Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX B
APPENDIX B Bore Hole Logs
November 2013 Juneau, Alaska
SOILS CLASSIFICATION, CONSISTENCY AND SYMBOLS CLASSIFICATION Identification and classification of the soil is accomplished in general accordance with the ASTM version of the Unified Soil Classification System (USCS) as presented in ASTM Standard D2487. The standard is a qualitative method of classifying soil into the following major divisions (1) coarse grained, (2) fine grained, and (3) highly organic soils. Classification is performed on the soils passing the 75 mm (3 inch) sieve and if possible the amount of oversize material (> 75 mm particles) is noted on the soil logs. This is not always possible for drilled test holes because the oversize particles are typically too large to be captured in the sampling equipment. Oversize materials greater than 300 mm (12 inches) are termed boulders, while materials between 75 mm and 300 mm are termed cobbles. Coarse grained soils are those having 50% or more of the non-oversize soil retained on the No. 200 sieve (0.075 mm); if a greater percentage of the coarse grains is retained on the No. 4 (4.76 mm) sieve the coarse grained soil is classified as gravel, otherwise it is classified as sand. Fine grained soils are those having more than 50% of the non-oversize material passing the No. 200 sieve; these may be classified as silt or clay depending their Atterberg liquid and plastic limits or observations of field consistency. Refer to the most recent version of ASTM D2487 for a complete discussion of the classification method.
SOIL CONSISTENCY - CRITERIA Soil consistency as defined below and determined by normal field and laboratory methods applies only to non-frozen material. For these materials, the influence of such factors as soil structure, i.e. Fissure systems, shinkage cracks, slickensides, etc., must be taken into consideration in making any correlation with the consistency values listed below. In permafrost zones, the consistency and strength of frozen soils may vary significantly and unexplainably with ice content, thermal regime and soil type.
Standard Penetration Test (Blows/ft) Relative to Denstiy/Consistency
Ref:
N60
Density
Relative Density
0-4 4-10 10-30 30-50 > 50
Very Loose Loose Medium Dense Very Dense
0-15% 15-35% 35-65% 65-85% >85%
Undrained Shear Strength
N60
Consistency
30
Very Soft Soft Medium Stiff Very Stiff Hard
psf < 250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 > 4000
Terzaghi, Peck, and Mesri Soil Mechanics in Engineering Practice, 3rd Edition, pg 60-63 ASTM D1586 Standard Test Method for Penetration Test and Split-Barrel Sampling of Soils ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (USCS)
SAMPLER TYPE SYMBOLS A Bs Cs Cd Ct Hl Hs
Auger Sample Bulk (grab) Sample Core Barrel w/ Single Tube Core Barrel w/ Double Tube Core Barrel w/ Triple Tube 2.5" Split Spoon w/ Air Hammer 1.4" Split Spoon w/ Air Hammer
Pb Sl Sm Sh Sp Ss
Pitcher Barrel 2.5" Split Spoon w/ 140# Hammer 2.5" Split Spoon w/ 300# Hammer 2.5" Split Spoon w/ 340# Hammer 2.5" Split Spoon, Pushed 1.4" Split Spoon w/ 140# Hammer
St Sx Sz Ts Tm
1.4" Split Spoon w/ 47# Hammer 2.0" Split Spoon w/ 47# Hammer 1.4 Split Spoon w/ 340# Hammer Shelby Tube Modified 2.5 O.D. Shelby Tube
Note: Split Spoon size refers to sampler inside diameter. Designed:
PND
Drawn:
PND
Checked:
PND
Project No.: 132070 Date:
Oct 2013
STANDARD BOREHOLE LOG DETAILS BOREHOLE LOGS
FIGURE
B-1
0
GRAPH
Penetration Blows per 6/Inch (per Foot)*
COMMENTS
BLOW COUNT (BPF)*
20
40
60
80
POCKET PEN. (TSF)
1
2
2
3
VANE SHEAR (TSF)
4
6
4 8
Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation Additional Information
24.43
0' - 0.30' A.C. PAVEMENT
Begin drilling 10/24/03 8:00 a.m.
