W912QR21R0040_Geotech_Report_FIO-0002.pdf
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- Fort Knox Van Voorhis Elementary School
- Solicitation number
- W912QR21R0040
About this file
This document provides details for a federal contract opportunity for construction of the Van Voorhis Elementary School at Fort Knox, Kentucky. The U.S. Army Corps of Engineers Louisville District will issue a Request for Proposal for construction of a new elementary school totaling approximately 100,500 square feet, demolition of an existing school of around 83,000 square feet, construction of a playfield and parking lot. The project is estimated to be valued between $25-100 million. A best value tradeoff process will be used to evaluate proposals received in response to the single-phase solicitation based on past performance, technical, and price factors. The contract will be firm-fixed-price. The North American Industry Classification System code provided is 236220. The solicitation is anticipated to be posted on the SAM.gov website. Offerors must register in SAM to be eligible for award. The point of contact for the solicitation is the listed Contract Specialist.
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THIS REPORT PROVIDED FOR INFORMATION ONLY
W912QR21R0040_Geotech_Report_FIO-0002
GEOTECHNICAL EVALUATION REPORT
VAN VOORHIS-MUDGE SCHOOL RELOCATION
TABLE OF CONTENTS
LIST OF TABLES
LIST OF FIGURES
1. BACKGROUND
1.1 PROJECT INFORMATION
1.1.1 Site History
1.1.2 Site Conditions
1.1.3 Site Grading
1.1.4 Structural Loading
1.1.5 Traffic Loading and Pavement Areas
1.1.6 Demolition
1.2 SITE GEOLOGY AND SEISMICITY
1.2.1 Bedrock Geology and Karst Terrain
Geologic Map of the Fort Knox Quadrangle, North-Central Kentucky
1.2.2 Regional Seismicity
1.3 SINKHOLE DEVELOPMENT POTENTIAL
Table 1. Factors Influencing Sinkhole Development
Factors for sinkhole development
Factors against sinkhole development
Figure 2. Potential Sinkhole Location Map
Figure 1. Progressive Development of Sinkholes
Figure 2. Potential Sinkhole Location Map
1.4 SITE CONDITIONS
2. EXPLORATORY PROCEDURES AND FINDINGS
2.1 FIELD SAMPLING AND TESTING
N
2.2 TEST PITS
2.3 TESTING
Table 2. Laboratory Testing Program
Lab Test Standard Quantity Sample Type
2.3.1 Infiltration Test
2.3.2 Soil Corrosion
Table 3. Corrosivity Testing Summary
Sample Location
Depth
(ft) pH
Resistivity (Ohms-com)
Loss on Ignition
(LOI%)
Chloride (mg/kg)
Sulfate (mg/kg)
Sulfide (mg/kg)
Table 4. Sulfate Exposure Categories and Classes
Category S
Sulfate
Exposure Class
Water-Soluble Sulfate in Soil
Dissolved Sulfate in Water
% by Weight mg/kg (ppm)
Table 5. Requirements for Concrete by Sulfate Exposure Class
Exposure Max w/cm
Min f’c
(psi)
Cement Type Calcium Chloride
AdmixtureASTM C150
ASTM
C595
ASTM
C1157
Notes:
2.4 SUBSURFACE CONDITIONS
2.4.1 Existing Undocumented Fill
2.4.2 Residuum
2.4.3 Refusal Material
2.5 GROUNDWATER CONDITIONS
2.6 GEOPHYSICAL SURVEYS
Geophysical Exploration for Engineering and Environmental Investigations
2.6.1 Time Domain Electro-Magnetic (TDEM) Survey
2.6.2 Frequency Domain Electromagnetic Induction
2.6.3 Field Soil Electrical Resistivity
2.6.4 Geophysical Investigation Conclusions
3. GEOTECHNICAL EVALUATION
3.1 EXISTING UNDOCUMENTED FILL
3.2 EXISTING UTILITIES AND BURIED MATERIALS
3.3 KARST GEOLOGY
4. EARTHWORK RECOMMENDATIONS
4.1 STRIPPING
4.2 GRADING AND DRAINAGE
4.3 SUBGRADE EVALUATION AND PROTECTION
4.3.1 Subgrade Evaluation
4.3.2 Subgrade Remediation
Figure 3: Typical Section
Asphalt or Concrete
Separation Layer /Geotextile Layer
Base Course
KYTC #3 Stone Minimum 2 feet
4.3.3 Subgrade Protection
4.3.4 Winter Construction
4.4 FILL PLACEMENT
4.4.1 Structural Fill Material
4.4.2 Placement and Compaction
Soils and Geology Procedures for Foundation Design of Buildings and Other Structures (Except Hydraulic Structures)
Table 6. Relative Compaction Guidelines
Fill to Support Relative Compaction (ASTM D1557)
