberg limits including liquid limit, plastic limit, and plasticity index will be determined according to ASTM D 4318. Samples will be classified according to the Unified Soil Classification System (USCS) as described in ASTM D 2487.

2.3 SUBSURFACE CONDITIONS

Subsurface conditions at the site have been interpreted from drilling logs, SPT information, and laboratory analysis of site boring samples. Soil samples from the site predominantly classified as clayey sand (SC) or a Lean Clay (CL) and three samples of Fat Clay (CH) located within the footprint of the building at 2.5’ and 7.5’ deep. There is the potential for these soils to expand if wetted. It is crucial to follow foundation preparation guidelines to prevent potential expansive soils from getting saturated. The lowest SPT blow counts (N) encountered was an N of 10 at bore location 6HSA-07at

2.5 feet of depth. SPT blow counts indicate medium dense to dense soil at the site. A summary table of the laboratory data is presented in attachment.

3.0 FOUNDATION DISCUSSION

The proposed HC-130J Flight Simulator Facility consists of a two-story facility with reinforced concrete foundation and floor slabs, masonry walls and standing seam metal roof. A shallow foundation system is recommended for the proposed HC-130J Flight Simulator Facility based upon anticipated loads, functional requirements, subsurface investigations, and field and laboratory tests.

3.1 Foundation Recommendation

A shallow foundation system consisting of continuous spread footing with isolated floor slab-on-ground and continuous interior spread and spot column footings is recommended. The continuous spread footings provide support for exterior walls; continuous interior spread footings provide support for load bearing and shear walls; and interior spot footings provide column support.

The load used to size the foundation system should consist of the full dead load plus that portion of the live load, which acts more or less continuously, usually 50 percent. Due to the soft consistency of the near surface soils and the amount of fines present in the near surface soils at the site the foundation components will bear on non-expansive fill material.

For this reason a shallow foundation system utilizing an allowable bearing capacity of 2,000 pounds per square foot (psf) is recommended for design. A one-third overstress may be allowed for temporary wind/seismic loading.

3.2 Subgrade Preparation for Building Foundation System

Subgrade preparation for the recommended shallow foundations and the isolated floor slab requires excavating to a level elevation that is 5 feet below the bottom of footing elevation. Excavation beneath the building footprint and for a distance of five feet beyond the building limits. Entirely remove existing foundations, abandoned utilities and fill material from previous construction, encountered at any point beneath, or within five feet of the building limits. Replace unstable material in surfaces to receive fill with satisfactory material. The exposed surface to receive fill should be scarified and disked, moisture conditioned between the limits of ±2 percent of optimum water content; and compacted in-place to yield a 6-inch thick surface at 90 percent of the laboratory maximum density, as determined in accordance with ASTM D 1557.

Backfill and level the excavation with non-expansive fill material. Non-expansive fill material, placed beneath the new structure shall be satisfactory material with a plasticity index between 4 and 12. On-site soils that classify as non-expansive fill, or that classify as non-expansive fill when thoroughly blended with imported material, may be utilized for this purpose. Place fill to yield 9-inch thick lifts when compacted to at least 95 percent of the maximum laboratory density as determined in accordance with ASTM D 1557.

3.3 Surface Drainage Requirements

Apply precautionary measures to minimize water infiltration into the soils surrounding the structures during and after construction. Direct surface water runoff away from buildings by grading a positive slope away from the structure.

Provide 2% grades, normal to the building perimeter for a distance of 10 feet, for paved or sidewalk surfaces. Provide 5% grades, normal to the building perimeter for a minimum distance of 10 feet, for unpaved surfaces. Concentrate roof runoff with gutters and downspouts and direct water away from the building with splash blocks or other diversionary methods. The layout of pavements, sidewalks, curbs and other surface treatments shall not trap water or impede rapid flow away from the building. Maintain a perimeter clear of landscaping plants and irrigation for a distance of 10 feet from buildings.

3.4 Termite Protection

Apply soil treatment for termite protection, according to manufacturer's instructions, if wood construction is used (i.e., wood doors, windows, finish and trim) or there is access to wood-products (cloth or cellulose material).

4.0 VEHICULAR PAVEMENT

Vehicular pavement design follows the criteria presented in UFC 3-250-01FA (Pavement Design for Roads, Streets, Walks, and Open Storage Areas, 16 Jan 2004) and UFC 3-250-18FA (General Provisions and Geometric Design for Roads, Streets, Walks, and Open Storage Areas, 6 Jan 2006). Non-frost conditions are utilized for all pavements at the site. Rigid vehicular pavement design utilized a modulus of subgrade reaction (k) of 125 pounds per square inch per inch of deflection and a concrete flexural strength of 650 psi at 28 days. Flexible pavement design utilized a CBR value of 10.