POORLY-GRADED GRAVEL W/ SILT AND SAND (GP-GM) Gray, Moist, Dense, Subangular
2' to 3' - Hard, loud drilling (Cobbles/Boulder encountered)
1 Ss
30
20-20-25 (45)
22.43
2
1
Elevation (Feet)
SAMPLES Number Type Location Recovery (%)
Soil Name, Color, Moisture Condition, Relative Density, Soil Structure, Mineralogy, Other Information
GRAPHIC SYMBOL
Water Table
Depth (Feet)
SOIL DESCRIPTION
2
3
4
5 6 7
8
9
10
11
12
COLUMN DESCRIPTIONS 1
Depth
Depth (in feet) below the ground surface.
2
Water Level
Groundwater level recorded while drilling. Depths and times are recorded in comments column.
3
Graphic Log
Graphic depiction of materials encountered.
4
Soil Description
Description of materials encountered, including USCS soil descriptions.
5
Sample Number
Sample identification number.
6
Sample Type
Type of soil sample collected at depth interval depicted; symbols explained on Fig. B-1.
7
Sample Location
Location soil sample taken.
8
Sample Recovery
Percentage of sample recovered.
9
Sample Blows
Number of blows to advance driven sampler each 6-inch interval using sampler type specified with a 30-inch drop. Blows per foot given in parentheses.
10
Graphs
Graphic log depicting blow counts per foot with a specified split spoon, Pocket Penetration and Vane Shear tests depicted where taken on fine grained soils.
11
Comments
Comments or observations on drilling/sampling by driller or PND field personnel.
12
Elevation
Elevation (in feet) with respect to Mean Lower Low Water (MLLW) or other datum where specified.
GENERAL NOTES 1.
Field descriptions may have been modified to reflect laboratory test results.
2. Descriptions on these boring logs apply only at the specific locations at the time the borings were drilled. They are not warranted to be representative of subsurface conditions at other locations or times. 3. Split spoon blow counts shown are uncorrected raw data. Various hammer sizes and split spoon sizes were used and have not been corrected to a Standard Penetration Test (SPT). Blow counts may vary substantially between SPT and these methods.
Designed:
PND
Drawn:
PND
Checked:
PND
Project No.: 132070 Date:
Oct 2013
STANDARD BOREHOLE LOG DETAILS BOREHOLE LOGS
FIGURE
B-2
Stratigraphic Contact
Soil Legend SYMBOLS
MAJOR DIVISIONS
COARSE GRAINED SOILS
GRAVEL AND GRAVELLY SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE (4.75mm)
SAND AND SANDY SOILS MORE THAN 50% RETAINED ON NO. 200 SIEVE (0.075mm)
FINE GRAINED SOILS
MORE THAN 50% PASSING NO. 200 SIEVE (0.075mm)
MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE (4.75mm)
SILTS AND CLAYS
SILTS AND CLAYS
GRAPH LETTER
CLEAN GRAVELS
GW
(LITTLE OR NO FINES)
GP
GRAVELS WITH FINES
GM
(APPRECIABLE AMOUNT OF FINES)
GC
CLEAN SANDS
SW
(LITTLE OR NO FINES)
SP
SANDS WITH FINES
SM
(APPRECIABLE AMOUNT OF FINES)
SC
Well-graded gravels, gravel sand mixtures, little or no fines
Silty gravels, gravel-sand-silt mixtures
Well-graded sands, gravely sands, little or no fines
Poorly graded sands, gravelly sands, little or no fines
Silty sands, sand-silt mixtures
clayey sands, sand-clay mixtures
CL
Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays
OL
Organic silts and organic silty clays of low plasticity
MH
Inorganic silts, micaceous or diatomceous fine sandy or silty soils, elastic silts
CH OH PT
HIGHLY ORGANIC SOILS
Approximate location of soil strata change within a geologic soil unit
Clayey gravels, gravel-sand-clay mixtures
Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity
LIQUID LIMIT GREATER THAN 50
Gradual change between soil strata or geologic units
Poorly graded gravels, gravel-sand mixtures, little or no fines