4.4.3 Quality Assurance
4.5 GROUNDWATER CONTROL
5. FOUNDATION RECOMMENDATIONS
5.1 DRILLED SHAFT FOUNDATIONS
International Building Code 2018
5.1.1 Shaft Design Considerations (End-Bearing on Rock)
Table 7: Rock Socket Requirements Drilled Pier
Diameter (inches) Drilled Pier Length (feet)
Required Rock Socket Length (feet)
5.1.2 Lateral Loading Considerations
LPILE
LPILE
LPILE
Table 8: Lateral Loading Conditions (Building)
Lateral Support Capacities (kips)
Calculated Deflection (inches)
Maximum Bending
Moment (ft-lbs)
Required Rock Socket Length
(feet) Building Condition 1: 30 inch diameter pier, 15 feet long with 2 foot rock socket
Building Condition 2: 30 inch diameter pier, 35 feet long with no rock socket
Building Condition 3: 42 inch diameter pier, 15 feet long with 2 foot rock socket
Building Condition 4: 42 inch diameter pier, 35 feet long with no rock socket
Table 9: Lateral Loading Conditions (Canopy)
Lateral Support Capacities (kips)
Calculated Deflection (inches)
Maximum Bending
Moment (ft-lbs)
Required Rock Socket Length
(feet)
Head Rotation (radians)
Canopy Condition 1:-30 inch diameter pier, 15 feet long with 2-foot rock socket
Canopy Condition 2: 30-inch diameter pier, 35 feet long with no rock socket
Table 10. Generalized Design Parameters for Lateral Load Analysis
Rock Description
Total Unit Weight (pcf)
Undrained Shear Strength, cu (psf)
5.1.3 Uplift Capacity
Table 11. Allowable Uplift Capacity: 30 and 42-inch Diameter Drilled Piers
Pier Diameter (inches) Length of Rock Socket (feet)3
Allowable Uplift Capacity (kips)1,2
5.1.4 Construction Considerations
5.1.4.1 Rock Excavation
5.1.4.2 Quality Control
5.2 BUILDING FLOORS SLABS
5.2.1 Design Considerations
5.2.2 Passive Radon System
5.2.3 Quality Assurance
6. PAVEMENT RECOMMENDATIONS
6.1 GENERAL
Subsurface Drainage
Standard Specifications for Road and Bridge Construction
6.2 DESIGN ANALYSIS
Pavement Design for Roads, Streets, Walks, and Open Storage Areas General Provisions and Geometric Design for Roads, Streets, Walks and Open Storage Areas
6.3 DESIGN PAVEMENT SECTION
6.3.1 Flexible Asphalt Pavements
Table 12. CBR Values
Boring (depth) Material Description
Remolded
CBR (%)
Water Content of Test Specimen (%)
Table 13. Bus Drop-off and Fire Lane: Flexible Pavement Thicknesses
Material Thickness Specification
Table 14. Staff/Visitor Parking: Flexible Pavement Thicknesses
Material Thickness Specification
6.3.2 Rigid Concrete Pavements
ks f c Mr
Table 15. Garbage area and Unloading area: Concrete Pavement Thickness
Material Thickness Specification
Design and Control of Concrete Mixtures
6.4 CONCRETE SIDEWALKS AND CURB
6.4.1 Design Considerations
6.4.2 Quality Control
7. LIMITATIONS
Appendix A – Drawings
Vicinity and Location Maps Boring/Test Pit Location Plan Infiltration Test Location Plan Undocumented Fill Location Plan Undocumented Fill Tables DoDEA Van Voorhis_ GRADING_35%
PAVEMENT EXHIBIT
DoDEA Van Voorhis Prelim Drilled Pier Layout Historical Topographic Map Historical Aerials
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Fill Settlement Analysis
Boring # Depth of Fill (feet) ToG Elevation Bottom of Fill Elevation Final Grade
Elevation Depth of Hole
(feet) Auger Refusal
Elevation Fill depth after Site
Grading (feet)
B 1 9 710 701 710 23.6 686.4 9 B 2 10.3 714 703.7 710 31.5 682.5 6.3 B 3 7 709 702 710 15.4 693.6 8 B 4 17.7 711 693.3 710 17.7 693.3 16.7 B 5 14 706 692 710 18 688 18 B 6 31.2 709 677.8 710 31.2 677.8 32.2 B 7 10 706 696 710 18.6 687.4 14 B 8 9 705 696 710 30.4 674.6 14 B 9 8 708 700 709 8 700 9
B 10 9 709 700 709 15.5 693.5 9 B 11 15.5 707 691.5 709 15.5 691.5 17.5 B 12 14 706 692 708 23.7 682.3 16 B 13 8 709 701 709 44.8 664.2 8 B 14 15 718 703 709 23.6 694.4 6 B 15 7 711 704 709 20.1 690.9 5 B 16 4 698 694 698 30.7 667.3 4 B 17 7 718 711 718 31.6 686.4 7 B 18 14 706 692 710 20.8 685.2 18
May not be Auger Refusal, could be floater.
