Appendix_C.pdf

RESEARCH SUPPORT BUILDING 16009

Appendix C:

Geotechnical Report

David V. Lewin Corp. / Geotechnical Engineering Suite 340 – Caxton Building / 812 Huron Road, Cleveland, Ohio 44115-1126

REPORT ON SOIL CONDITIONS

FOR

NASA GLENN RESEARCH CENTER:

PROPOSED RESEARCH SUPPORT BUILDING

CLEVELAND, OHIO

DVL Project No. C.7287

SITE LOCATION

Scale 1:24,000

1"=2000'±

N

PLATE I

SITE

G la ci al

L ak e B ea ch

R id ge D ep os its

G la ci al

L ak e B ot to m

D ep os its

Ice Deposited Ground Moraine

R iv er A llu vi um

N

SURFICIAL GEOLOGY

Scale 1:24,000

1"=2000'±

PLATE II

BEDROCK TOPOGRAPHY

Scale 1:24,000

1"=2000'±

PLATE III

DAVID V. LEWIN CORP. / GEOTECHNICAL ENGINEERING / CLEVELAND, OHIO

October 22, 2015

Mr. James Carse, AICP, LEED AP TEN Arquitectos 227 West 29th Street, 11th Floor New York, New York 10001

Re: NASA Glenn Research Center:

Proposed Research Support Building Cleveland, Ohio DVL Project No. C.7287

Dear Mr. Carse:

At your request we have undertaken an investigation to determine the subsurface conditions on the subject site. The data developed was used to establish soil related engineering criteria for the design of foundations, substructures, slabs on grade, re-taining structures, and earthwork.

PROJECT DESCRIPTION

The project is planned to consist of two three-story structures with a large roof cano-py connecting the two. The structures are planned to be constructed on the site presently occupied by NASA Glenn Research Center Building No. 21, with the cano-py extending over a portion of Taylor Road toward Building No. 15. Maximum col-umn loads as estimated by the project structural engineer, Mr. Mark Paskus, PE of

Buro Happold Engineering will be in the order of 900,000 pounds. The first floor slab on grade elevation is assumed to match that of the existing structure.

SITE LOCATION AND EXISTING CONDITIONS

The site is located in Cleveland, Ohio bounded by Taylor Road to the northwest, and

W. Hanger Road to the southeast. Plate I, which was developed from the Lakewood quadrangle of the U.S. Geological Survey Topographical Map, shows the location of the site in relation to its surroundings. The site is relatively flat except for the grassed area in front of the existing building which drops down approximately 3 feet to Taylor Road. The site is also grassed in southwest side of the building; is asphalt

TEN Arquitectos - 2 - October 22, 2015 paved in the rear and northeast sides; and has a band of gravel between the rear of the building and the asphalt parking. The pavement was observed to be in good condition.

GEOLOGY

The site is located over glacial till deposits placed during the post Wisconsin Glacial

Era. See the surficial geology on Plate II. The bedrock contours on Plate III were developed in 1996 by the Ohio Department of Natural Resources Division of Geolog-ical Survey and indicate that the site is located over the east slope of a pre-glacial valley that was cut into the bedrock. The contours indicate that bedrock may be ex-pected to underlay the site approximately midway between elevations 700 and 750, or approximately 35 feet below grade. The bedrock is part of the Berea Sandstone and Bedford Shale Formation. Due to the presence of preglacial valleys and differ-ential weathering, bedrock elevations may be more irregular than might be inferred by straight line interpolation between the borings.

FIELD EXPLORATION

We reviewed information in our files from previous investigations near the site. You provided locations for nine borings, B-1 through B-9, with input from Mr. Matthew

Herman of Buro Happold Engineering. The boring locations were selected near the corners of the proposed structures and outside the perimeter of the existing building.

Boring locations were approved, cleared, and marked by NASA Glenn personnel.

The borings were drilled at the proposed locations by Ridgeway Drilling, Inc. on Sep-tember 21 and 22, 2015 under our general direction and in general accord with their

Site Specific Health and Safety Plan approved by NASA Glenn and also in accord with our Specifications For Subsurface Exploratory Work which are included in Ap-pendices A and B of this report. Locations of the borings were superimposed by your office on the NASA Glenn plan included on page 8, titled RSB-Geotechnical

Bore Locations (8-31-15). Samples obtained in the borings were brought to our la-boratory for testing and evaluation.