Thickness sections were derived from PCASE (Pavement-transportation Computer Assisted Structural Engineering) 2.08, pavement design software (Attachment 4).

4.1 Rigid Pavement

Pavement design for the rigid pavements located adjacent to the dumpster pad, equipment area adjacent to the building, and vehicle turning aprons utilizes plain (non-reinforced) concrete sections (i.e., no reduction in thickness is made for reinforcement). The rigid pavement is designed based on a traffic category V and street classification F with proposed usage of 10 passes per day. Based on traffic category and street classification the design index is 5. The following section is recommended:

6-inch thick Portland Cement Concrete (PCC) pavement 4-inch thick Aggregate Base Course (compacted to 95% of the laboratory maximum dry density in accordance with ASTM D 1557 or AASHTO T-180, depending on the gradation) 6-inch thick compacted subgrade (compacted to 90% of the laboratory maximum dry density in accordance with ASTM D 1557)

Recommended joint spacing is 12.5 to 15 feet for plain (non-reinforced) PCC pavements less than 9 inches thick. Seal joints with field-molded joint sealant. Full depth expansion joints are required to completely surround pavement penetrations and where new pavement contacts building foundation or other PCC structures.

Provide thickened edges of 1.25 times the design thickness, transitioned over a distance of 5 feet, for load transfer at vehicle entrances to buildings and where wheel loads may track pavement edges. Provide smooth dowels for load transfer at construction joints within new pavements and between new and exiting pavements when the exiting pavement edge is not thickened. Dowels shall be ¾-inch diameter, 16-inches long, and spaced at 12-inches on-center.

4.2 Parking Lot Pavement

The flexible pavement provided for parking lot is designed based on category II traffic distribution (passenger cars, panel and light trucks, and not more than 10% two-axel trucks) and Class F street designation from a design hour volume of 500 passes (parking lot empties and refills at a single shift change). The design index for the given traffic category and street class is 2 and the following section is recommended:

2-inch thick hot-mix asphalt pavement 4-inch thick aggregate base course [CBR of 80(compacted to 100% of the laboratory maximum dry density in accordance with ASTM D 1557 or AASHTO T-180, depending on the gradation)] 6-inch thick subgrade [CBR of 10(compacted to 95% of the laboratory maximum dry density in accordance with ASTM D 1557)]

Aggregate base course underlying flexible vehicular pavement will be thickened 1.25 times the design thickness, transitioned over a distance of 5 feet, at edges adjacent to new and existing rigid pavement. Apply tack coat at junctions between flexible pavement and PCC and between flexible pavement lifts. Application of prime coat to protect the prepared aggregate base course surface will be the option of the Contractor as described in the specifications.

4.3 Aggregate Surface Course Driveway

The aggregate surface course (ASC) driveway is to provide access to the equipment area adjacent to building. The ASC driveway design is based on minimal traffic using the driveway. The anticipated traffic used for the design is 1000 passenger cars, 1000 large pick-ups or SUV, 250 2 axle 6 tire trucks, 250 4 axle trucks, and 50 5 axle trucks. The following ASC pavement section is recommended:

4 inches Aggregate Surface Course material (compacted to 100% of ASTM D 1557) 6 inches subgrade material (compacted to 95% of the laboratory maximum density as determined according to ASTM D 1557)

4.4 Subgrade Preparation for Vehicular Pavements

Clear the areas to be paved of vegetation and roots to a depth of 18 inches before construction. Replace unstable or unsuitable material in subgrade surfaces with non-expansive fill. Scarify and disk the exposed subgrade surface;

moisture condition within the limits of plus or minus 2 percent of optimum water content; and compact in-place to yield a 6-inch thick surface layer at 95 percent of the laboratory maximum density in accordance with ASTM D 1557 for flexible pavements and 90 percent of the laboratory maximum density in accordance with ASTM D 1557 for rigid pavements.

Place non-expansive fill in compacted lifts of final thickness no greater than 6 inches to at least 95 percent of the maximum laboratory density as determined in accordance with ASTM D 1557 as required to bring the excavation to grade. Non-expansive fill material shall be satisfactory material with a plasticity index greater than or equal to 4 or less than or equal to 12.