ML LIQUID LIMIT LESS THAN 50
Distinct contact between soil strata or geologic units
TYPICAL DESCRIPTIONS
Frost Susceptibility Classification
Inorganic clays of high plasticity, fat clays
Organic clays of medium to high plasticity, organic silts
Frost Group
Degree of Frost Susceptibility
NFS
Non Frost Susceptible
F1
Negligible to low
F2
Low to medium
F3
High
F4
Very High
Peat and other highly organic soils
NOTE: Taken from Department of Transportation Federal Highway Administration (FHWA NHI-05-03)
NOTE: Multiple symbols are used to indicate borderline or dual soil classifications
Laboratory / Field Tests List of Abbreviations %F AL CP CO DP DS
Percent Fines Atterberg Limits Laboratory Compaction test Consolidation test Depth "Peat" Probe Direct Shear
HA LMA MC MD OC PM
Hydrometer Analysis Limited Mechanical Analysis Moisture Content Moisture content and Dry density Organic Content Permeability or Hydraulic Conductivity
Designed:
PND
Drawn:
PND
Checked:
PND
Project No.: 132070 Date:
Oct 2013
PP SA TV TX UC VS
Pocket Penetrometer Sieve Analysis Torvane Triaxial Shear Unconfined Compression Vane Shear
STANDARD BOREHOLE LOG DETAILS BOREHOLE LOGS
FIGURE
B-3
0.0
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH 20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Drilling: 9/16/13; Time 11:30 PM
ASPHALT 1 Cs Asphalt Core Thickness = 10.5 inches POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM) brown, dry, medium dense; 32% gravel; 56.5% sand; 11.5% fines; subrounded gravel to 2 in dia.; Frost Group=F2
2 Sh
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
27.0
6 inch dia. surface ACP core
100
8-13-14-15 (27)
2.5
24.5 WELL-GRADED SAND (SW) brown, dry, medium dense; 5% gravel; 90% sand; 5% fines; subrounded gravel to 1 in dia.; Frost Group=F2 3 Sh
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
5.0
7.5
POORLY-GRADED SAND (SP) brown, dry, medium dense; 5% gravel; 90% sand; 5% fines; trace subangular gravel to 1/2 in dia; very fine to fine grained angular sand non native; Frost Group=F2
50
1-11-10-12 (21)
22.0
4 Sh
75
5-7-7-6 (14)
borehole wall holding firm no sloughing
WELL-GRADED SAND (SW) brown, dry, medium dense; 8% gravel; 87.3% sand; 4.7% fines; trace subangular gravel to 1/2 in dia; Frost Group=F2
19.5 5 Sh
75
5-4-6-6 (10)
End Drilling: 9/16/13; Time 11:10 PM
10.0
Groundwater table not encountered
17.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-4 PND-1 (Sta. 64+90) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/17/13; Time 2:50 AM
ASPHALT 1 Cs Asphalt Core Thickness = 11 inches
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
27.0
6 inch dia. surface ACP core End Coring: 9/17/13; Time 3:20 AM
2.5
24.5
5.0
22.0
7.5
19.5
10.0
Groundwater table not encountered
17.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-5 PND-2 (Sta. 76+50) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/17/13; Time 3:45 AM
ASPHALT 1 Cs Asphalt Core Thickness = 11 inches
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
27.0
6 inch dia. surface ACP core End Coring: 9/17/13; Time 4:20 AM
2.5
24.5
5.0
22.0
7.5
19.5
10.0
Groundwater table not encountered
17.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-6 PND-3 (Sta. 82+50) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/17/13; Time 11:00 PM
ASPHALT 1 Cs Asphalt Core Thickness = 11 inches
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
28.0
6 inch dia. surface ACP core End Coring: 9/17/13; Time 11:45 PM
2.5
25.5
5.0
23.0
7.5
20.5
10.0
Groundwater table not encountered
18.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-7 PND-4 (Sta. 20+90) 1 of 1