TEN Arquitectos - 3 - October 22, 2015

LABORATORY TESTING

Pages 9 through 17, entitled "Laboratory Log of Boring", graphically show the strata encountered as well as the results of some tests performed. The column entitled

"Blows on spoon for 12 inches (N)" refers to the standard penetration test and indi-cates the number of blows of a 140 lb. hammer dropped from a height of 30 inches required to drive a 2 inch O.D. sampling spoon 12 inches into a stratum. Where a figure such as 50/.5 appears in the same column it means that 50 blows of the hammer resulted in a penetration of five-tenths of a foot. The column entitled “Un-confined Shear Stress (psf)” refers to one-half of the compressive stress at failure in the unconfined state. An asterisk indicates that a pocket penetrometer was used to determine the shear strength. Because of disturbance during sampling and the presence of silt or sand seams in some of the samples, the strength of the material in place in the field may differ somewhat from the strength indicated by the laborato-ry tests. Allowance was made for this in interpreting the strength test data. The col-umn entitled “Loss on Ignition @ 600°C (%)” refers to the percent loss in weight of a dried sample of soil when fired in an oven at 600°C. The loss on ignition is indicative of the organic content of the sample. Material exhibiting a loss on ignition of 3 per-cent or less can generally be considered free of significant concentrations of organic matter. Elevations noted on the logs of borings were estimated to the nearest foot from the elevations of nearby manholes provided on the electronic drawings by Mr.

Tim Wardlow, Senior Project Manager, FDP/Project Management Branch, NASA

Glenn Research Center.

STRATIFICATION

The subsurface profile in descending order is generally seen as topsoil or pavement, followed by man deposited fill underlain by very stiff to hard glacial till over shale bedrock. Where encountered, man-deposited fill generally does not extend more than 5 feet below grade except for borings B-7 and B-8 where the fill extends to depths of 17 and 13 feet respectively, or down to elevations 743 and 747. The top of shale varied from approximate elevation 724 to 715, or between 36 and 43 feet be-low existing grade.

TEN Arquitectos - 4 - October 22, 2015

GROUNDWATER

Free water was reported in the boreholes at various levels as noted on the logs. The observed water levels are an indication of conditions existing at the points and times of observation only. Actual groundwater levels are subject to fluctuation with the seasons and the amount and rate of precipitation.

Note that some interlaying of soil with varying permeabilities was encountered in some of the borings. Trapped or perched water may be encountered above the ac-tual groundwater table. If such water is encountered it should be drained ahead of the excavation. Seepage can be expected at the clay/shale interface.

EARTHWORK

Some regrading of the site is anticipated. The construction area should be stripped of topsoil and vegetation, pavements, concrete, foundations, underground utilities to be abandoned, any existing man-deposited fill, debris, rubble, or other deleterious material. Note that abrupt changes in existing fill depths can be expected. Aban-doned utilities within the perimeter of the building should be removed or otherwise neutralized from acting as conduits for groundwater.

Prior to placing fill, the exposed subgrade should be proofrolled with a heavy-duty vibratory roller, minimum 15 tons static weight or equivalent. The purpose of the proofroll is to locate soft or yielding material. The roller should make at least four overlapping passes, two in each of two mutually perpendicular directions. Any soft or yielding areas revealed by the proofroll should be stabilized. Stabilization could include removal of the yielding material and replacing it with controlled compacted engineered fill or other methods suggested by the geotechnical engineer.

Fill should be placed in loose horizontal layers not exceeding 8 inches in height. Al-ternating layers of granular and cohesive material should not be permitted. Each layer should be compacted until its dry density is equal to at least 98 percent of the maximum laboratory dry density as determined by the Standard Moisture-Density

TEN Arquitectos - 5 - October 22, 2015

Relationship Test, ASTM D698. Our personnel should monitor all earthwork opera-tions.

FOUNDATIONS

Footings placed on the undisturbed naturally deposited silty clay below the level of the existing man-deposited fill and at least 3.5 feet below final grade may be propor-tioned for bearing pressures of up to 4500 pounds per square foot. Note that local soft zones may be present at proposed bearing elevation. See borings B-7 and B-8.

Where bottoms of footings are lowered due to the presence of man-deposited fill, organic material, or natural soft zones, lean concrete may be placed to bring the ex-cavation up to design bearing level. Higher pressures, on the order of 8,000 pounds per square foot may be obtained for footings placed on the naturally deposited stiff clay but would require deep excavations.

