new ww hastings hospital geotechnical investigation rfp ...€¦ · 10838 e. marshall street, ......

10838 E. Marshall Street, Suite 220

Tulsa, OK 74116 918‐582‐9110 ‐ Phone

918‐583‐7948 ‐ FAX

New WW Hastings Hospital Geotechnical Investigation RFP

Addendum #1

DATE: April 29, 2014 ADDENDUM NO.: 1 PROJECT: New WW Hastings Hospital BID PACKAGE NO: Geotechnical Investigation RFP SUBMITTED BY: CNCR

1. Please find attached Preliminary Subsurface Exploration Letter dated November 25, 2013 for the Proposed WW Hastings Hospital Additions. This letter is provided for bidder information only and will not be considered in the event that the site conditions differ from the preliminary report.

‐‐END OF ADDENDUM 1‐‐

TUL13L0928 Page 1 of 4 December 4, 2013 Copyright 2013 Kleinfelder

November 25, 2013

Mr. Andrew Ruleford, Project Manager Cherokee Nation Construction Resources, LLC 10838 East Marshall Street, Suite 220 Tulsa, Oklahoma 74116 Subject: Preliminary Subsurface Exploration Letter

Proposed W.W. Hastings Hospital Additions Tahlequah, Oklahoma Project No.: 138059

Dear Mr. Ruleford In accordance with your request, Kleinfelder has completed the authorized soil borings and laboratory testing for the above referenced project. The services provided were in general accordance with our

Proposal TUL 13P0879 dated November 15, 2013. At this time, the location, number of stories, type of building, and loading conditions are not available. The exact location of the parking area is also not available. A grading plan has not been developed. However, the proposed building additions and parking areas will be added to the east and south side of the existing hospital building. The purpose of the preliminary geotechnical engineering services is to obtain general subsurface conditions (soil types, depth to bedrock) and evaluate suitable foundation types for the proposed additions. Foundation recommendations (bearing capacity, bearing depth, etc) are beyond the scope of this project, and a detailed geotechnical investigation will be performed when the location and details of the proposed additions are developed.

Kleinfelder conducted the field work on November 20, 2013, which consisted of seven (7) borings that extended to approximate depths of 15.0 feet below the existing grade or auger refusal. The approximate location of the site is presented on the attached Plate 1, Site Location Diagram. The borings were performed near the locations indicated on the proposal TUL13P0879, and are presented on the attached Plate 2, Boring Location Diagram. Elevations at the boring locations were not available.

The borings were performed with a track mounted (CME-45C) rotary drill rig using solid flight augers to advance the borings. Samples were obtained by performing a Standard Penetration test (SPT) using a 2-inch O.D. split-barrel sampler. Split-barrel sampling was conducted in general accordance with ASTM D1586 (Standard Test Method for Standard Penetration Test and Split-Barrel Sampling of Soils). The split-barrel sampler is driven into the bottom of the boring over an 18-inch sampling interval by a 140-pound hammer that is dropped a distance of 30 inches. A CME automatic SPT hammer with an approximate hammer efficiency of 76 percent was used to advance the split-barrel

Interchange Business Park, 10835 East Independence, Suite 102, Tulsa, OK 74116-5680 p| 918.627.6161 f| 918.627.6262


sampler. The SPT N-value, recorded on the boring logs, is the number of blows required to drive the split-barrel sampler the final 12 inches of the 18-inch sampling interval.

Boring B-1 was drilled in an existing gravel covered parking area with approximately 5-inches of gravel surfacing. Approximately 3 to 4 inches of topsoil was encountered at the surface in Borings B-2 to B-7. Native soils encountered below the gravel and topsoil were generally comprised of clay and gravel with varying amounts of silt, sand, and chert and limestone gravels and cobbles, and extended to the bottom of the borings. Auger refusal was encountered in Boring B-3 at a depth of approximately twelve feet below the existing ground surface in chert cobbles. Generally, the upper layers of the native soils were firm to hard, overlaying loose materials encountered in the lower portion of the borings. Silty, clayey sand with a relative density of loose to very dense was encountered in Boring B-1. Sand and gravel with relative densities of loose to very dense were encountered in Borings B-2 through B-7. Bedrock was not encountered within the exploration limits.

