appendix b bore hole logs - juneau · split spoon blow counts shown are uncorrected raw data....

Juneau International Runway 8/26 Rehabilitation November 2013 Geotechnical Report – APPENDIX B Juneau, Alaska

APPENDIX B

Bore Hole Logs

BOREHOLE LOGS FIGURE

Designed:

Drawn:

Checked:

Project No.:

Date:

PND

PND

PND

B-1

STANDARD BOREHOLELOG DETAILS

132070

Oct 2013

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

N60 Density

0-4

4-10

10-30

30-50

> 50

Very Loose

Loose

Medium

Dense

Very Dense

< 250

250 - 500

500 - 1000

1000 - 2000

2000 - 4000

> 4000

0-15%

15-35%

35-65%

65-85%

>85%

< 2

2 - 4

4 - 8

8 - 15

15 - 30

> 30

Very Soft

Soft

Medium

Stiff

Very Stiff

Hard

Ref: 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)

Note: Split Spoon size refers to sampler inside diameter.

A Auger Sample

Bs Bulk (grab) Sample

Cs Core Barrel w/ Single Tube

Cd Core Barrel w/ Double Tube

Ct Core Barrel w/ Triple Tube

Hl 2.5" Split Spoon w/ Air Hammer

Hs 1.4" Split Spoon w/ Air Hammer

SAMPLER TYPE SYMBOLS

Pb Pitcher Barrel

Sl 2.5" Split Spoon w/ 140# Hammer

Sm 2.5" Split Spoon w/ 300# Hammer

Sh 2.5" Split Spoon w/ 340# Hammer

Sp 2.5" Split Spoon, Pushed

Ss 1.4" Split Spoon w/ 140# Hammer

St 1.4" Split Spoon w/ 47# Hammer

Sx 2.0" Split Spoon w/ 47# Hammer

Sz 1.4 Split Spoon w/ 340# Hammer

Ts Shelby Tube

Tm Modified 2.5 O.D. Shelby Tube

N60 Consistency psf

UndrainedShear Strength

RelativeDensity

BOREHOLE LOGS FIGURE B-2

0

SAMPLES COMMENTS

Casing Depth, Drilling Rate,Fluid Loss, Drill Pressure,

Tests, InstrumentationAdditional Information

GRAPH

2

Other InformationSoil Structure, Mineralogy,

Condition, Relative Density,Soil Name, Color, Moisture

SOIL DESCRIPTION

20 40 60 80

1 2 3 4

2 4 6 8Dep

th (F

eet)

Wat

er T

able

GR

APH

ICSY

MB

OL

Num

ber

Typ

e

Loca

tion

Rec

over

y(%

)

PenetrationBlows per

6/Inch(per Foot)* E

leva

tion

(Fee

t)

22.43

24.430' - 0.30' A.C. PAVEMENT Begin drilling 10/24/038:00 a.m.

2' to 3' - Hard, loud drilling(Cobbles/Boulder encountered)

POORLY-GRADED GRAVELW/ SILT AND SAND (GP-GM)Gray, Moist, Dense, Subangular


Designed:

Drawn:

Checked:

Project No.:

Date:

PND

PND

PND

132070

Oct 2013

BLOW COUNT (BPF)*

POCKET PEN. (TSF)

VANE SHEAR (TSF)

Depth (in feet) below the ground surface.

Groundwater level recorded while drilling. Depths and times are recorded in comments column.

Graphic depiction of materials encountered.

Description of materials encountered, including USCS soil descriptions.

Sample identification number.

Type of soil sample collected at depth interval depicted; symbols explained on Fig. B-1.

Location soil sample taken.

Percentage of sample recovered.

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.

Graphic log depicting blow counts per foot with a specified split spoon, Pocket Penetration and Vane Shear testsdepicted where taken on fine grained soils.

Comments or observations on drilling/sampling by driller or PND field personnel.

Elevation (in feet) with respect to Mean Lower Low Water (MLLW) or other datum where specified.

Depth

Water Level

Graphic Log

Soil Description

Sample Number

Sample Type

Sample Location

Sample Recovery

Sample Blows

Graphs

Comments

Elevation

12111098765431 2

1

2

3

4

5

6

7

8

9

10

11

12

GENERAL NOTES

Field descriptions may have been modified to reflect laboratory test results.