Caissons supported at a depth of 20 feet below existing grade, on the hard till, may be proportioned for bearing pressures of up to 18,000 pounds per square foot under all loads. Caissons supported on the medium hard shale may be proportioned for bearing pressures of up to 40,000 pounds per square foot under all loads. Caisson bottoms should be at least 3 caisson diameters below finished grade. An allowable cohesion of 500 pounds per square foot in the fill and 1000 pounds per square foot in the natural material could be considered at the caisson perimeter to determine up-lift capacity. We can discuss this further once the foundation system is selected.

The structure can be supported by a combination of spread footings and caissons, each founded in the clay. Like portions of the building should be supported on like material.

Caissons should be a minimum of 30 inches in diameter. Bells of caissons should be formed within the clay. Temporary casing will be required in order to maintain an open excavation and to control groundwater. Relatively fluid concrete mix with a slump in the order of 5 inches should be used. The casing may be withdrawn pro-vided a sufficient head of concrete is maintained. The sequence and method of caisson construction should be reviewed to determine if the integrity of existing structures might be compromised.

TEN Arquitectos - 6 - October 22, 2015

Foundation bearing surfaces should be cleaned of all loose, disturbed, or water sof-tened material prior to placing concrete. Our personnel should observe the suitabil-ity of the bearing surface just prior to placing concrete.

Where foundation elevations vary due to soil or architectural considerations, a pro-jected slope no steeper than 2 horizontal to 1 vertical should be maintained between the bottoms of adjacent footing excavations or between footings and adjacent sewer and utility trenches, proposed or existing. Wall or continuous footings should be stepped using a similar projected slope with vertical steps not exceeding 24 inches in height.

A seismic site classification of E should be considered.

SLABS ON GRADE

The existing pavement and interior floor slabs were observed to be in good condi-tion. The existing fill has been in place for more than 50 years and therefore may be left in place for the support of slabs on grade. Slabs on grade may be supported on the naturally-deposited soil free of organic contamination, on controlled compacted engineered fill, or on existing fill provided the site is prepared as discussed above. A modulus of subgrade reaction of 100 pounds per square inch per inch may be used for slabs placed on the undisturbed naturally-deposited soil or controlled compacted engineered fill.

RETAINING STRUCTURES

For retaining structures whose tops are not free to deflect, such as basement walls, an at-rest earth pressure coefficient of Ko = 0.5 may be used. For the design of re-taining structures whose tops are free to deflect, an active earth pressure coefficient of ka = 0.33 together with a unit weight of retained soil of 135 pounds per cubic foot may be used. The effects of surcharge loads and sloping backfill, if any, are not ad-dressed in this report and should be considered where applicable. Porous, freely

TEN Arquitectos - 7 - October 22, 2015 draining, drained backfill should be placed immediately next to the wall to prevent the build up of hydrostatic pressures.

LIMITATIONS

The above considerations are based on the soil information developed and re-viewed, and the building information as described above. The number of borings is necessarily limited. The assumption was made that the materials encountered in the borings are representative of that found on the entire site and do not vary significant-ly between points explored. Any subsurface conditions encountered, which are dif-ferent from those shown or described above, should be brought to our attention so that we can determine if changes in our recommendations are required. The project is in the preliminary planning stage. We would like to review the grading and foun-dation plans as soon as they are developed.

Respectfully submitted, DAVID V. LEWIN CORP.

JA Recktenwald, PhD, PE

37° 51' 21"

NASA

GRID NORTH

JAR

Typewritten Text -8-

Topsoil 12” Fill: brown sand and gravel, little concrete fragments, trace slag and silt

Clay, brown, silty, trace sand and rock fragments gypsum seam @ 7.0’

Clay, gray, silty, trace sand, occasional silt seam

End of Boring 25.0 ft.

50/.5

14.9

15.5

12.6

8.1

10.4

12170

13130

11.7

14.6

10.2

11.2

NASA Bore Number H-08-118-G 9-22-2015 Cleveland, Ohio

C.7287

X

-9-

None None

B-1

760±

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is tu re

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

ºC

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b o l

Topsoil 10” Sand, brown, trace silt and gravel (possible fill) Clay, brown trace gray, silty, trace sand and gravel

Clay, brown, silty, trace sand and rock fragments

Clay, gray, silty, trace sand and rock fragments

Silt, dark gray, little clay, trace sand

End of Boring 40.0 ft.