No groundwater was encountered within the borings at the completion of drilling. However, the materials encountered in the test borings can have a wide range of permeability, and observations over an extended period of time, through use of piezometers or cased borings, would be required to better define groundwater conditions. Fluctuations of groundwater levels can occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Field logs included visual classification of the materials encountered during drilling, as well as drilling characteristics. Our final boring logs represent the engineer’s interpretation of the field logs combined with laboratory observation and testing of the samples. Stratification boundaries indicated on the boring logs were based on observations during our field work, an extrapolation of information obtained by examining samples from the borings, and comparisons to soils with similar engineering characteristics. Locations of these boundaries are approximate, and the transitions between material types may be gradual rather than clearly defined. Copies of the boring logs are attached.

Atterberg limits and sieve analysis tests were performed on selected samples for classification purposes. Additional testing/observation of the samples were limited to moisture content and visually classifying the subsurface materials. Laboratory tests were performed in general accordance with applicable standards. The results of the tests are presented on the respective boring logs. Boring logs included in this appendix present such data as soil and bedrock descriptions, depths, sampling intervals, and observed groundwater conditions. Conditions encountered in each of the borings were monitored and recorded by the drill crew.

The site is generally sloping downward to the south. It is anticipated that cut on the north, and fill on the south will be required to achieve the final design grade. However, the amounts of cut and fill are not available at this time. Based on the results of field exploration and laboratory testing, it is our opinion that a shallow foundation system could be used for a one to two-story structure, provided that the structural loadings are relatively light to moderate (column loads less than 50 kips). A multi-floor structure with moderate to heavy structural loads may require a drilled pier foundation system. The shallow foundation system which includes spread and wall footings can be constructed with conventional grading and construction techniques. The drilled pier foundation system will require more difficult drilling techniques to penetrate through the subsurface layers with gravel and cobbles.


Casing maybe required for the installation of drilled pier foundation system to prevent the cave-in of the gravel and cobbles. It is anticipated that fills higher than 5 feet will result in the settlement of the subsurface soils. Settlement monitoring will be required to ensure that primary settlement of the subsurface materials is completed prior to the construction of the proposed buildings and structures supported on the fill materials.

When the building and parking layout are delineated, a detailed subsurface exploration and geotechnical engineering services should be performed. Depending on the structural loading, the geotechnical exploration depths will need to be modified to obtain sufficient samples of subsurface conditions. For structures with light to moderate building loads, and with cut no more than 5 feet, it is recommended to extend the geotechnical borings to a minimum depth of 20 feet below the proposed final grade. For structures with moderate to heavy loads, or where proposed cut exceeds 5 feet to achieve the final grade, the borings should extend to the top of bedrock. At this time, it is difficult to estimate the depth to bedrock, but it is anticipated to be within 40 feet of the existing ground surface.

********************************************************************************************************************

Recommendations contained in this report are based on our field observations and subsurface explorations, limited laboratory tests, and our present knowledge of the proposed construction. It is possible that subsurface conditions could vary between or beyond the points explored. If subsurface conditions are encountered during construction that differ from those described herein, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed.

We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty is expressed or implied. The recommendations provided in this report are based on the assumption that Kleinfelder will conduct an adequate program of tests and observations during the construction phase in order to evaluate compliance with our recommendations. The scope of our services did not include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater or air, on, below or around this site.

This report may be used only by the client and only for the purposes stated, within a reasonable time from its issuance, but in no event later than three years from the date of report. Land use, site conditions (both on-site and off-site), regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than the client who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify and hold harmless Kleinfelder from any claim or liability associated with such unauthorized or non-compliance.