Descriptions on these boring logs apply only at the specific locations at the time the borings were drilled. They are not warranted to berepresentative of subsurface conditions at other locations or times.

Split spoon blow counts shown are uncorrected raw data. Various hammer sizes and split spoon sizes were used and have not beencorrected to a Standard Penetration Test (SPT). Blow counts may vary substantially between SPT and these methods.

30 20-20-25Ss1(45)

1.

2.

3.

COLUMN DESCRIPTIONS

BOREHOLE LOGS FIGURE B-3


Designed:

Drawn:

Checked:

Project No.:

Date:

PND

PND

PND

132070

Oct 2013

Laboratory / Field Tests List of Abbreviations

Soil Legend

%F

AL

CP

CO

DP

DS

Hydrometer Analysis

Limited Mechanical Analysis

Moisture Content

Moisture content and Dry density

Organic Content

Permeability or Hydraulic Conductivity

Percent Fines

Atterberg Limits

Laboratory Compaction test

Consolidation test

Depth "Peat" Probe

Direct Shear

HA

LMA

MC

MD

OC

PM

Stratigraphic Contact

Pocket Penetrometer

Sieve Analysis

Torvane

Triaxial Shear

Unconfined Compression

Vane Shear

PP

SA

TV

TX

UC

VS

Well-graded gravels, gravel sand mixtures, littleor no fines

Organic silts and organic silty clays of lowplasticity

Poorly graded gravels, gravel-sand mixtures,little or no fines

Silty gravels, gravel-sand-silt mixtures

Clayey gravels, gravel-sand-clay mixtures

Well-graded sands, gravely sands, little or nofines

Poorly graded sands, gravelly sands, little or nofines

Silty sands, sand-silt mixtures

clayey sands, sand-clay mixtures

Inorganic silts and very fine sands, rock flour,silty or clayey fine sands or clayey silts withslight plasticity

Inorganic clays of low to medium plasticity,

gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts, micaceous or diatomceous finesandy or silty soils, elastic silts

Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity,organic silts

Peat and other highly organic soils

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

MAJOR DIVISIONS TYPICALDESCRIPTIONS

SYMBOLSLETTERGRAPH

CLEANGRAVELS

(LITTLE OR NO FINES)

GRAVELSWITH FINES

(APPRECIABLEAMOUNT OF FINES)

CLEANSANDS

(LITTLE OR NO FINES)

SANDS WITHFINES

(APPRECIABLEAMOUNT OF FINES)

LIQUID LIMITLESS THAN 50

SILTSAND

CLAYS

LIQUID LIMITGREATER THAN

50

SILTSAND

CLAYS

HIGHLY ORGANIC SOILS

GRAVELAND

GRAVELLYSOILS

MORE THAN 50%OF COARSEFRACTIONRETAINED ONNO. 4 SIEVE(4.75mm)

SANDAND

SANDYSOILS

MORE THAN 50%OF COARSEFRACTIONPASSING NO. 4SIEVE (4.75mm)

COARSEGRAINED

SOILS

MORE THAN 50%

RETAINED ON

NO. 200 SIEVE

(0.075mm)

FINEGRAINED

SOILS

MORE THAN 50%PASSING NO. 200SIEVE (0.075mm)

NOTE: Multiple symbols are used to indicate borderline or dual soil classifications

Frost SusceptibilityClassification

Distinct contactbetween soilstrata or geologicunits

Gradual changebetween soilstrata or geologicunits

Approximatelocation of soilstrata changewithin a geologicsoil unit

FrostGroup

Degree ofFrost Susceptibility

NFS

F1

F2

F3

F4

Non Frost Susceptible

Negligible to low

Low to medium

High

Very High

NOTE: Taken from Department of TransportationFederal Highway Administration (FHWA NHI-05-03)

1

2

3

4

5

Cs

Sh

Sh

Sh

Sh

Start Drilling: 9/16/13;Time 11:30 PM

6 inch dia. surface ACP core

borehole wall holding firm -no sloughing

End Drilling: 9/16/13;Time 11:10 PM

8-13-14-15(27)

1-11-10-12(21)