15.7

15.7

15.5

10.0

10.3

10.4

12.5

12.0

16.2

>4500*

7.1

13.2

9.1

14.0

6.4

NASA Bore Number H-08-119-G

* Pocket Penetrometer

9-22-2015 Cleveland, Ohio

C.7287

B-2

760±

X

-10-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

Concrete 6” Limestone Aggregate 3” Clay, brown, silty, trace sand and rock fragments

Clay, brown, silty, trace sand and gravel

Silt, gray, clayey, trace sand and rock fragments

Clay, gray, silty, trace sand and gravel

Silt, dark gray, clayey, trace sand and rock fragments

Clay, dark gray, silty, little sand and gravel

Silt, dark gray, trace clay and sand

Clay, dark gray, silty, trace sand and rock fragments

End of Boring 44.5 ft.

50/.3

82/.9

50/.5

NASA Bore Number H-08-120-G

* Pocket Penetrometer

9-22-2015 Cleveland, Ohio

C.7287

B-3 X

-11-

None None

50/.3

82/.9

50/.5

21.3

15.0

14.3

15.5

13.9

8.2

10.2

10.8

7.6

13.8

8.2

>4500*

7.3

8.8

8.2

9-22-2015 Cleveland, Ohio

C.7287

B-3

758±

X None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-4

758±

NASA Bore Number G-08-42-G

* Pocket Penetrometer

50/.2

Mulch and Topsoil 10” Fill: brown silty clay, trace sand and gravel Fill brown silty clayey sand, little rock fragments

Clay, brown and gray, silty, trace organic matter Clay, brown trace gray, silty, trace sand and gravel

Clay, brown, silty, trace sand and gravel

Clay, dark gray, silty, little sand and rock fragments

Sand, gray, silty Clay, gray, silty, little sand and gravel

Shale, gray, medium hard End of Boring 43.7 ft.

20.8

25.7 22.2

20.7

13.0

10.2

8.2

7.6

6.4

7.7

2000*

1000*

12.6

13.8

6.9

3.5

9-22-2015 Cleveland, Ohio

C.7287

X

-12-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-5

760±

NASA Bore Number G-08-43-G

Topsoil 10” Clay, brown, silty, trace sand and rock fragments

(possible fill)

Clay, brown trace gray, silty, trace sand and rock fragments

Clay, gray, silty, trace sand and rock fragments

End of Boring 25.0 ft.

18.2

16.3

16.2

15.2

10.9

12.3

10.4

12.4

11.0

7.6

6.3

9-22-2015 Cleveland, Ohio

C.7287

X

-13-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-6

NASA Bore Number G-08-44-G

* Pocket Penetrometer

50/.5

Topsoil 14” Fill: brown silty clay, trace sand and gravel

Clay, brown trace gray, silty, trace sand and rock fragments

Clay, grayish brown, silty, trace sand and rock fragments

Clay, gray, silty, trace sand and rock fragments

End of Boring 25.0 ft.

18.3

26.1

16.8

14.9

12.8

6.4

10.8

3250*

10.7

10.6

10.0

9-22-2015 Cleveland, Ohio

C.7287

X

-14-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-7

NASA Bore Number G-08-45-G

* Pocket Penetrometer

50/.5

50/.5

50/.5

Asphalt 6” Slag Base 10” Fill: brown and gray silty clay, trace sand and gravel Fill: brown trace gray silty clay, trace rock fragments, coal, and organic matter

Clay, gray, silty, little sand, trace rock fragments

Clay, gray, silty, trace sand and rock fragments

Silt, dark gray, sandy, little rock fragments, trace clay

Shale, dark gray, weathered to medium hard

End of Boring 39.0 ft.

15.0 21.5

18.4

20.7

29.7

10.3

10.9

8.5

4.9

4000*

500*

20.0

20.0

8.8

3.1

3.8

3.1

4.0

9-21-2015 Cleveland, Ohio

C.7287

X

-15-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-8

NASA Bore Number G-08-46-G

* Pocket Penetrometer

50/.5

50/.1

Asphalt 7” Fill: brown and gray silty clay, trace sand and rock fragments Fill: brown sandy silty clay, trace gravel, slag, cinders, and organic matters

Clay, brown, silty, little sand, trace rock fragments

Clay, gray, silty, trace sand and rock fragments

Shale, dark gray, weathered to medium hard

End of Boring 39.1ft.