PROJECT NO. N/A

DRAWN: 11/26/2013

DRAWN BY: SMO

CHECKED BY: HML

FILE NAME:

SITE LOCATION DIAGRAM

PLATE

Source: ESRI

1PRELIMINARY GEOTECHNICAL ENGINEERING

SERVICES

WW HASTINGS HOSPITAL

TAHLEQUAH, OKLAHOMAPlate 1

The information included on this graphic representation has beencompiled from a variety of sources and is subject to changewithout notice. Kleinfelder makes no representations ofwarranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This documentis not intended for use as a land survey product nor it is designedor intended as a construction design document. The use ormisuse of the information contained on this graphicrepresentation is at the soile risk of the party using or misusing

TULSA, OKLAHOMA

NORTH

Approximate Location

PROJECT NO. N/A

DRAWN: 11/26/2013

DRAWN BY: SMO

CHECKED BY: HML

FILE NAME:

Source: Cherokee Nation Construction Resources, LLC BORING LOCATION DIAGRAM

PLATE

2PRELIMINARY GEOTECHNICAL ENGINEERING

SERVICES

WW HASTINGS HOSPITAL

TAHLEQUAH, OKLAHOMAPlate 2

The information included on this graphic representation has beencompiled from a variety of sources and is subject to changewithout notice. Kleinfelder makes no representations ofwarranties, express or implied, as to accuracy, completeness,timeliness, or rights to the use of such information. This documentis not intended for use as a land survey product nor it is designedor intended as a construction design document. The use ormisuse of the information contained on this graphicrepresentation is at the soile risk of the party using or misusing

TULSA, OKLAHOMA

B-1

B-2

B-3

B-4 B-5

B-6

B-7

NORTH

Bore hole locations for preliminary geotech

1

2

3

4

5

12in.

10in.

NR

5 in.

6 in.

SC-SM 11.9

6.4

11.1

35 25 7

GROUNDWATER LEVEL INFORMATION: Groundwater was not encountered during drilling or aftercompletion.GENERAL NOTES:

GRAVEL

Silty Clayey SAND with Chert Gravel(SC-SM): brown, medium dense

- red and brown

- with cobbles, yellow, very dense

- with cobbles, brown, tan and orange, verydense

- brown, tan and orange, loose

- red and brown, medium dense

The exploration was terminated atapproximately 15 ft. below ground surface.The exploration was backfilled with bentoniteon November 20, 2013.

BC=4516

BC=1650/5"

BC=50/0"

BC=854

BC=457

PAGE:

FIELD EXPLORATION

BORING LOG B-1

1 of 1

BORING LOG B-1

PLATE

B-1

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)

Preliminary Geotechnical Engineering ServicesW.W. Hastings HospitalTahlequah, Oklahoma

KLEINFELDER - 10835 E. Independence, Suite 102 | Tulsa, OK 74116 | PH: 918.627.6161 | FAX: 918.627.6262 | www.kleinfelder.com

Latitude: 35.90955° NLongitude: -94.95037° WNo Elevation Available

P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:

Hammer Efficiency: 76%

Hammer Cal. Date:

Hammer Type - Drop:Not Available

Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.

Exploration Plunge: -90 degrees

Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

5

14in.

3 in.

NR

5 in.

14in.

15.7

4.4

15.5

5.6 11 20 3


TOPSOIL

SILT (ML): brown, hard, with gravel

SILT with Chert Gravel (ML): brown

CHERT with Gravel and Cobbles: very dense

Clayey GRAVEL with Cobbles (GC): orangeand tan, very dense

- brown and red

- orange and brown

- red and brown


BC=2416

BC=50/3"

BC=50/0"

BC=50/6"

BC=241924

PAGE:

FIELD EXPLORATION

BORING LOG B-2

1 of 1

BORING LOG B-2

PLATE

B-2

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

14in.

4 in.

9 in.

9 in.