5-7-7-6(14)

5-4-6-6(10)

ASPHALT

Asphalt Core Thickness = 10.5inches

POORLY-GRADED SAND WITHSILT AND GRAVEL (SP-SM)brown, dry, medium dense; 32%gravel; 56.5% sand; 11.5% fines;subrounded gravel to 2 in dia.; FrostGroup=F2

WELL-GRADED SAND (SW)brown, dry, medium dense; 5%gravel; 90% sand; 5% fines;subrounded gravel to 1 in dia.; FrostGroup=F2

POORLY-GRADED SAND (SP)brown, dry, medium dense; 5%gravel; 90% sand; 5% fines; tracesubangular gravel to 1/2 in dia; veryfine to fine grained angular sand -non native; Frost Group=F2

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

Groundwater table not encountered

100

50

75

75

FIGURE B-41 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070

SOIL DESCRIPTION SAMPLES GRAPH COMMENTS

Typ

e


Tests, Instrumentation,Additional Information

PND-1 (Sta. 64+90)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}

JUNEAU INTERNATIONAL AIRPORTRUNWAY 08/26 REHAB

Juneau, AlaskaENGINEERS, INC.

Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol

Soil Name, Color, MoistureContent, Relative Density,Soil Structure, Mineralogy,

Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

27.0

24.5

22.0

19.5

17.0

1 Cs

Start Coring: 9/17/13;Time 2:50 AM


End Coring: 9/17/13;Time 3:20 AM

ASPHALT

Asphalt Core Thickness = 11 inches


FIGURE B-51 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-2 (Sta. 76+50)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

27.0

24.5

22.0

19.5

17.0

1 Cs




ASPHALT



FIGURE B-61 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-3 (Sta. 82+50)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

27.0

24.5

22.0

19.5

17.0

1 Cs

Start Coring: 9/17/13;Time 11:00 PM


End Coring: 9/17/13;Time 11:45 PM

ASPHALT



FIGURE B-71 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-4 (Sta. 20+90)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.0

25.5

23.0

20.5

18.0

1

2A

2B

3

4

5

Cs

Sh

Sh

Sh

Sh

Sh



*SPT value representscombined sample 2A and 2B


23-18-20-24(38)*

17-20-16-14(36)

11-10-12-12(22)

11-12-12(24)

ASPHALT


POORLY-GRADED SAND WITHGRAVEL (SP)black, dense; 25% gravel; 75%sand; subrounded gravel to 1 in dia;oil stained sand and gravel; materialresembles unconsolidated asphalt

POORLY-GRADED GRAVELWITH SILT AND SAND (GP-GM)gray, dry, dense; 48% gravel; 45%sand; 7% fines; subrounded gravelto 2 in dia; distinctly non-nativematerial; density loosens downdepth as noted; Frost Group=F1

At bottom of hole, increase in finescontent (to approximately 10%)


100

100

90

75

75

100

FIGURE B-81 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-5 (Sta. 27+00)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)*

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.0

25.5

23.0

20.5

18.0

1A

1B

2

3

4A

4B

5A

5B

Cs

Sh

Sh

Sh

Sh

Sh

Sh

Sh

Start Borehole: 9/18/13;Time 2:30 AM 6 inch dia. surface ACP core Driller prematurely stoppedcoring pavement thinking hewas through pavement;decided to advance throughremainder of pavement usingSh sampler; total ACPthickness = 9.5 inches *no penetration blowsrecorded at sample 1B *driller advanced rodswithout notice - nopenetration blows obtained atsample 2



faint 1/4" thick laminationsdefined by dark and lightcolored mineral grains

End Borehole: 9/18/13;Time 3:45 AM

*

*

14-11-18-11(29)

8-7-6-5(13)*

6-6-8-9(14)*

ASPHALTAsphalt Core Thickness = 7.5inches; remaining 2 inches of solidasphalt recovered within Sh sampler

POORLY-GRADED SAND WITHGRAVEL (SP)black, dense; 25% gravel; 75%sand; subrounded gravel to 1 in dia;oil/tar stained sand and gravel;material resembles unconsolidatedasphalt

POORLY-GRADED SAND WITHGRAVEL (SP)brown, dry, medium dense; 15%gravel; 85% sand; subroundedgravel to 2 in dia; trace of fines