Notes:
May not be Auger Refusal, could be floater
May not be Auger Refusal, could be floater.
BOH reached, no auger refusal.
BOH reached, no auger refusal.
B 1 B 2 B 3 B 4 B 5 B 6 B 7 B 8 B 9 B 10 B 11 B 12 B 13 B 14 B 15 B 16 B 17 B 18 ToG Elevation 710 714 709 711 706 709 706 705 708 709 707 706 709 718 711 698 718 706 Bottom of Fill Elevation 701 703.7 702 693.3 692 677.8 696 696 700 700 691.5 692 701 703 704 694 711 692 Final Grade Elevation 710 710 710 710 710 710 710 710 709 709 709 708 709 709 709 698 718 710 Auger Refusal Elevation 686.4 682.5 693.6 693.3 688 677.8 687.4 674.6 700 693.5 691.5 682.3 664.2 694.4 690.9 667.3 686.4 685.2
706 705 708 709
707 706
703.7
693.3 692
677.8
696 696
700 700
691.5 692
703 704
710 710 710 710 710 710 710 710 709 709 709 708 709 709 709
686.4
682.5
693.6 693.3
677.8
687.4
674.6
693.5 691.5
682.3
664.2
694.4
690.9
667.3
686.4 685.2
Fill Levels Compaired to Elevation
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Friday, June 19, 2020 10:43:42 AM - Historic Aerials_ Viewer.pdf - Adobe Acrobat Pro DC
Approximate Planned Building Location
Van Voorhis-Mudge School Relocation:
Historical Aerial (1955)
Prepared by David Garvin
Appendix B – Field Testing
Soil and Rock Classification Sheet Boring Logs Site Photos Test Pit Photos
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21.4
27.1
38.1
26.5
41.3
33.2
25.2
SAND/GRAVEL%=12.7
FINES%=87.3
PH=4.72
COMPRESSIVE STRENTH =2384psf
DRY DENSITY = 95.5
MOISTURE CONTENT = 26.5
SAND%=5.8
FINES%=94.2
Topsoil @ 6"
LEAN CLAY with sand & trace gravel, red, damp to moist, medium stiff to stiff
FAT CLAY with some sand and trace gravel, light brown to red, moist to wet, stiff to very stiff
FAT CLAY, red with black & tan mottling, moist to wet, stiff
FAT CLAY, red with black & tan mottling, moist to wet, stiff, dark brown with black mottling
LEAN CLAY, brown with gray & black mottling, moist to wet, soft to medium stiff, low to medium plasticit
LEAN CLAY with sand and trace gravel, reddish brown, moist to wet, very soft to soft
T
F
F
F
CH
CL
CL
2.5 2.75
3.5
2.5 3.75
3.5
1.75 2.25
1.25 2.5
1.5
Bottom of hole at 23.6 feet.
LEAN CLAY with sand and trace gravel, reddish brown, moist to wet, very soft to soft (continued)
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
CL
15.6
18.8
14.7
29.3
Gravel %= 22.1 Sand % = 35 Fines % = 42.9
Gravel % = 20.7 Fines % = 79.3
Bottom of Hole
Bottom of hole at 15.5 feet.
Topsoil @ 6"
SANDY LEAN CLAY with trace gravel, red, moist to very moist, medium stiff to stiff
CLAYEY SAND with some gravel, brown and red with gray and black mottling, damp to moist, medium dense
LEAN CLAY with some sand, red, moist to very moist, stiff
BORING TERMINATED (NO REFUSAL)
End of boring at feet.
T
F
F
CL
2.75
2.5
3.25 3.5
3.5 4.5
3.25
28.3
25.6
16.6
32.5
SAND % = 3.2
FINES %= 96.8
LL = 47, PI = 24
Bottom of Hole
Bottom of hole at 15.5 feet.