0.0
Penetration Blows per 6/Inch (per foot)* or {Rock Quality}
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/18/13; Time 12:10 AM
ASPHALT 1 Cs
GRAPH
100
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
28.0
6 inch dia. surface ACP core
2.5
Asphalt Core Thickness = 9 inches POORLY-GRADED SAND WITH GRAVEL (SP) black, dense; 25% gravel; 75% sand; subrounded gravel to 1 in dia; oil stained sand and gravel; material resembles unconsolidated asphalt POORLY-GRADED GRAVEL WITH SILT AND SAND (GP-GM) gray, dry, dense; 48% gravel; 45% sand; 7% fines; subrounded gravel to 2 in dia; distinctly non-native material; density loosens down depth as noted; Frost Group=F1
2A Sh
100 23-18-20-24 (38)*
2B Sh
90
*SPT value represents combined sample 2A and 2B
25.5
3 Sh
75
17-20-16-14 (36)
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
5.0
23.0
7.5
4 Sh
75
11-10-12-12 (22)
5 Sh
100
11-12-12 (24)
20.5
At bottom of hole, increase in fines content (to approximately 10%)
End Coring: 9/18/13; Time 11:19 AM
10.0
Groundwater table not encountered
18.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-8 PND-5 (Sta. 27+00) 1 of 1
0.0
2.5
ASPHALT Asphalt Core Thickness = 7.5 inches; remaining 2 inches of solid asphalt recovered within Sh sampler POORLY-GRADED SAND WITH GRAVEL (SP) black, dense; 25% gravel; 75% sand; subrounded gravel to 1 in dia; oil/tar stained sand and gravel; material resembles unconsolidated asphalt POORLY-GRADED SAND WITH GRAVEL (SP) brown, dry, medium dense; 15% gravel; 85% sand; subrounded gravel to 2 in dia; trace of fines
GRAPH
Penetration Blows per 6/Inch (per foot)* or {Rock Quality}
1A Cs 1B Sh
2 Sh
3 Sh
*
84
*
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Borehole: 9/18/13; Time 2:30 AM 6 inch dia. surface ACP core Driller prematurely stopped coring pavement thinking he was through pavement; decided to advance through remainder of pavement using Sh sampler; total ACP thickness = 9.5 inches *no penetration blows recorded at sample 1B *driller advanced rods without notice - no penetration blows obtained at sample 2
*SPT value represents combined sample 4A and 4B
SILTY SAND WITH GRAVEL (SM) brown, dry, medium dense; 16% gravel; 70% sand; 14% fines; subrounded gravel to 1/4 in dia; Frost Group=F2 WELL-GRADED SAND (SW) brown, dry, medium dense; 10% gravel; 90% sand; subrounded gravel to 3/4 in dia; trace of fines
4A Sh
80
4B Sh
51
5A Sh
100
5B Sh
28.0
25.5
100 14-11-18-11 (29)
5.0
7.5
20
COMMENTS Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
100
23.0
8-7-6-5 (13)*
6-6-8-9 (14)*
*SPT value represents combined sample 5A and 5B 20.5
faint 1/4" thick laminations defined by dark and light colored mineral grains End Borehole: 9/18/13; Time 3:45 AM
10.0
Groundwater table not encountered
18.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-9 PND-6 (Sta. 38+40) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/19/13; Time 11:10 PM
ASPHALT
1 Cs
Asphalt Core Thickness = 17 inches WELL-GRADED SAND WITH GRAVEL (SW) brown, loose to medium dense; 30% gravel; 70% sand; subrounded gravel to 2 in dia.; trace of fines
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
2 G
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
29.0
6 inch dia. surface ACP core
End Coring: 9/19/13; Time 11:40 PM
2.5
26.5
5.0
24.0
7.5
21.5
10.0
Groundwater table not encountered
19.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-10 PND-7 (Sta. 16+00) 1 of 1
0.0
Penetration Blows per 6/Inch (per foot)* or {Rock Quality}
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Drilling: 9/18/13; Time 10:45 PM
ASPHALT 1 Cs
2.5
GRAPH