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; subroundedgravel to 3/4 in dia; trace of fines


84

100

80

51

100

100

FIGURE B-91 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-6 (Sta. 38+40)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)*

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.0

25.5

23.0

20.5

18.0

1

2

Cs

G

Start Coring: 9/19/13;Time 11:10 PM


End Coring: 9/19/13;Time 11:40 PM

ASPHALT


WELL-GRADED SAND WITHGRAVEL (SW)brown, loose to medium dense; 30%gravel; 70% sand; subroundedgravel to 2 in dia.; trace of fines


FIGURE B-101 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-7 (Sta. 16+00)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

29.0

26.5

24.0

21.5

19.0

1

2A

2B

3

4

5

Cs

Sh

Sh

Sh

Sh

Sh

Sh

Start Drilling: 9/18/13;Time 10:45 PM


*SPT value representscombined oil stained sandand gravel and samples 2Aand 2B

End Drilling: 9/18/13;Time 11:40 PM

27-17-13-14(30)*

11-11-9-10(20)

7-5-6-6(11)

4-4-4(8)

ASPHALT


SAND WITH GRAVEL (SP)black, dense; oil stained sand andgravel; material resemblesunconsolidated 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


100

141

51

75

100

67

FIGURE B-111 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-8 (Sta. 54+00)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)*

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

27.5

25.0

22.5

20.0

17.5

1

2

Cs

G



End Coring: 9/19/13;Time: 12:40 AM

ASPHALT




FIGURE B-121 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-9 (Sta. 5+25)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.5

26.0

23.5

21.0

18.5

1

2

Cs

G




ASPHALT




FIGURE B-131 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-10 (Sta. 46+00)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.0

25.5

23.0

20.5

18.0

1

2

3

4

Cs

Sh

Sh

Sh

Start Borehole: 9/20/13;Time 2:15 AM


driller had considerabledifficulty pulling rods,decided to terminate drilling

End Borehole: 9/19/13;Time 3:23 AM

12-17-19-25(36)

21-17-17-18(34)

16-13-13-12(26)

ASPHALT


POORLY-GRADED SAND WITHSILT AND GRAVEL (SP-SM)brown, dry, medium dense; 24%gravel; 69% sand; 7% fines;subrounded gravel to 2.5 in dia;Frost Group=F2


84

84

84

FIGURE B-141 of 1

Num

ber

Dep

th (

feet

)

Wat

er T

able

Checked: MH

Logged By: CDL/PJD

Data Entry: PJD

Project No.: 132070


Typ

e



PND-11 (Sta. 39+40)

VANE SHEAR (tsf)

BLOW COUNT

Date: Sep. 2013


6/Inch(per foot)

or{Rock Quality}



Ele

vati

on(f

eet)

20 40 60 80

1 2 3 4

0.2 0.4 0.6 0.8Loc

atio

n

Gra

phic

Sym

bol


Other Information

POCKET PEN (tsf)

Rec

over

y %

(RQ

D %

)

BO

RE

HO

LE L

OG

132

070

JIA

RU

NW

AY

826

RE

HA

B L

OG

S.G

PJ

PN

D E

NG

INE

ER

S.G

DT

11

/21

/13

©20

13

0.0

2.5

5.0

7.5

10.0

28.0

25.5

23.0

20.5

18.0

Juneau International Runway 8/26 Rehabilitation November 2013 Geotechnical Report – APPENDIX C Juneau, Alaska

APPENDIX C

Lab Test Results

Client

Project

Location Sta/Offset

Material/Source

Sampled by/date

MoistureSIEVE SIZE Percent passing Percent passing Percent passing Percent passing

"

"

"

1 1/2 "

"

3/4 "

1/2 "

3/8 "