14.7

17.7

15.6

30.3

18.1

10.4

12.7

14.4

14.2

1500*

7.6

13.4

12.8

11.8

6.3

9-21-2015 Cleveland, Ohio

C.7287

X

-16-

5.5ft None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

B-9

NASA Bore Number G-08-47-G

* Pocket Penetrometer # No Sample

50/.4

Gravel 6” Fill: brown silty clay, trace sand and rock fragments Clay, brown trace gray, silty, trace sand

Clay, brown, silty, trace sand and rock fragments

Clay, gray, silty, little sand and rock fragments

Clay, dark gray, silty, some sand and rock fragments

Shale, dark gray, weathered to medium hard End of Boring 44.0 ft.

22.4

20.0

16.7

16.5

11.8

11.1

11.3

22.1

11.2

12.2

10.5

11.5

13.4

9.5

9-21-2015 Cleveland, Ohio

C.7287

X

-17-

None None

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

March 28, 2018

Tim Wardlow, Senior Project Manager

FDP/Project Management Branch

NASA Glenn Research Center

21000 Brookpark Road, MS 21-13

Cleveland, OH 44135

Timothy.J.Wardlow@nasa.gov

Re: Building 21 Site

NASA Glenn Research Center

DVL Job No. C.7287A

Gentlemen:

Please refer to our October 22, 2015 Report on Soil Conditions for the subject site.

Since that time the previously existing Building 21 has been demolished and the proposed RSB, Building 164, has been reconfigured. The proposed building is situated over the eastern end, or former Annex of Building 21. With the former building and floor slab removed, this has allowed for additional subsurface data to be obtained both within and beyond the perimeter of the previously existing building. The data from the new borings will be used to supplement the previously obtained data and help to determine if changes in our recommendations are necessary.

Four additional borings, our B-10 through B-13 were drilled by Ridgeway Drilling, Inc, with a truck mounted Deidrich D-50 drill rig, equipped with an automatic hammer, using 2¼ inch hollow stem augers. The borings were drilled on October 10 and 11, 2017 under the general direction of this author and in general accordance with the Site

Specific Health and Safety Plan approved by NASA Glenn and with our Specifications

For Subsurface Exploratory Work which are included. The boring locations were selected by our office and approved and marked by the NASA surveyors. Two of the borings, B-10 and B-11 were drilled within the perimeter of the previously existing

Building 21 Annex, and within the perimeter of the proposed building. Borings, B-12 and B-13, were drilled north of theBuilding 21 Annex to obtain subsurface information at the north and east perimeter walls of the proposed building.

To supplement the new borings, on October 20, 2017, 2 test pits were excavated within the perimeter of the proposed building by B&B Wrecking, using a Komatsu PC390LC

Track Hoe. Their locations were determined by our office and logged by this author.

Test Pit TP-1 was located where the proposed column foundation, C-6, nearly aligns with an existing column foundation from Building 21. Test Pit TP-2 was selected near the center of borings B-8, B-9, B-11 and B-12. Their locations are superimposed on the attached Boring Location Plan provided by the NASA surveyors. Logs of Borings and

Test Pits are also attached.

The subsurface conditions generally consist of fill over naturally deposit brown silty clay, becoming harder with depth. The depth of man deposited fill varied from 2 to mailto:Timothy.J.Wardlow@nasa.gov

NASA Glenn Research Center - 2 - March 28, 2018

13.5 feet. Two feet of man deposited material was encountered in the 2 test pits, including approximately 1 foot of soil over 5 inches of asphalt with 8 to 12 inches of slag base from the former parking lot that we understand existed, prior to the construction of the “Annex” to Building 21. Three feet of man deposited sandy fill was encountered in boring B-10 overlying 12 inches of concrete – believed to be the former loading dock for Building 21, again, prior to construction of the Annex. Borings 11, 12 and 13 encountered 8.5, 8.5 and 13.5 feet of fill, respectively. See the summary table below:

Boring or

Test Pit

Number

NASA

Designation

Depth of

Fill

Depth to

Hard Silty

Clay (Till)

Depth to

Competent

Bedrock

B-10 G-08-51-G 4 13 44

B-11 G-08-48-G 8.5 14 47

B-12 G-08-49-G 8.5 14 44

B-13 G-08-50-G 13.5 18 38

TP-1 NA 2 NA NA

TP-2 NA 3 NA NA

Where encountered, groundwater depths ranged from 2 to 14 feet. Boring B-10 was dry. Upon completion of drilling, groundwater was present in only two of the borings, B-12 at 27 feet and B-13 at 20 feet. Completed borings were grouted with a bentonite slurry at the end of the day. Because boring B-12 extended over the course of the 2 days of drilling, the drill rig was left over the bore hole with the augers left in the ground. The water level was recorded at 2 feet below grade on the second day.