4.4 MATERIALS

a. Hot Mix Asphalt (HMA) Surface Course The aggregate materials and composition of the paving mixture shall conform to the requirements specified in Section 32 12 16 “Hot Mix Asphalt (HMA) for Roads”, contained in the Project Specifications. The binder material for the paving mixture shall be Performance Graded Asphalt Cement PG (70–10).

b. Prime and Tack Coat Asphaltic material shall conform to Section 32 12 10 “Bituminous Tack and Prime Coats” contained in the Project Specifications.

c. Aggregate Surface Course shall conform to Section 32 15 00 “Aggregate Surface Course” contained in the Project Specifications.

d. Aggregate Base Course The aggregate material and the composition shall conform with specification “32 11 23 Aggregate Base Course”.

e. Concrete for Heavy Duty Pavements The aggregate materials and composition of the paving mixture shall conform to the requirements specified in Section 32 13 13.03 “Airfields and Heavy-Duty Concrete Pavement Less Than 10,000 Cubic Yards”.

ENCLOSURE ONE

SITE AND SUBSURFACE INVESTIGATION PLANS

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1380800043C Typewritten Text

APROXIMATE LOCATION OF

PROPOSED AFE WAREHOUSE

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PARKING LOT WAS NEVER

BUILT IN THIS LOCATION

AS PROPOSED IN THE ADJACENT

SIMULATOR FACILITY PROJECT

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PROP.

AFE

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HC-130J SIMULATOR

BLDG 4832

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1380800043C Typewritten Text

MIKE FLORES STREET

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YUMA STREET

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ENCLOSURE TWO

LABORATORY TEST SUMMARY

Sample Depth (ft.)

USCS

Classifica-tion

Liquid Limit

Plasticity Index

Blow Count Per 6”

Gravimetrc Moisture Content

% finer than US #4 sieve (by weight)

% finer than US #40 sieve (by weight)

% finer than US

#200 sieve (by weight)