No

No

No

No

No

No

No

No

No

Soil Sample Tested by/date EC/JG 10/16/13

9.5% 2.5%Required

specs

4.0%Required

specsSTA 64+90,

Sample #2, 11"-

35" Depth

STA 38+40,

Sample #5a,

88"-95" Depth

STA 54+00,

Sample #2A

6205 GLACIER HIGHWAY JUNEAU, ALASKA 99801

PND Engineers, Inc. Project #

JIA Runway Reported Date

100

1004

131205

Sieve Analysis

AASHTO T 27 / T 11

Cobbles and Gravel Sand Silt and Clay

10/15/2013

JIA Runway Rehab Received Date 10/15/2013

10/22/2013

54

69

58

14.0

22

42

34

70

85

81

45

70

85

93

1.9%

100 100

21

33

9799

98

100

36

30

25

30

40

50

200

917

11.5 4.7

8

10

16

97

92

82

68

57

54

47

4

3

2

1

100

100

Required

specs

STA 64+90,

Sample #5

100

98

100

100

100

100

100

100

100

63

50

92

100

100

100

94

84

74

12.3

47

36

31

18

26

100

100

Required

specs

100

100

100

3"

2"

1 1

/2"

1"

3/4

"

1/2

"

3/8

"

#4

#8

#16

#30

#40

#50

#100

#200

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

% p

assin

g in

div

idual sie

ves

Particle Size in mm

STA 64+90, Sample #2, 11"-35" Depth

STA 64+90, Sample #5

STA 38+40, Sample #5a,88"-95" Depth

STA 54+00, Sample #2A

Grain Size Distribution Curve

Nonplastic Nonplastic

(SP-SM) (SW) (SM) (SM)

I:\2013\131205\131022, JIA Runway Rehab - Gradation Report with USCS.xls

Client

Project

Location Sta/Offset

Material/Source

Sampled by/date

MoistureSIEVE SIZE Percent passing Percent passing Percent passing Percent passing

"

"

"

1 1/2 "

"

3/4 "

1/2 "

3/8 "

No

No

No

No

No

No

No

No

No

31

22

64

56

40

86

62

200

12

30

40

50

100

46

29

4.8 7.0

76

86

10

16

93

12

53

39

31

10

4

4

3

2

1

68

100

99

99

8

98

94

Required

specs

97

95

89

100

7

94

87

97

95

63

84

73

23

60

29

24

Required

specsSTA 27+00,

Sample #2B,

11.25"-32.25"

Depth

11

100

7.0

69

52

45

19

42

38

STA 54+00,

Sample #3

Required

specsSTA 39+40,

Sample #2,

17.25"-41.25"

Depth

3.8%Required

specsSTA 39+40,

Sample #4,

65.25"-89.25"

Depth

Sieve Analysis

AASHTO T 27 / T 116205 GLACIER HIGHWAY JUNEAU, ALASKA 99801

PND Engineers, Inc. Project # 131205

JIA Runway Rehab Received Date 10/15/2013

JIA Runway Reported Date 10/22/2013

Soil Sample Tested by/date EC/JG 10/16/13

Cobbles and Gravel Sand Silt and Clay

10/15/2013

7989

100

2.9% 3.6% 1.5%

3"

2"

1 1

/2"

1"

3/4

"

1/2

"

3/8

"

#4

#8

#16

#30

#40

#50

#100

#200

0

10

20

30

40

50

60

70

80

90

100

0.010.1110100

% p

assin

g in

div

idual sie

ves

Particle Size in mm

STA 54+00, Sample#3

STA 39+40, Sample#2, 17.25"-41.25"DepthSTA 39+40, Sample#4, 65.25"-89.25"Depth

Grain size distribution for soils of the

(SP) (SP-SM) (SP-SM) (GP-GM)

I:\2013\131205\131022, JIA Runway Rehab - Gradation Report with USCS.xls

Juneau International Runway 8/26 Rehabilitation November 2013 Geotechnical Report – APPENDIX D Juneau, Alaska

APPENDIX D

DCP Test Data


0

1

2

3

4

5

6

0 10 20 30 40 50 60 70 80 90 100

Pene

trat

ion

(in)

CBR %

STA 20+90

Page 1 of 3

0

0.5

1

1.5

2

2.5

3

0 10 20 30 40 50 60 70 80 90 100

Pene

trat

ion

(in)

CBR %

STA 82+50


00.5

11.5

22.5

33.5

44.5

5

0 10 20 30 40 50 60 70 80 90 100

Pene

trat

ion

(in)