16.1

10.7

8.2


TOPSOIL

Sandy SILT (ML): brown

Clayey GRAVEL (GC): red trace of yellow,moist, medium dense

Sandy GRAVEL with Cobbles (GW): tan,very dense

Clayey SAND with Gravel (SC): reddishbrown, medium dense

Clayey GRAVEL (GC): red, brown and gray,medium dense

CHERT with Gravel and Cobbles

The exploration was terminated because ofpractical auger refusal at approximately 12.5ft. below ground surface on Chert andCobbles. The exploration was backfilled withbentonite on November 20, 2013.

BC=238

BC=50/5"

BC=20168

BC=3422

PAGE:

FIELD EXPLORATION

BORING LOG B-3

1 of 1

BORING LOG B-3

PLATE

B-3

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

5

5 in.

14in.

10in.

12in.

14in.

11.4

6.9

8.5

11


TOPSOIL

Sandy SILT (ML): brown

Clayey GRAVEL (GC): red and brown, loose

- red and yellow, very dense

- medium dense

Sandy Lean to Fat CLAY with Gravel(CL-CH): gray trace of red and yellow,medium dense

Sandy Fat CLAY with Chert Gravel (CH): red,very hard


BC=333

BC=242929

BC=13148

BC=21146

BC=193250/4"

PAGE:

FIELD EXPLORATION

BORING LOG B-4

1 of 1

BORING LOG B-4

PLATE

B-4

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

5

14in.

10in.

NR

NR

1 in.

18.8

9.5

8.9


TOPSOIL

Silty CLAY with Gravel (CL-ML): brown, firm

Clayey GRAVEL (GC): red trace of yellow,very dense

- red and yellow

Limestone GRAVEL with Chert: red andyellow, medium dense

Gravelly Lean CLAY (CL): red, very hard

The exploration was terminated atapproximately 13.5 ft. below ground surface.The exploration was backfilled with bentoniteon November 20, 2013.

BC=214

BC=4350/4"

BC=50/1"

BC=50/1"

BC=50/1"

PAGE:

FIELD EXPLORATION

BORING LOG B-5

1 of 1

BORING LOG B-5

PLATE

B-5

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

5

14in.

5 in.

11in.

11in.

18in.

19.6

8.1

8.1


TOPSOIL

Lean to Fat CLAY with Siltstone nodules(CL-CH): brown, soft

Gravelly CLAY (GC): red and yellow, veryhard

Clayey GRAVEL (GC): red and yellow, verydense

Sandy Fat CLAY (CH): red trace of yellow

- tan trace of gray and yellow, hard


BC=213

BC=50/5"

BC=4850/5"

BC=3850/5"

BC=497

PAGE:

FIELD EXPLORATION

BORING LOG B-6

1 of 1

BORING LOG B-6

PLATE

B-6

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

1

2

3

4

5

6 in.

8 in.

4 in.

18in.

18in.

SC

15.5

7.4

17.6 18 33 12


TOPSOIL

SILT with Chert Gravel (ML): brown

Sandy CLAY with Chert Gravel (CL): browntrace of red, firm

Sandy CLAY with Chert Gravel (CL-ML): redand yellow, very hard

Lean to Fat CLAY trace of Highly WeatheredShale (CL-CH): brown, gray and yellow, hard

Clayey SILT (ML): brown and red, wet, firm


BC=259

BC=3850/4"

BC=50/4"

BC=8713

BC=432

PAGE:

FIELD EXPLORATION

BORING LOG B-7

1 of 1

BORING LOG B-7

PLATE

B-7

LABORATORY RESULTS

Dep

th (

feet

)

5

10

15

Gra

phic

al L

og

Sam

ple

Num

ber

Rec

over

y(N

R=

No

Rec

over

y)

US

CS

Sym

bol

Wat

erC

onte

nt (

%)

Dry

Den

sity

(pc

f)

Pas

sing

No.