Borehole

ID

6HSA-01 0 SC 34 18 17,15,14 3.2 94 64 42.8

6HSA-01 -2.5 SC 39 19 10,9,15 2.9 96 66 43.9

6HSA-01 -5.0 CL 37 17 13,17,20 6.5 99 88 63.3

6HSA-02 0 SC 23 8 13,9,5 5.2 88 54 30.3

6HSA-02 -2.5 SC 26 12 2,3,4 6.3 96 67 41.5

6HSA-02 -5.0 SC 39 17 5,6,17 7.4 94 65 42.2

6HSA-03 0 SC 26 9 16,17,9 3.9 73 28 14.4

6HSA-03 -2.5 CL 40 23 4,3,4 8.6 96 73 52.9

6HSA-03 -5 CL 43 22 7,8,11 9.3 99 78 56.9

6HSA-04 0 SC 23 8 6,19,23 2.7 96 57 31.1

6HSA-04 -2.5 CH 52 28 8,12,15 5.2 96 74 55.8

6HSA-04 -5.0 CL 48 26 12,13,16 4.8 97 79 62.1

6HSA-04 -7.5 CH 61 38 30,50 8.0 100 82 53.9

6HSA-04 -10.0 CL 42 21 20,22,31 5.4 100 89 65.3

6HSA-04 -12.5 CL 33 17 20,5,7 5.7 100 84 59.2

6HSA-04 -15.0 CL 24 9 7,7,9 6.8 99 78 52.8

6HSA-04 -17.5 SC 23 9 6,8,9 3.9 97 43 20.0

6HSA-04 -20.0 SM 19 1 12,21,26 2.0 93 47 14.3

6HSA-04 -22.5 SC 37 21 22,27,36 4.6 98 69 39.8

6HSA-04 -25.0 SC 29 9 28,27,23 2.7 95 63 27.1

6HSA-05 0 SC-SM 19 4 7,9,7 2.4 96 59 31.4

6HSA-05 -2.5 SC 54 27 5,6,5 2.8 91 40 22.3

6HSA-05 -5.0 SC 47 28 7,9,13 3.8 91 41 23.6

6HSA-05 -7.5 CL 37 18 14,17,11 3.1 99 85 59.8

6HSA-05 -10.0 CL 33 16 15,23,40 5.1 99 91 60.9

6HSA-05 -12.5 SM 21 3 14,6,9 1.7 94 41 15.7

6HSA-05 -15.0 SC 27 12 18,15,12 2.2 91 60 32.0

6HSA-05 -17.5 SC-SM 21 5 8,10,11 4.3 98 79 48.1

6HSA-05 -20.0 SC-SM 20 4 8,10,15 3.0 95 58 30.3

6HSA-05 -22.5 SC 41 22 25,45,50 3.1 98 64 37.3

6HSA-05 -25.0 SC 51 28 50 5.4 100 75 47.8

6HSA-06 0 SC 24 9 9,11,8 0.3 97 69 41.8

6HSA-06 -2.5 CL 45 22 7,10,8 3.6 98 79 59.3

6HSA-06 -5.0 CL 44 25 4,12,18 1.1 98 81 53.9

6HSA-06 -7.5 CL 44 25 15,25,32 1.0 100 86 52.5

6HSA-06 -10.0 CL 45 25 21,28,32 6.0 99 81 56.3

6HSA-06 -12.5 CL 41 22 13,21,26 4.7 100 84 61.2

6HSA-06 -15.0 CL 27 11 9,10,12 4.4 99 82 55.3

6HSA-06 -17.5 CL 25 10 9,12,17 5.4 99 81 54.1

6HSA-06 -20.0 CL 28 11 9,11,13 4.7 100 83 54.8

6HSA-06 -22.5 SC 45 26 18,44,50 5.8 100 73 45.5

6HSA-06 -25.0 SC 38 18 23,33,50 3.1 99 73 43.0

6HSA-07 0 SM N/A NP 4,12,13 0.6 94 44 21.4

6HSA-07 -2.5 SC 40 16 3,4,6 7.2 90 64 47.0

6HSA-07 -5.0 CL 34 14 10,16,20 4.0 98 78 50.4

6HSA-07 -7.5 CH 51 30 13,22,46 7.4 100 79 54.1

6HSA-07 -10.0 SC 42 22 17,39,50 7.4 99 74 47.9

6HSA-07 -12.5 CL 42 21 18,22,28 6.7 98 81 56.2

6HSA-07 -15.0 SC 30 12 10,17,20 4.5 98 72 44.8

6HSA-07 -17.5 SC-SM 25 7 12,17,20 3.3 97 61 327

6HSA-07 -20.0 SW-SM N/A NP 11,19,21 1.8 83 24 7.9

6HSA-07 -22.5 CL 35 16 12,20,43 5.6 99 92 75.6

6HSA-07 -25.0 CL 41 24 22,50 6.0 99 80 56.3

6HSA-08 0 SC 24 9 6,4,6 1.1 97 65 37.9

6HSA-08 -2.5 SC 42 19 6,17,15 1.5 92 65 45.3

6HSA-08 -5.0 CL 34 15 10,19,23 4.4 99 80 53.1

6HSA-08 -7.5 CL 42 23 20,25,32 8.1 100 91 66.2

6HSA-08 -10.0 SC 37 17 13,17,21 4.5 100 78 48.0

6HSA-08 -12.5 CL 35 17 22,29,35 4.5 100 81 56.4

6HSA-08 -15.0 CL 31 14 14,15,17 2.7 100 80 51.8

6HSA-08 -17.5 SC 27 11 17,20,21 3.3 99 62 36.2

6HSA-08 -20.0 SW-SM N/A NP 12,14,16 2.1 96 36 9.2

6HSA-08 -22.5 CL 32 16 15,19,28 4.5 99 82 55.4

Borehole

ID

Sample Depth (ft.)

USCS

Classifica-tion

Liquid Limit

Plasticity Index

Blow Count Per 6”

Gravimetrc Moisture Content

% finer than US #4 sieve (by weight)

% finer than US #40 sieve (by weight)

% finer than US

#200 sieve (by weight)

6HSA-08 -25.0 SC 47 27 24,35,43 5.8 99 72 46.0

6HSA-09 0 SC-SM 25 7 13,18,16 2.1 98 64 34.6

6HSA-09 -2.5 CL 45 19 5,6,11 4.4 95 70 51.2

6HSA-09 -5.0 SC 36 16 6,1,14 6.6 97 70 45.5

ENCLOSURE THREE

DRILLING LOGS

ENCLOSURE FOUR

Bearing Capacity Analysis

SP

T

D at a N ot e:

A ll da ta

N O

T co rre ct ed fo r o ve rb ur de n.

Fl ig ht

S im ul at or

H ol e:

6H S

A -0

6H

S A

-0

6H S

A -0

6H

S A

-0

6H S

A -0

D ep th

(f t)

N

U

C si gn av e

-S

M

2.

L

7.

.5

SM

W

L.