Topsoil @ 10"
SANDY SILT CLAY with trace organics, dark brown with gray mottling, damp to moist, medium stiff to stiff
LEAN CLAY with sand, gray and brown with some black mottling, damp to moist
FAT CLAY with trace sand, dark brown and dark gray, moist to very moist, very stiff
GRAVELLY LEAN CLAY with sand, brown and gray, moist to wet, stiff to very stiff
GRAVELLY FAT CLAY with trace sand, light brown, very moist to wet, stiff
BORING TERMINATED (NO REFUSAL)
End of boring at feet.
T
F
F
F
F
F
2.5
3.25 3.75
1.5 3.25
3.25 4.25
2.5 3.75
2.5
31.5
22.4
23.2
24.4
37.7
29.9
LOI = 3.6
LL = 40, PI = 22
SAND/GRAVEL % = 16.7
FINES % = 83.3
LL = 32, PI = 14
LL = 72, PI = 40
Topsoil @ 12"
SSilty Clay with organics, brown, very moist to wet, very soft
SANDY LEAN CLAY with trace gravel and some organic material present, brown and gray, very moist to wet, medium stiff
GRAVELLY FAT CLAY with trace organic material present, brown with pink and black mottling, moist to wet
FAT CLAY, trace gravel, red with gray mottling, moist to wet, stiff
Medium stiff
T
F
F
F
CH
1.5
0.5
1.75 2.25
2.25 3.25
2.5 2.75
2.25 w w w w
0.0' Recovery No groundwater @ time of drilling Backfilled hole immediately after due to proximity of playground
Bottom of hole at 23.6 feet.
FAT CLAY, trace gravel, red with gray mottling, moist to wet, stiff (continued)
BORING TERMINATED (AUGER REFUSAL @ 23.6')
End of boring at feet.
CH
25.7
29.4
18.4
14.4
15.6
19.6
16.6
GROUND WATER LEVEL = 14'
Topsoil @ 12"
FAT CLAY with trace sand, gray to brown, very moist to wet, medium stiff to stiff, medium to high plasticity
FAT CLAY with trace sand and trace organics, gray, moist to wet, stiff, medium to high plasticity
GRAVELLY FAT CLAY, gray to brown, moist to wet, stiff, medium to high plasticity
POORLY GRADED SAND with gray, very moist to wet, loose gravel
SANDY LEAN CLAY, brown with gray mottling, moist to wet, stiff
Gravelly poorly graded sand
LEAN CLAY with sand and gravel, red, moist, medium stiff, low to medium plasticity
GRAVELLY LEAN CLAY with sand, red to brown, very stiff, low to medium plasticity
T
F
F
F
SP
CL
CL
CL
2.5 3.5
3.5
3.5
2.5 3.5
0.5
0.5
19.5
23.5
26.5
Bottom of hole at 44.8 feet.
GRAVELLY LEAN CLAY with sand, red to brown, very stiff, low to medium plasticity (continued)
GRAVELLY LEAN CLAY with sand, red, wet to saturated, stiff, low to medium plasticity
Medium stiff
SANDY LEAN CLAY with trace gravel, very moist to wet, medium stiff
GRAVELLY LEAN CLAY with sand and trace gravel, red to brown, wet, medium stiff, low to medium plasticity
SANDY LEAN CLAY, red with gray mottling, wet to saturated, soft to medium stiff, transitions to weathered rock @ 44.6'
SPOON REFUSAL@44.8'
End of boring at feet.
CL
CL
CL
CL
CL
0.5
0.5
1.5
50/3"
23.4
28.7
29.5
27.8
35.8
37.9
26.4
Topsoil @ 6"
FAT CLAY, trace gravel, red with tan and black mottling, moist to wet, soft to medium stiff
FAT CLAY, tan with red mottle, very moist to wet, medium stiff
LEAN CLAY with trace gravel, red with gray and black mottling, damp to moist, stiff
GRAVELLY LEAN CLAY, trace sand, red with white gravel, moist, stiff
GRAVELLY LEAN CLAY, trace sand, red with white gravel, moist, stiff
FAT CLAY, trace gravel, redish brown with black mottling, moist to wet, stiff
T
F
F
F
F
CL
CH
1.25 1.75
0.5 1.25
1.75
3.75 4.25
3.25 4.25
2.5 3.5 w
26.4
FAT CLAY, trace gravel, redish brown with black mottling, moist to wet, stiff (continued)
GRAVELLY FAT CLAY, red, moist to wet, very stiff Auger Refusal @ 22.1'
Bottom of Hole @ 23.6' End of boring at feet.