Asphalt Core Thickness = 10.5 inches SAND WITH GRAVEL (SP) black, dense; oil stained sand and gravel; material resembles unconsolidated asphalt SILTY SAND WITH GRAVEL (SM) brown, dry, medium dense; 31% gravel; 56.7% sand; 12.3% fines; subrounded gravel to 3/4 in dia; Frost Group=F2 POORLY-GRADED SAND (SP) brown, dry, medium dense; 2% gravel; 93.2% sand; 4.8% fines; subrounded gravel to 3/4 in dia.; density loosens at depth as noted; Frost Group=F2
Sh
27.5
6 inch dia. surface ACP core 100 27-17-13-14 (30)*
2A Sh
141
2B Sh
51
3 Sh
75
*SPT value represents combined oil stained sand and gravel and samples 2A and 2B
25.0
11-11-9-10 (20)
5.0
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
22.5
7.5
4 Sh
100
7-5-6-6 (11)
5 Sh
67
4-4-4 (8)
20.0
End Drilling: 9/18/13; Time 11:40 PM
10.0
Groundwater table not encountered
17.5
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-11 PND-8 (Sta. 54+00) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/19/13; Time 12:10 AM
ASPHALT
Asphalt Core Thickness = 13.75 inches WELL-GRADED SAND WITH GRAVEL (SW) brown, loose to medium dense; 20% gravel; 80% sand; subrounded gravel to 1 in dia.; trace of fines
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
1 Cs
6 inch dia. surface ACP core
2 G
End Coring: 9/19/13; Time: 12:40 AM
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
28.5
2.5
26.0
5.0
23.5
7.5
21.0
10.0
Groundwater table not encountered
18.5
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-12 PND-9 (Sta. 5+25) 1 of 1
0.0
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Coring: 9/20/13; Time 1:10 AM
ASPHALT
1 Cs
Asphalt Core Thickness = 16 inches WELL-GRADED SAND WITH GRAVEL (SW) brown, loose to medium dense; 20% gravel; 80% sand; subrounded gravel to 1 in dia.; trace of fines
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
GRAPH
2 G
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
28.0
6 inch dia. surface ACP core
End Coring: 9/20/13; Time 1:50 AM
2.5
25.5
5.0
23.0
7.5
20.5
10.0
Groundwater table not encountered
18.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-13 PND-10 (Sta. 46+00) 1 of 1
0.0
Penetration Blows per 6/Inch (per foot) or {Rock Quality}
20
BLOW COUNT 40 60 80
POCKET PEN (tsf) 1 2 3 4 VANE SHEAR (tsf) 0.2 0.4 0.6 0.8
COMMENTS Casing Depth, Drilling Rate, Fluid Loss, Drill Pressure, Tests, Instrumentation, Additional Information Start Borehole: 9/20/13; Time 2:15 AM
ASPHALT
Asphalt Core Thickness = 17.5 inches POORLY-GRADED SAND WITH SILT AND GRAVEL (SP-SM) brown, dry, medium dense; 24% gravel; 69% sand; 7% fines; subrounded gravel to 2.5 in dia; Frost Group=F2
2 Sh
84
12-17-19-25 (36)
3 Sh
84
21-17-17-18 (34)
25.5
5.0
BOREHOLE LOG 132070 JIA RUNWAY 826 REHAB LOGS.GPJ PND ENGINEERS.GDT 11/21/13 ©2013
28.0
6 inch dia. surface ACP core
1 Cs
2.5
GRAPH
Elevation (feet)
Soil Name, Color, Moisture Content, Relative Density, Soil Structure, Mineralogy, Other Information
SAMPLES Number Type Location Recovery % (RQD %)
Graphic Symbol
Depth (feet)
Water Table
SOIL DESCRIPTION
23.0
4 Sh
84
16-13-13-12 (26) driller had considerable difficulty pulling rods, decided to terminate drilling
7.5
10.0
End Borehole: 9/19/13; Time 3:23 AM
Groundwater table not encountered
18.0
Logged By: CDL/PJD Data Entry: PJD Checked:
ENGINEERS, INC.
MH
Project No.: 132070 Date:
20.5
Sep. 2013
JUNEAU INTERNATIONAL AIRPORT RUNWAY 08/26 REHAB Juneau, Alaska FIGURE B-14 PND-11 (Sta. 39+40) 1 of 1
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX C
APPENDIX C Lab Test Results
November 2013 Juneau, Alaska
Sieve Analysis AASHTO T 27 / T 11
6205 GLACIER HIGHWAY JUNEAU, ALASKA 99801
Client
PND Engineers, Inc.