4S

ieve

(%

)

Pas

sing

#200

Sie

ve (

%)

Liqu

id L

imit

(NV

=N

o V

alue

)

Pla

stic

ity I

ndex

(NP

=N

o P

last

icity

)




P. Vansickle

Exploration Method:

Logged By:

Date Begin - End:

Hor.-Vert. Datum:

Weather:

Drill Equipment:

Drill Crew:

Drill Company:


Hammer Cal. Date:


Solid Stem Auger

CME-45C

P. Vansickle

Kleinfelder

Auger Diameter:

11/20/2013

3/15/2011

140 lb. Auto - 30 in.

4.5 in. O.D.


Oth

er T

ests

/R

emar

ks

Blo

w C

ount

s(B

C)=

Unc

orr.

blo

ws/

6 in

.

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[K

LF_B

OR

ING

/TE

ST

PIT

SO

IL L

OG

]

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

Sam

ple

Typ

e

PLATE

A-1Preliminary Geotechnical Engineering ServicesW.W. Hastings HospitalTahlequah, Oklahoma


1. The report and log key are an integral part of these logs. All data andinterpretations in this log are subject to the explanations and limitationsstated in the report.

2. Lines separating strata on the logs represent approximate boundariesonly. Actual transitions may be gradual or differ from those shown.

3. No warranty is provided as to the continuity of soil or rock conditionsbetween individual sample locations.

4. Logs represent general soil or rock conditions observed at the point ofexploration on the date indicated.

5. In general, Unified Soil Classification System designations presented onthe logs were based on visual classification in the field and were modifiedwhere appropriate based on gradation and index property testing.

6. Fine grained soils that plot within the hatched area on the PlasticityChart, and coarse grained soils with between 5% and 12% passing the No.200 sieve require dual USCS symbols, ie., GW-GM, GP-GM, GW-GC,GP-GC, GC-GM, SW-SM, SP-SM, SW-SC, SP-SC, SC-SM.

7. If sampler is not able to be driven at least 6 inches, 50/X indicatesnumber of blows required to drive the identified sampler X inches with a140 pound hammer falling 30 inches.

_

SILTY SANDS, SAND-GRAVEL-SILTMIXTURES

CLAYEY SANDS,SAND-GRAVEL-CLAY MIXTURES

SW-SM

CLAYEY SANDS, SAND-SILT-CLAYMIXTURES

CL

CL-ML

>

<

<

Cu 4 and1 Cc 3

< _

ORGANIC SILTS & ORGANIC SILTY CLAYS OFLOW PLASTICITY

SILTS AND CLAYS(Liquid Limitless than 50)

SILTS AND CLAYS(Liquid Limit

greater than 50)

WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE OR NO FINES

POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE OR NO FINES

MH

OH

ML

GC-GM

CO

AR

SE

GR

AIN

ED

SO

ILS

(M

ore

than

hal

f of m

ater

ial i

s la

rger

than

the

#200

sie

ve)

SAMPLE/SAMPLER TYPE GRAPHICS UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

<

Cu 6 and1 Cc 3

GP-GM

GP-GC

_

_ _<

>

<

<

>

SP

SP-SM

SP-SC

SM

SC

< _<

>_

GM

GC

GW

GP

GW-GM

GW-GC

_ _

_

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

GRAPHICS KEY

<

>

<

<

>

CLEANSANDSWITH<5%

FINES

GR

AV

EL

S (

Mor

e th

an h

alf o

f coa

rse

frac

tion

is la

rger

than

the

#4 s

ieve

)

Cu 6 and/or 1 Cc 3

Cu 6 and/or 1 Cc 3

>

Cu 6 and1 Cc 3

SC-SM

WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE OR NO FINES

POORLY GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE OR NO FINES

WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE FINES

WELL-GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE CLAY FINES

POORLY GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE FINES

POORLY GRADED GRAVELS,GRAVEL-SAND MIXTURES WITHLITTLE CLAY FINES

SILTY GRAVELS, GRAVEL-SILT-SANDMIXTURES

CLAYEY GRAVELS,GRAVEL-SAND-CLAY-SILT MIXTURES

WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE CLAY FINES

POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE CLAY FINES

SW

SW-SC

POORLY GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE FINES

Cu 4 and/or 1 Cc 3>

>

FIN

E G

RA

INE

D S

OIL

S(M

ore

than

hal

f of m

ater

ial

is s

mal

ler

than

the

#200

sie

ve)