CH
CH
19.7
25.5
24.9
40.1
Topsoil @ 6.5"
LEAN CLAY with organics, brown, moist
LEAN CLAY, trace sand and gravel with some organics, red, moist to wet, stiff
LEAN CLAY, trace gravel, trace organics, brown, damp to moist, stiff
FAT CLAY, trace gravel and organics, red, moist to wet, stiff
FAT CLAY, trace gravel, gray to tan, moist to wet, medium stiff
Spoon Refusal @ 23.6' End of boring at feet.
T
F
F
F
CH
CH
4.5
1.5 3.25
4.5
4.5
3.75
2.5
50/1"
33.1
21.3
17.5
24.7
43.5
ATD GROUND WATER LEVEL =11'
Topsoil @ 10"
LEAN CLAY, some sand, trace organic material present,brown with black mottling, moist to very moist, soft to stiff
SANDY LEAN CLAY, trace gravel, brown with red, gray, and black mottling, damp to moist, very stiff
FAT CLAY, some sand, trace gravel, red with tan and gray mottling, damp to moist, very stiff
T
CL
CL
CH
1.5
1.5
2.5 3.5
1.5 1.75
29.9
21.7
Bottom of hole at 30.7 feet.
FAT CLAY, some sand, trace gravel, red with tan and gray mottling, damp to moist, very stiff (continued) trace gravel and organics present weathered shale in bottom of spoon (dark brown)
Auger Refusal @ 30.7' End of boring at feet.
CH
w
22.8
19.5
26.9
32.7
28.7
Modified Proctor Dry Density = 126.5 Optimum Moisture = 10% Swell % =1.5
CBR = 16.5
ASPHALT @ 6"
DGA @ 18"
SANDY LEAN CLAY, red to brown, mosit to wet, medium stiff, medium plasticity
FAT CLAY, trace gravel, red with brown mottling, moist, stiff, medium to high plasticity trace sand
FAT CLAY with sand and gravel, red, moist to very moist, stiff
A
DGA
F
CH
CH
1.5
2.5
2.5
32.8
39.5
Bottom of hole at 31.6 feet.
FAT CLAY with sand and gravel, red, moist to very moist, stiff (continued)
FAT CLAY, trace gravel and sand, red to tan, moist to wet, medium stiff, medium plasticity
GRAVELY FAT CLAY with sand, tan, moist to wet, medium stiff
Auger Refusal @ 31.6' End of boring at feet.
CH
CH
CH
1.5
24.3
22.8
25.2
23.5
31.1
16.6
LL = 37, PI = 16
LL = 72, PI = 42
Bottom of hole at 20.8 feet.
Topsoil @ 10"
LEAN CLAY, trace organics, brown, moist to wet, medium stiff
LEAN CLAY, trace gravel, brown with black mottling, moist to wet, stiff
GRAVELLY FAT CLAY, red with tan mottling, moist to wet, medium stiff to stiff
T
F
F
CH
1.5
3.5
0.5
1.5 3.5
Auger Refusal @ 20.8' End of boring at feet.
25.2
32.5
33.3
32.2
34.9
26.5
LL=81, PI= 47
LOI % = 6.5
SAND % = 4
FINES % = 96
LL = 54, PI = 47
SAND % = 1.2
FINES % = 98.8
Bottom 0.2' of spoon had a silty material present
Ground Water level 20.5 ft.
Topsoil @ 7"
FAT CLAY with trace gravel and trace organic material present, red with brown mottling, moist to wet, medium stiff color change to dark brown
GRAVELLY FAT CLAY, red, moist to wet, very stiff
FAT CLAY, red with brown & black mottling, moist, medium stiff
LEAN CLAY with trace gravel, red with brown mottling, moist to wet, soft to medium stiff
SANDY LEAN CLAY with trace organics, light brown to red, wet, soft
T
F
F
F
F
CL
CL
1.75 2.25
1.75
1.25
2.75 3.5
1.5
0.5 w
26.7
27.8
LL -= 29, PI = 13
SAND % =15.9
FINES % = 84.1
AR @ 31.5'
Bottom of hole at 31.5 feet.
SANDY LEAN CLAY with trace organics, light brown to red, wet, soft (continued)
SANDY LEAN CLAY, brown & red, wet, very soft, BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
CL
CL
0.5 w w
23.1
15.9
19.8
30.6
34.4
8.2
LL = 25, PI = 8
SAND/GRAVEL % = 37.8
FINE % = 62
LL = 29, PI = 11, PH = 4.25
LL= 64, PI = 41
AR @ 15.4'
Bottom of hole at 15.4 feet.