Borings confirmed that an allowable bearing capacity of 4500 psf can be attained in the hard, silty clay throughout the building. Caissons supported at a depth on the order of

16 to 20 feet below existing grade and at least one caisson diameter into the hard till, may be proportioned for bearing pressures of up to 18,000 pounds per square foot under all loads. Estimated depths to this stratum as well as competent bedrock were better defined across the site and provided in tabular form to BuroHappold, the project structural engineers, prior to this report. The table includes recommended foundation sizes and depths and went through several iterations as the data was developed and the loading was better defined by BuroHappold. A copy of the final iteration of the table, dated March 26, 2018, is also included.

We understand that following the recommendations of our October 22, 2015 Report, BuroHappold is considering caisson foundation. Other deep foundations could also be considered, including driven piles, controlled modulus columns, or geopiers®. The noise and vibration from those activities however could be considered offensive or undesirable.

For drilled pier, caisson, foundations bearing at least one caisson diameter into the hard, silty clay, a vertical subgrade modulus, ksv, of 75kcf can be expected for the hard, silty clay. An average horizontal subgrade modulus, ksh, ranging from 70 to 85 kcf can be expected. To obtain the requested spring constant the given moduli must be multiplied

NASA Glenn Research Center - 3 - March 28, 2018 by the area supported by one spring in the structural model the necessary unit conversions between feet and inches.

While the superstructure and floor slab have been removed, most of the foundations from the original Building 21 Annex remain. We understand that these caisson foundations will be removed when there is a conflict between their locations and the proposed foundations. From a constructability standpoint, we have recommended that the existing caissons be removed if they are within one diameter of the proposed caisson. Where the distance is sufficiently large that no conflict is presented, the top of the existing foundations should be removed to 2 feet below proposed top of subgrade in order to reduce the possibility of reflective cracking through the proposed floor slab.

Based on the observed performance of the floor slab and the strength characteristics and age of the underlying fill - the existing fill, concrete loading dock and asphalt pavement, and slag base beneath the former Annex can remain on-site. However, as a significant portion of the asphalt will be removed with the existing caissons, to limit differential movement of the new slab, we recommend removing the remaining asphalt and slag base within 2 feet of the proposed top of subgrade and replacing with controlled compacted engineered fill.

The above considerations are based on the soil information developed and reviewed, and the building information as described above. The number of borings is necessarily limited. The assumption was made that the materials encountered in the borings are representative of that found on the entire site and do not vary significantly between points explored. Any subsurface conditions encountered, which are different from those shown or described above, should be brought to our attention so that we can determine if changes in our recommendations are required.

Please do not hesitate to contact our office should questions arise, or if clarification is required regarding this addendum or our original report.

Respectfully Submitted, DAVID V. LEWIN CORP.

JA Recktenwald, PhD, PE

Vice President

Att. NASA Boring Location Plan

Log of Borings B-10 through B-13

Test Pit Logs TP-1 and TP-2

Table of Recommended Foundation Size and Depth

Site Specific Health and Safety Plan approved by NASA Glenn

Specifications For Subsurface Exploratory Work

Copy: Mr. Mark Constance, Program Manager, Frontier Arrowhead mark.s.constance@nasa.gov mailto:mark.s.constance@nasa.gov

ENGINEERING & SUPPLY BLDG

(REMOVED)

MISSION INTEGRATION CENTER

EDWARD R. SHARP

EMPLOYEE CENTER

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7 6 5

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Oct 26 2017

N

S W

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GL

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GRID NORTH

20 800

GRAPHIC SCALE (FEET)