INORGANIC SILTS AND VERY FINE SANDS, SILTY ORCLAYEY FINE SANDS, SILTS WITH SLIGHT PLASTICITY

ORGANIC CLAYS & ORGANIC SILTS OFMEDIUM-TO-HIGH PLASTICITY

INORGANIC CLAYS OF HIGH PLASTICITY, FATCLAYS

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND OR SILT

INORGANIC CLAYS-SILTS OF LOW PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS

SANDSWITH5% TO

12%FINES

SANDSWITH >

12%FINES

SA

ND

S (

Mor

e th

an h

alf o

f coa

rse

frac

tion

is s

mal

ler

than

the

#4 s

ieve

)

WELL-GRADED SANDS,SAND-GRAVEL MIXTURES WITHLITTLE FINES

Cu 4 and/or 1 Cc 3>

CLEANGRAVEL

WITH<5%

FINES

GRAVELSWITH5% TO

12%FINES

OL

CH

CLAYEY GRAVELS,GRAVEL-SAND-CLAY MIXTURES

GRAVELSWITH >

12%FINES

>

Cu 4 and1 Cc 3

>_

_

SOLID STEM AUGER

STANDARD PENETRATION SPLIT SPOON SAMPLER(2 in. (50.8 mm.) outer diameter and 1-3/8 in. (34.9 mm.) innerdiameter)

GROUND WATER GRAPHICS

OBSERVED SEEPAGE

WATER LEVEL (level after exploration completion)

WATER LEVEL (level where first observed)

WATER LEVEL (additional levels after exploration)

NOTES

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[G

EO

-LE

GE

ND

1 (

GR

AP

HIC

S K

EY

) W

ITH

US

CS

]

(# blows/ft)(# blows/ft)(# blows/ft)

PLATE

A-2Preliminary Geotechnical Engineering ServicesW.W. Hastings HospitalTahlequah, Oklahoma


less than 1/4-in. thick, note thickness

> 8000

Firm

Hard

Very Hard

Non-plastic

Low (L)

Medium (M)

High (H)

NOTE: AFTER TERZAGHI AND PECK, 1948

Crumbles or breaks with considerable

Weakly

Moderately

Strongly

FIELD TEST

finger pressure

finger pressure

Will not crumble or break with finger pressure

DESCRIPTION

Crumbles or breaks with handling or slight

0 - 15(%)

RELATIVEDENSITYSAMPLER

<4

or thread cannot be formed when drier than the

any water content.

The thread can barely be rolled and the lump

when drier than the plastic limit

FIELD TEST

Absence of moisture, dusty, dry to the touch

SubangularRounded Angular

CRITERIA

Very Soft

Soft

Subrounded

Gravel

Sand

Fines

Thumb will penetrate soil more than 1 in. (25 mm.)

Wet

DESCRIPTION

fine

coarse

fine

#10 - #4

GRAINSIZE

>12 in. (304.8 mm.)

3/4 -3 in. (19 - 76.2 mm.)

0.19 - 0.75 in. (4.8 - 19 mm.)

SOIL DESCRIPTION KEY

FIELD TESTDESCRIPTION

plastic limit.

the plastic limit. The lump or thread crumbles

limit. The lump or thread can be formed without

Same color and appearance throughout

DESCRIPTION

Stratified

Laminated

Fissured

Slickensided

Inclusion of small pockets of different soils, such as small lenses

Blocky

Lensed

Homogeneous

CRITERIA

Alternating layers of varying material or color with the layer

0.0029 - 0.017 in. (0.07 - 0.43 mm.)

0.017 - 0.079 in. (0.43 - 2 mm.)

to reach the plastic limit. The thread can be

DESCRIPTION

None

Strong

Rounded

DESCRIPTION

Cobbles

Thumbnail will not indent soil

Thumb will penetrate soil about 1 in. (25 mm.)