Topsoil @ 10"
SANDY SILT with some clay, brown with gray & black mottling, damp to moist, medium stiff to stiff
LEAN CLAY with sand and gravel, brown & red with gray mottling, damp to moist, stiff to very stiff
FAT CLAY, gray with brown mottling, very moist to wet, stiff
FAT CLAY with sand and trace gravel, brown & gray with black mottling, moist, stiff weathered limestone
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
T
F
F
CH
CH
WR
1.75 3.25
4.5
4.5
2.75 3.75
2.5
50/5"
23.2
19.4
21.7
23.3
27.7
LL = 33, PI = 16
SAND/GRAVEL % = 37.8
FINE % = 62
DRY DENSITY = 103.3
MOISTURE CONTENT = 19.5
UC = 1071 PSF
K - CM = 2.31
LL = 35, PI = 18
AR @ 17.7'
Bottom of hole at 17.7 feet.
Topsoil @ 9"
LEAN CLAY with gravel and sand, redish brown, moist to very moist, trace sand, medium stiff to stiff
LEAN CLAY, light brown, moist to very moist, stiff
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
T
F
F
1.75
2.25
2.25
1.5 2.5
1.75 2.5 w
27.9
28.3
26.9
18.9
22.5
32.6
LOI % = 3.6
K -CM = 14.1
Pushed tube 1.5' (6.0'-7.5')(0.0 REC).
Drove spoon directly after.
AR @ 17.7'
Bottom of hole at 18 feet.
Topsoil @ 8"
LEAN CLAY, brown, moist
LEAN CLAY, brown with black mottling, moist to wet, soft
LEAN CLAY, brown to red, moist, soft to medium stiff
GRAVELLY LEAN CLAY with sand, red with brown mottling, moist to wet, medium stiff
SANDY LEAN CLAY, red with gray mottling, stiff
FAT CLAY, trace gravel, red with tan mottling, stiff
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
T
F
F
F
F
F
CH
1.5
0.5
0.5
0.5 2.5 w
20.7
24.8
16.2
17.4
18.1
15.8
16.2
LL = 35, PI = 14
PH = 4.12
LL = 31, PI = 14
GRAVEL % = 20.4
SAND % = 26.9
FINES % = 52.7
LL = 24, PI = 9
Topsoil @ 10"
LEAN CLAY, brown, moist, medium stiff
LEAN CLAY with trace sand, brown, very moist to wet, soft to medium stiffy
SANDY LEAN CLAY, brown with black to gray mottling, stiff
LEAN CLAY with sand, tan with gray mottling, very stiff
GRAVELLY LEAN CLAY with some sand and some organics, brown, very stiff
GRAVELLY LEAN CLAY with sand, red, moist to very moist, stiff
LEAN CLAY, trace gravel, red with black mottling
T
F
F
F
F
F
F
F
0.5 2.5
0.5
3.5
1.5
0.5
0.5 1.5
1.5 w
15.8
Ground Water Level = 25 ft.
AR @ 31.2'
Bottom of hole at 31.2 feet.
LEAN CLAY, trace gravel, red with black mottling (continued)
LEAN CLAY with sand and trace gravel, brown to red, wet, soft
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
F
F
530.5 w
23.5
23.4
19.6
Bulk @ 1.0'-5.0' Modified Proctor
Dry Density = 119.3, CBR = 23.9
SWELL % 1.2
MOISTURE % = 12.7
LL =24, PI = 6
SAND/GRAVEL % =11.4
FINE % = 88.6
MOISTURE = 23.5
Dry Density = 102.8, UC = 1277 PSF
K-CM=1.08
MOISTURE = 23.4
LL = 36, PI = 18
AR @ 18.6'
Bottom of hole at 18.6 feet.
ASPHALT @ 5"
DGA @ 10"
LEAN CLAY, trace gravel, trace organic material present, dark brown with black mottling, moist to wet, soft to medium stiff
LEAN CLAY with some sand, gray, moist, very stiff
GRAVELLY LEAN CLAY, subangular gravel, red with white gravel, moist to wet, very stiff
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
A
DGA
F
CL
CL
2.5
4.5
1.25
25.7
24.2
18.7
16.9
20.7
Bulk @ 1.0'-5.0'
LL = 35, PI = 20, Dry Density = 108, UC = 2754 PSF
MOISTURE = 18.7
Ground Water Level = 13 ft.