Project #
131205
Project
JIA Runway Rehab
Received Date
10/15/2013
Location Sta/Offset
JIA Runway
Reported Date
10/22/2013
Material/Source
Soil Sample
Tested by/date
EC/JG 10/16/13
Sampled by/date
10/15/2013
Moisture
9.5%
2.5%
SIEVE SIZE Percent passing
STA 64+90, Sample #2, 11"35" Depth 4 "
1.9%
Required Percent passing specs
Required Percent passing specs
STA 38+40, Sample #5a, 88"-95" Depth
STA 64+90, Sample #5
100
4.0%
Required Percent passing specs
100
STA 54+00, Sample #2A
100
100
3"
(SP-SM) 100
(SW)100
2 "
100
100
1 1/2 "
100
100
100
100
1"
98
100
100
100
3/4 "
97
100
100
100
1/2 "
92
99
97
93
3/8 "
82
98
94
85
No 4
68
92
84
69
No 8
57
85
74
58
No 10
54
81
70
54
No 16
47
70
63
47
No 30
36
45
50
36
No 40
30
33
42
31
No 50
25
21
34
26
17 11.5
9 4.7
22 14.0
18 12.3
No 100 No 200
Required specs
(SM)100 Nonplastic 100
(SM)100 Nonplastic 100
#200
#100
#50
#40
#30
#16
#8
#4
3/8"
1/2"
1"
3/4"
2"
1 1/2"
3"
Grain Size Distribution Curve
100
STA 64+90, Sample #2, 11"35" Depth
% passing individual sieves
90
STA 64+90, Sample #5
80
STA 38+40, Sample #5a, 88"-95" Depth
70
STA 54+00, Sample #2A 60 50 40 30 20 10 0 100
10
Cobbles and Gravel
I:\2013\131205\131022, JIA Runway Rehab - Gradation Report with USCS.xls
1
Particle Size in mm
Sand
0.1
0.01
Silt and Clay
Sieve Analysis AASHTO T 27 / T 11
6205 GLACIER HIGHWAY JUNEAU, ALASKA 99801
Client
PND Engineers, Inc.
Project #
131205
Project
JIA Runway Rehab
Received Date
10/15/2013
Location Sta/Offset
JIA Runway
Reported Date
10/22/2013
Material/Source
Soil Sample
Tested by/date
EC/JG 10/16/13
Sampled by/date
10/15/2013
Moisture
2.9%
3.6%
SIEVE SIZE Percent passing
STA 54+00, Sample #3 4 "
1.5%
Required Percent passing specs STA 39+40,
Sample #2, 17.25"-41.25" Depth
(SP)
3.8%
Required Percent passing specs STA 39+40,
Required Percent passing specs STA 27+00,
Sample #4, 65.25"-89.25" Depth
Sample #2B, 11.25"-32.25" Depth
(SP-SM)
(SP-SM)
(GP-GM)
1 1/2 "
100
100
100
1 "
97
97
94
3 "
Required specs
2 "
3/4 "
100
95
95
87
1/2 "
99
89
89
79
3/8 "
99
86
84
69
No 4
98
76
73
52
No 8
94
68
63
45
No 10
93
64
60
42
No 16
86
56
53
38
No 30
62
40
39
29
No 40
46
31
31
24
No 50
29
22
23
19
No 100
10
12
12
11
No 200
4.8
7.0
7
7.0
#200
#100
#50
#40
#30
#16
#8
#4
3/8"
1/2"
3/4"
1"
1 1/2"
2"
3"
Grain size distribution for soils of the
100
STA 54+00, Sample #3
% passing individual sieves
90
STA 39+40, Sample #2, 17.25"-41.25" Depth STA 39+40, Sample #4, 65.25"-89.25" Depth
80 70 60 50 40 30 20 10 0 100
10
1
0.1
0.01
Particle Size in mm
Cobbles and Gravel I:\2013\131205\131022, JIA Runway Rehab - Gradation Report with USCS.xls
Sand
Silt and Clay
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX D
APPENDIX D DCP Test Data
November 2013 Juneau, Alaska
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX D
November 2013 Juneau, Alaska
STA 82+50 CBR % 0
10
20
30
40
50
60
70
80
90
100
90
100
0
Penetration (in)
0.5 1 1.5 2 2.5 3
STA 20+90 CBR % 0
10
20
30
40
50
60
70
80
0
Penetration (in)
1 2 3 4 5 6
Page 1 of 3
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX D