CRITERIA

No visible reaction

Some reaction, with bubbles forming slowly

Violent reaction, with bubbles forming immediately

Weak

0.079 - 0.19 in. (2 - 4.9 mm.)

SPT-N60

Thumb will not indent soil but readily indented with thumbnail

Very DenseDense

Medium Dense

FIELD TEST

NP

< 30

> 50

<0.0029 in. (<0.07 mm.)

rerolled several times after reaching the plastic

SubroundedParticles have smoothly curved sides and no edges

Particles have nearly plane sides but havewell-rounded corners and edges

Particles are similar to angular description but have

of sand scattered through a mass of clay; note thickness

Thumb will indent soil about 1/4-in. (6 mm.)

to fracturing

Alternating layers of varying material or color with layers

Angular

Subangular

Boulders

LL

30 - 50

Particles have sharp edges and relatively planesides with unpolished surfaces

rounded edges

at least 1/4-in. thick, note thickness

CONSISTENCYUNCONFINED

COMPRESSIVESTRENGTH (Qu)(psf)

medium

Loose

Very Loose

DENSITY

1000 - 2000

DESCRIPTION

Dry

Moist

is required to reach the plastic limit.The thread cannot be rerolled after reaching

The thread is easy to roll and not much time

12- 35

5 - 12

A 1/8-in. (3 mm.) thread cannot be rolled at

5 - 15

15 - 4040 - 70

85 - 10065 - 8535 - 65

15 - 35

>70

Damp but no visible water

Visible free water, usually soil is below water table

Cohesive soil that can be broken down into small angular

crumbling when drier than the plastic limit

lumps which resist further breakdown

Fracture planes appear polished or glossy, sometimes striated

Breaks along definite planes of fracture with little resistance

APPARENT

>60

<5

35 - 60

SAMPLERMODIFIED CA CALIFORNIA

<4

4 - 10

10 - 3030 - 50

>50

< 1000

2000 < 4000

4000 < 8000

It takes considerable time rolling and kneading

coarse

ABBR

R

YGYG

BG

RedYellow Red

YellowGreen Yellow

GreenBlue Green

BluePurple Blue

PurpleRed Purple

NAME

YR

BPBP

RP

#40 - #10

#200 - #10

Passing #200

3 - 12 in. (76.2 - 304.8 mm.)

3/4 -3 in. (19 - 76.2 mm.)

#4 - 3/4 in. (#4 - 19 mm.)

SIEVESIZE

>12 in. (304.8 mm.)

3 - 12 in. (76.2 - 304.8 mm.)

Pea-sized to thumb-sized

Thumb-sized to fist-sized

Larger than basketball-sized

Fist-sized to basketball-sized

Flour-sized and smaller

Rock salt-sized to pea-sizedSugar-sized to rock salt-sized

Flour-sized to sugar-sized

SIZEAPPROXIMATE

CONSISTENCY - FINE-GRAINED SOIL

MOISTURE CONTENT

APPARENT / RELATIVE DENSITY - COARSE-GRAINED SOIL

CEMENTATION

PLASTICITY

REACTION WITH HYDROCHLORIC ACID

GRAIN SIZE

ANGULARITY

STRUCTURE

Munsell Color

PROJECT NO.: 138059

DRAWN BY: BJM

CHECKED BY: HML

DATE: 11/25/2013

REVISED:

gIN

T F

ILE

: C

:\pw

wor

king

\dm

s509

05\1

380

59_w

w H

astin

gs H

ospi

tal A

dditi

ons.

gpj

R:K

LF_S

TA

ND

AR

D_G

INT

_LIB

RA

RY

_SR

.1.2

.GLB

[G

EO

-LE

GE

ND

2 (

SO

IL D

ES

CR

IPT

ION

KE

Y)]

new ww hastings hospital geotechnical investigation rfp ...€¦ · 10838 e. marshall street, ......

Documents