ASPHALT @ 3.5"
DGA @ 7.5"
LEAN CLAY, gray and brown, moist to wet, medium stiff to stiff
FAT CLAY with trace sand, gray, moist to wet
SANDY LEAN CLAY, brown with gray mottling, moist to wet
SANDY LEAN CLAY, trace gravel, brown and gray with pink mottling and some black mottling, very moist to wet, medium stiff
A
DGA
F
F
CL
CL
2.75
2.5
2.5
1.5
1.5
27.8
24.9
Bottom of hole at 30.4 feet.
SANDY LEAN CLAY, trace gravel, brown and gray with pink mottling and some black mottling, very moist to wet, medium stiff (continued)
LEAN CLAY, trace sand and gravel, gray and brown, moist to wet, medium stiff
Weathered Limestone
BORING TERMINATED (SPOON REFUSAL)
End of boring at feet.
CL
CL
WR
50/5"
34.6
49.8
35.6
Bulk @ 1.0'-5.0' Modified Proctor
CBR = 2.5
SWELL = 9.7
DD = 103.7
OPTIMUM MOISTURE =21.5
AR @ 8.0'
Bottom of hole at 8 feet.
Topsoil @ 10"
FAT CLAY, red with some gray mottling and some light brown mottling, moist, soft to medium stiff
FAT CLAY with some sand, tan, moist, medium stiff to stiff
LEAN CLAY with sand, brown and red with gray and black mottling, very moist to wet, medium stiff
BORING TERMINATED (AUGER REFUSAL)
End of boring at feet.
T
F
F
F
1.5
1.75 2.25
1.75 2.25
1.75
4/0"
Test Pit Photos Van Voorhis Mudge School Relocation
Appendix C – Laboratory Testing
Laboratory Procedures Summary of Laboratory Test Data Sieve Analysis Atterberg Limits Natural Moistures Modified Proctor CBR Test Results Consolidation Test Unconfined Compression Strength Test Organic Content Determination (LOI) Soil pH Soil Resistivity Test Chloride Ion Content in Soils Water Soluble Sulfate Ion Content in Soil
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Pr oj ec t N am e
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.8
.0
S
5/ 4/
.8
.8
.0 E
5/ 4/
.6
.0
S
5/ 4/
.6
.0
E 5/
4/
.2 8.
.0
S 5/
4/
.2
.3
.0 E
5/ 4/
.5
.2
.0
2.
Su nn y, w ar m , 7
0' s
W at er U se d
0.
9.
1.
1.
Tr ia l N o.
Fl ow
R ea di ng
In ne r R in g An nu la r S pa ce
3.
0.
re fil le d ou te r r in g m ar rio tt e tu be
Ta p
Pe ne tr at io n of R in gs
1.
0.
1.
0.
.6
9.
2.
3.
7.
8.
5.
4.
3.
2.
9.
0.
1.
0.
0.
0.
0.
0.
0.
0.
0.
El ap se d
Ti m e (m in
Da te Li qu p f)
In ne r An nu la r co nd iti on s,e tc re fil le d bo th m ar rio tt e tu be s
So il
De sc rip tio n to ps oi l t o le an cl ay
Si te
D es cr ip tio n re la tiv el y fla t
M ar io tt e Tu be s
Li qu id Le ve l m ai nt ai ne d us in g:
AE
I P ro je ct N am e
AE
I P ro je ct N o.
4-
Te st
Lo ca tio n:
In fil tr at io n
#1 Va n Vo or hi s- M ud ge
S ch oo l R el oc at io n
Te st ed B y
TH
IS
R
EP
O R
T
PR
O
VI
D
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F O
R
IN
FO
R
M
AT
IO
N
O N
.0
.0
.0
.0
.0
.0
5.
0.
In ne r ( cm
/h
0.
1.
0.
0.
0.
0.
0.
0.
An nu la r ( cm
/h
2.
1.
0.
1.
0.
0.
0.
0.
0.
1.
0.
0.
0.
0.
0.
0.
2.
1.
0.
1.
0.
0.
0.
0.
0.
1.
2.
Incremenal Infiltration Rate (cm/h)
El ap se d tim e
( m in
In fil tr at io n
Te st
In ne r ( cm
/h
An nu la r ( cm /h
TH
IS
R
EP
O R
T
PR
O
VI
D
ED
F O
R
IN
FO
R
M
AT
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N
O N
Da
5/
5/
Ti m e
Be gi n:
:4
Ti m e:
:5
CE
JS
C
Ar ea
(c m
^2
M ar io tt e Tu be s
In ne r:
cm
^2
.5
/c m
An nu la r:
cm ^2
6.