November 2013 Juneau, Alaska
STA 16+00 CBR % 0
10
20
30
40
50
60
70
80
90
100
60
70
80
90
100
0
Penetration (in)
0.5 1 1.5 2 2.5 3 3.5
STA 5+25 CBR %
Penetration (in)
0
10
20
30
40
50
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5
Page 2 of 3
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX D
November 2013 Juneau, Alaska
STA 46+00 CBR % 0
10
20
30
40
50
60
70
80
90
100
0 0.5
Penetration (in)
1 1.5 2 2.5 3 3.5 4 4.5 5
STA 39+40 CBR % 0
10
20
30
40
50
60
70
80
90
100
0 1
Penetration (in)
1 2 2 3 3 4 4
Page 3 of 3
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX E
APPENDIX E FAARFIELD Analysis
November 2013 Juneau, Alaska
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX E
November 2013 Juneau, Alaska
FAARFIELD - Airport Pavement Design (V 1.305, 9/28/10 64-bit) Section AConFlex01 in Job 132070. Working directory is C:\Users\clongton\Desktop\FAARFIELD\ The structure is AC Overlay on Flexible. Asphalt CDF was not computed. Design Life = 20 years. A design for this section was completed on 10/29/13 at 09:48:11. Pavement Structure Information by Layer, Top First No.
Type
1 2 3
P-401/ P-403 HMA Overlay P-401/ P-403 HMA Surface Subgrade
Thickness in 2.85 9.00 0.00
Modulus psi 200,000 200,000 45,000
Poisson's Ratio 0.35 0.35 0.35
Strength R,psi 0 0 0
Total thickness to the top of the subgrade = 11.85 in Airplane Information No.
Name
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Sngl Whl-10 Dual Whl-45 Sngl Whl-10 Dual Whl-20 Dual Whl-10 B737-400 B737-700 B737-800 B737-900 ER C-17A Dual Whl-45 Dual Whl-100 Sngl Whl-3 Sngl Whl-10 Sngl Whl-3 Sngl Whl-5 Citation-V Dual Whl-20 Dual Whl-20 Learjet-35A/65A C-130 Navajo-C Sarat.PA-32R-301 Shorts-330-200
Gross Wt. lbs 10,325 47,400 9,900 17,120 6,600 150,000 154,500 174,200 187,700 351,000 40,125 95,000 2,000 8,750 2,900 5,090 16,630 15,000 12,500 18,300 155,000 7,200 3,600 22,900
Annual Departures 26 494 283 416 43 4,838 300 356 365 12 26 52 3,278 2,655 52 1,496 26 78 260 832 52 170 1,409 26
% Annual Growth 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20 0.20
Additional Airplane Information Subgrade CDF No.
Name
1 2 3 4 5 6 7 8
Sngl Whl-10 Dual Whl-45 Sngl Whl-10 Dual Whl-20 Dual Whl-10 B737-400 B737-700 B737-800
CDF Contribution 0.00 0.00 0.00 0.00 0.00 0.39 0.04 0.16
CDF Max for Airplane 0.00 0.00 0.00 0.00 0.00 0.40 0.04 0.16
P/C Ratio 4.09 2.37 4.09 2.76 2.90 1.82 1.89 1.85
Page 1 of 2
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX E 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
B737-900 ER C-17A Dual Whl-45 Dual Whl-100 Sngl Whl-3 Sngl Whl-10 Sngl Whl-3 Sngl Whl-5 Citation-V Dual Whl-20 Dual Whl-20 Learjet-35A/65A C-130 Navajo-C Sarat.PA-32R-301 Shorts-330-200
November 2013 Juneau, Alaska 0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.85 0.76 2.37 1.81 4.90 4.09 4.90 4.58 4.13 2.76 2.76 2.77 1.40 4.31 4.33 3.49
Page 2 of 2
Juneau International Runway 8/26 Rehabilitation Geotechnical Report – APPENDIX F
November 2013 Juneau, Alaska
APPENDIX F “Important Information Regarding Your Geotechnical Report”
By ASFE