40 60 100

AutoCAD SHX Text

DURAND ROAD

AutoCAD SHX Text

TAYLOR ROAD

AutoCAD SHX Text

NORTH DURAND ROAD

AutoCAD SHX Text 752.93

AutoCAD SHX Text 758.49

AutoCAD SHX Text 758.49

AutoCAD SHX Text

FILTER BED

AutoCAD SHX Text

RAMP

AutoCAD SHX Text

TRANSFORMER PADS

AutoCAD SHX Text

FL.EL

AutoCAD SHX Text

ENT

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BRICK PATIO

AutoCAD SHX Text

TRANSF YARD

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PROPOSED RSB FOOTPRINT

JAR

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Fill: brown sand, little gravel, trace silt

Concrete 12” Clay, brown trace gray, silty, trace sand and rock fragments Clay, brown, silty, trace sand and rock fragments

Clay, gray, silty, trace sand and rock fragments

Clay, gray, silty, trace sand

Shale, gray, weathered to decomposed

End of Boring @ 44.3 ft.

50/.3

15.6

16.1

15.0

8.9 9.5

10.8

9.9

10.2

21.3

23.7 24.0

10800

12140

9.2

13.0

6.6

15.9

10.8

8.8

6.7

10/10/2017 Cleveland, Ohio

C. 7287A

G-08-51-G B-10

760.152

X None Blocked @ 36’, Dry

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b

Water Level:

LABORATORY LOG OF BORING

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b o l

Fill: gray sand, slag and cinders, some brown silty clay

Fill: brown trace gray silty clay, trace rock fragments and sand

Clay, brown trace gray, silty, trace sand and rock fragments

Sand, gray, trace clay and silt Silt, gray, sandy, trace clay

Clay, gray, silty, little sand, trace rock fragments

Clay, gray, silty, trace sand and rock fragments

Clay, gray, silty

Shale, gray, weathered to decomposed

Shale, gray, medium to hard End of Boring @ 48.7 ft.

50/.2

18.2

15.7

15.3

13.5

9.1 9.9

11.1 19.4

24.6

21.2

19.9

11.7 12.7

2750*

10.7

16.7

6.7

6.7

4.4

3.3

* Pocket Penetrometer 10/10/2017 Cleveland, Ohio

C. 7287A

G-08-48-G B-11

760.449

X 14.0’ Blocked @ 41’, Dry

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b o l

Asphalt 4” Slag Base 8” Fill: brown silty clay, trace cinders and rock frags.

Fill: gray silty clay, trace sand, cinders, brick fragments, rock fragments, and organic matter

Clay, brown trace gray, silty, trace sand and rock fragments

Clay, gray, silty, sandy, trace gravel and rock fragments

Clay, gray, silty, trace sand and rock fragments

Shale, gray, weathered to decomposed

Shale, dark gray and black, weathered to soft

Shale, dark gray, soft to medium hard End of Boring @ 43.7 ft.

50/.2

18.6 25.7

23.1

16.6

10.2

9.6

11.5

8.2

11.5

15.4

20.0

17.3

12.7

10/10/2017 Cleveland, Ohio

C. 7287A

G-08-49-G B-12

759.992

X 2.0’ 27.0’, Blocked @ 39’ 2.0’

Method of Sampling:

Split Spoon Core Drill Shelby Tube Auger

Encountered Completion @ 24 hours

Boring Number:

Surface Elevation:

B lo w s o n S p o o n fo r in ch e s

(N

Boring Completed:

Location:

DVL Job No.:

D e p th in f e e t

W a te r L e ve l S a m p le

N a tu ra l M o is

SUMMARY OF TEST RESULTS

L iq u id

L im it

P la st ic ity I n d e x

U n co n fin e d S h e a r

S tr e ss p sf

S tr a in

L o ss o n I g n iti o n

D ry

U n it

W e ig h t

(p cf

DESCRIPTION

REMARKS:

David V. Lewin Corp. / GEOTECHNICAL ENGINEERING

S ym b o l

Asphalt 4” Slag Base 8” Fill: gray tr. brown sandy clay, tr. cinders slag, brick & rock frags. and organic matter Fill: brown tr. gray silty clay, little sand and gravel, tr. cinders, slag and brick frags.

Fill: gray brown silty sandy clay some gravel and rock fragments

Fill: gray silty clay, trace rock and brick fragments and organic matter

Clay, brown trace gray, silty, trace sand

Clay, gray, silty, trace sand, gravel and rock fragments

Silt, gray, little clay and sand, trace rock fragments

Shale, gray, weathered to decomposed End of Boring @ 33.7 ft.