/c m
In ne r:
.2
An nu la r:
.2
In ne r A re a cm ^2
An nu la r A re a
2, cm
^2
Re ad in g
(c m
Fl ow (c m ³)
Re ad in g
(c m
Fl ow
(c
³)
S
.2
.1
.0 E
.5
.0
S
.5
.0
E
.7
.0
S
.7
.0 E
.5
.6
.0
S
.5
.6
.0
E
.3
.0
S
.3
.0 E
.1
.9
.0
S
.1
.9
.0
E
.8
.4
.0
S
.8
.4
.0 E
.5
.1
.0
S
.5
.1
.0
E
.3
.6
.0
0.
clo ud y w ith a d riz zle
, 5 0' s
W at er U se d
.7
.7
.6
.6
Tr ia l N o.
Fl ow
R ea di ng
In ne r R in g An nu la r S pa ce
.7
0.
Ta p
Pe ne tr at io n of R in gs
0.
0.
0.
0.
6.
.4
.7
6.
.7
.4
.0
.4
.7
.6
.7
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
El ap se d
Ti m e (m in
Da te Li qu p f)
In ne r An nu la r co nd iti on s,e tc
Ra in e ve nt o cc ur re d in p re vi ou s 1 ho ur s
So il
De sc rip tio n 3" to ps il to le an cl ay
Si te
D es cr ip tio n lo w d ra in ag e ar ea
M ar io tt e Tu be s
Li qu id Le ve l m ai nt ai ne d us in g:
AE
I P ro je ct N am e
AE
I P ro je ct N o.
4-
Te st
Lo ca tio n:
In fil tr at io n
#2 Va n Vo or hi s- M ud ge
S ch oo l R el oc at io n
Te st ed B y
TH
IS
R
EP
O R
T
PR
O
VI
D
ED
F O
R
IN
FO
R
M
AT
IO
N
O N
.0
.0
.0
.0
.0
.0
5.
0.
In ne r ( cm
/h
0.
0.
0.
0.
0.
0.
0.
0.
An nu la r ( cm /h
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
050.
0.
150.
0.
Incremenal Infiltration Rate (cm/h)
El ap se d tim m in
In fil tr at io n
Te st
In ne r ( cm
/h
An nu la r ( cm /h
TH
IS
R
EP
O R
T
PR
O
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D
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F O
R
IN
FO
R
M
AT
IO
N
O N
Appendix D – Design Analysis
Site Classification for Seismic Design Seismic Design Calculations Drilled Pier Calculations Lateral Shear Capacity Calculations Earthwork Pressure Coefficient, Friction Factors and Adhesion Modulus of Subgrade Reaction Rigid Pavement Flexible Pavement
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LPile for Windows, Version 2016 09.002
Analysis of Individual Piles and Drilled Shafts Subjected to Lateral Loading Using the p y Method
© 1985 2015 by Ensoft, Inc.
All Rights Reserved
This copy of LPile is being used by:
USACE
USACE
Serial Number of Security Device: 151394968
This copy of LPile is licensed for exclusive use by:
U.S. Army Corps of Engineers, Lo
Use of this program by any entity other than U.S. Army Corps of Engineers, Lo is a violation of the software license agreement.
Files Used for Analysis
Path to file locations:
\Users\H2EDTDG9\Desktop\Van Voorhis\Calculations\
Name of input data file:
LPile 30 inches.lp9d
Name of output report file:
LPile 30 inches.lp9o
Name of plot output file:
LPile 30 inches.lp9p
Name of runtime message file:
LPile 30 inches.lp9r
Date and Time of Analysis
THIS REPORT PROVIDED FOR INFORMATION ONLYVan Voorhis-Mudge School Relocation: Drilled Piers Under Canopy with 30 inch Diameter and 35 feet Deep
Blue - Free Head, Red - Fixed/Free Head, Black - Fixed Head
Date: June 23, 2020 Time: 13:15:51
Problem Title
Project Name: Van Voorhis Mudge School Relocation
Job Number:
Client:
Engineer: David Garvin
Description:
Program Options and Settings
Computational Options:
Use unfactored loads in computations (conventional analysis)
Engineering Units Used for Data Input and Computations:
US Customary System Units (pounds, feet, inches)
Analysis Control Options:
Maximum number of iterations allowed = 500 Deflection tolerance for convergence = 1.0000E 05 in Maximum allowable deflection = 100.0000 in Number of pile increments = 100
Loading Type and Number of Cycles of Loading:
Static loading specified
Analysis uses p y modification factors for p y curves
No distributed lateral loads are entered Loading by lateral soil movements acting on pile not selected Input of shear resistance at the pile tip not selected Computation of pile head foundation stiffness matrix not selected Push over analysis of pile not selected Buckling…
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