N ot e:

A ll U

S C

S c la ss ifi ca tio ns a re a pp ro xi m at io ns b as ed o n fie ld c on di tio ns n c o rr e c te d S

P T v s

D e p th F

S D

M A

F B

D e p th ft

Uncorrected SPT

D e s ig n C u rv e

H S

A -0

H S

A -0

H S

A -0

H S

A -0

H S

A -0

Friction Angle Correlation Flight Simulator

Depth

(ft) Ndesign (Depth to Bottom)2 D2*SPT (D2*SPT)/Sum(D2) -2.5 10 306.25 3063 4 -5 22 225 4950 6

-7.5 28 156.25 4375 5 -10 38 100 3800 4

-12.5 12 56.25 675 1 -15 16 25 400 0 -20 17 0 0 0

868.75 20

=(12*N)^0.5+15, from Dunham (1954) Use =

General Bearing Capacity for Footings Shear Failure qu = c'NcFcsFcdFci+qNqFqsFqdFqi+1/2 BN F sF dF i

(degrees): 27 (psf): 115 c' (psf): 0 FOS: 3 Fcs Fcd Fci Fqs Fqd Fqi F s F d F i Strip 1 varies 1 1 varies 1 1 1 1

Fcs Fcd Fci Fqs Fqd Fqi F s F d F i Spot

1.5597 varies 1 1.519274428 varies 1 0.6 1 1

B d q Nc Nq N Fcd Fqd qu (strip) qu (spot) qa (strip) qa(spot)

(ft) (ft) (psf) (-) (-) (-) (-) (-) (psf) (psf) (psf) (psf)

1.5 2.25 258.75 24.74 13.85 15.42 1.60 1.45 6536 8707 2179 2902 2 2.25 258.75 24.74 13.85 15.42 1.45 1.25 6270 7895 2090 2632

2.5 2.25 258.75 24.74 13.85 15.42 1.29 1.22 6592 7978 2197 2659 3 2.25 258.75 24.74 13.85 15.42 1.26 1.19 6939 8097 2313 2699

3.5 2.25 258.75 24.74 13.85 15.42 1.23 1.17 7304 8245 2435 2748 4 2.25 258.75 24.74 13.85 15.42 1.20 1.15 7684 8414 2561 2805

4.5 2.25 258.75 24.74 13.85 15.42 1.19 1.14 8075 8600 2692 2867 5 2.25 258.75 24.74 13.85 15.42 1.17 1.13 8474 8799 2825 2933

5.5 2.25 258.75 24.74 13.85 15.42 1.16 1.12 8880 9008 2960 3003 6 2.25 258.75 24.74 13.85 15.42 1.14 1.11 9291 9225 3097 3075

6.5 2.25 258.75 24.74 13.85 15.42 1.13 1.10 9707 9449 3236 3150 7 2.25 258.75 24.74 13.85 15.42 1.12 1.09 10126 9679 3375 3226 8 2.25 258.75 24.74 13.85 15.42 1.11 1.08 10973 10150 3658 3383 9 2.25 258.75 24.74 13.85 15.42 1.10 1.07 11828 10634 3943 3545 10 2.25 258.75 24.74 13.85 15.42 1.09 1.07 12689 11127 4230 3709

Settlement Controlling Bearing Capacity after Meyerhof (1956) qult=N*B/10*(Cw1+Cw2*Df/B)Ri d (ft) Se (in) FOS Allowable Design Values Variable

Inputs 2.25 1 3 Strip Spot B Nave qnet qa qa

(ft) - (psf) (psf) (psf)

1.5 18 10764 3588 2179 2902

2 18 9873 3291 2090 2632

2.5 18 9338 3113 2197 2659

3 18 8982 2994 2313 2699

3.5 18 8727 2909 2435 2748

4 18 8537 2846 2561 2805

4.5 18 7831 2610 2610 2610

5 18 7442 2481 2481 2481

5.5 18 7134 2378 2378 2378

6 18 6883 2294 2294 2294

6.5 18 6675 2225 2225 2225

7 18 6501 2167 2167 2167 8 18 6224 2075 2075 2075 9 18 6014 2005 2005 2005

10 18 5849 1950 1950 1950

Flight Simulator Facility Footing Bearing Capacity

0 2 4 6 8 10 12

Width (ft)

Al lo w ab le B ea rin g Ca pa ci ty (p sf

Strip Footing Spot Footing (square)

ENCLOSURE FIVE

PCASE Output Files

E Q

U

IP

M E

N T

P A

V E

M E

D es ig n N am e

D es ig n Ty pe

R oa ds

P em en t T yp e

R ig id d

Ty ar ki ng ot

Te rra in T yp e

A na ly si s

Ty

K oa d Tr an sf er ffe ct iv e K

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