CBR %

STA 5+25

0

0.5

1

1.5

2

2.5

3

3.5

0 10 20 30 40 50 60 70 80 90 100Pe

netr

atio

n (in

) CBR %

STA 16+00

Page 2 of 3


00.5

11.5

22.5

33.5

44.5

5

0 10 20 30 40 50 60 70 80 90 100

Pene

trat

ion

(in)

CBR %

STA 46+00

0

1

1

2

2

3

3

4

4

0 10 20 30 40 50 60 70 80 90 100

Pene

trat

ion

(in)

CBR %

STA 39+40

Page 3 of 3

Juneau International Runway 8/26 Rehabilitation November 2013 Geotechnical Report – APPENDIX E Juneau, Alaska

APPENDIX E

FAARFIELD Analysis


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 Thickness in

Modulus psi

Poisson's Ratio

Strength R,psi

1 P-401/ P-403 HMA Overlay 2.85 200,000 0.35 0 2 P-401/ P-403 HMA Surface 9.00 200,000 0.35 0 3 Subgrade 0.00 45,000 0.35 0

Total thickness to the top of the subgrade = 11.85 in Airplane Information

No. Name Gross Wt. lbs

Annual Departures

% Annual Growth

1 Sngl Whl-10 10,325 26 0.20 2 Dual Whl-45 47,400 494 0.20 3 Sngl Whl-10 9,900 283 0.20 4 Dual Whl-20 17,120 416 0.20 5 Dual Whl-10 6,600 43 0.20 6 B737-400 150,000 4,838 0.20 7 B737-700 154,500 300 0.20 8 B737-800 174,200 356 0.20 9 B737-900 ER 187,700 365 0.20 10 C-17A 351,000 12 0.20 11 Dual Whl-45 40,125 26 0.20 12 Dual Whl-100 95,000 52 0.20 13 Sngl Whl-3 2,000 3,278 0.20 14 Sngl Whl-10 8,750 2,655 0.20 15 Sngl Whl-3 2,900 52 0.20 16 Sngl Whl-5 5,090 1,496 0.20 17 Citation-V 16,630 26 0.20 18 Dual Whl-20 15,000 78 0.20 19 Dual Whl-20 12,500 260 0.20 20 Learjet-35A/65A 18,300 832 0.20 21 C-130 155,000 52 0.20 22 Navajo-C 7,200 170 0.20 23 Sarat.PA-32R-301 3,600 1,409 0.20 24 Shorts-330-200 22,900 26 0.20

Additional Airplane Information Subgrade CDF

No. Name CDF Contribution

CDF Max for Airplane

P/C Ratio

1 Sngl Whl-10 0.00 0.00 4.09 2 Dual Whl-45 0.00 0.00 2.37 3 Sngl Whl-10 0.00 0.00 4.09 4 Dual Whl-20 0.00 0.00 2.76 5 Dual Whl-10 0.00 0.00 2.90 6 B737-400 0.39 0.40 1.82 7 B737-700 0.04 0.04 1.89 8 B737-800 0.16 0.16 1.85

Page 1 of 2


9 B737-900 ER 0.41 0.41 1.85 10 C-17A 0.00 0.00 0.76 11 Dual Whl-45 0.00 0.00 2.37 12 Dual Whl-100 0.00 0.00 1.81 13 Sngl Whl-3 0.00 0.00 4.90 14 Sngl Whl-10 0.00 0.00 4.09 15 Sngl Whl-3 0.00 0.00 4.90 16 Sngl Whl-5 0.00 0.00 4.58 17 Citation-V 0.00 0.00 4.13 18 Dual Whl-20 0.00 0.00 2.76 19 Dual Whl-20 0.00 0.00 2.76 20 Learjet-35A/65A 0.00 0.00 2.77 21 C-130 0.00 0.00 1.40 22 Navajo-C 0.00 0.00 4.31 23 Sarat.PA-32R-301 0.00 0.00 4.33 24 Shorts-330-200 0.00 0.00 3.49

Page 2 of 2

Juneau International Runway 8/26 Rehabilitation November 2013 Geotechnical Report – APPENDIX F Juneau, Alaska

APPENDIX F

“Important Information Regarding Your Geotechnical Report” By ASFE

appendix b bore hole logs - juneau · split spoon blow counts shown are uncorrected raw data....

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