50/.3

20.8 15.4

19.1

31.6

14.1

8.9

10.0

10.8

4500*+

3500*+

9265 10.2

5.2

5.7

* Pocket Penetrometer 10/11/2017 Cleveland, Ohio

C. 7287A

G-08-50-G B-13

760.823

X 6.0’ 20.0’, Blocked @ 32’

TEST PIT LOGS

October 20, 2017

Modified November 26, 2017 NASA Bldg 21 Demo

DVL Project No. C.7287A

Test Pit No. Depth Description Elevation

TP-1 0 - 15” FILL: Brown silty sand, trace clay

760± 15” - 20” Asphalt, 1 inch topping, 4-inch base course 20” - 28” Slag base (ODOT No. 1 & 2 size) 28” – 8’ Brown, brown mottled gray silty clay

Test Pit DRY

TP-2 0 - 11” FILL: Browns silty sand, trace clay

760± 11” - 16” Asphalt, 1-inch topping, 4-inch base course 16” - 24” Slag base (ODOT No. 1 & 2 size)

- some rolled into subgrade additional 3 inches 24” - 3’ Brown, brown mottled gray silty clay 3’ - 6’ Gray silty clay with gravel/silty clayey sand, WET

Z + D Z + D Zrock + D Z

REQD A REQD A REQD A REQD A

Mark Load (P) (P)/4.5 L x W (ft) (P)/18 DIAM (ft) BH Desig DIAM (in) DEPTH(ft) (P)/18 DIAM (ft) DIAM (in) DEPTH(ft) (P)/40 DIAM (ft) DIAM (in) DEPTH(ft)

A-0.5 102 22.7 5 5.7 3 C2 36 16 5.7 2.83 34 15.83 2.6 2.5 30 45.00 13

A-1 188 41.8 6.5 10.4 4 C4 48 17 10.4 3.67 44 16.67 4.7 2.5 30 45.00 13

A-2 202 44.9 7 11.2 4 C4 48 17 11.2 3.83 46 16.83 5.1 3 36 45.50 13

A-3 155 34.4 6 8.6 3.5 C3 42 16.5 8.6 3.33 40 16.33 3.9 2.5 30 45.00 13

A-4 125 27.8 5.5 6.9 3 C2 36 16 6.9 3.00 36 16.00 3.1 2.5 30 45.00 13

A-5 164 36.4 6.5 9.1 3.5 C3 42 16.5 9.1 3.50 42 16.50 4.1 2.5 30 45.00 13

A-6 155 34.4 6 8.6 3.5 C3 42 17.5 8.6 3.33 40 17.33 3.9 2.5 30 45.00 14

A-7 125 27.8 5.5 6.9 3 C2 36 17 6.9 3.00 36 17.00 3.1 2.5 30 45.00 14

A-8 185 41.1 6.5 10.3 4 C4 48 18 10.3 3.67 44 17.67 4.6 2.5 30 45.00 14

A-9 155 34.4 6 8.6 3.5 C3 42 17.5 8.6 3.33 40 17.33 3.9 2.5 30 45.00 14

A-12 175 38.9 6.5 9.7 4 C4 48 22 9.7 3.67 44 21.67 4.4 2.5 30 45.00 18

A-13 153 34.0 6 8.5 3.5 C3 42 21.5 8.5 3.33 40 21.33 3.8 2.5 30 45.00 18

A-14 112 24.9 5 6.2 3 C2 36 21 6.2 2.83 34 20.83 2.8 2.5 30 45.00 18

A-15 180 40.0 6.5 10.0 4 C4 48 22 10.0 3.67 44 21.67 4.5 2.5 30 45.00 18

A-16 160 35.6 6 8.9 3.5 C3 42 21.5 8.9 3.50 42 21.50 4.0 2.5 30 45.00 18

A-17 74 16.4 4.5 4.1 2.5 C1 30 20.5 4.1 2.50 30 20.50 1.9 2.5 30 45.00 18

B-0.5 102 22.7 5 5.7 3 C2 36 16 5.7 2.83 34 15.83 2.6 2.5 30 45.00 13

B-1 148 32.9 6 8.2 3.5 C3 42 16.5 8.2 3.33 40 16.33 3.7 2.5 30 45.00 13

B-2 238 52.9 7.5 13.2 5 C5 60 18 13.2 4.17 50 17.17 6.0 3 36 45.50 13

B-3 211 46.9 7 11.7 4 C4 48 17 11.7 4.00 48 17.00 5.3 3 36 45.50 13

B-4 154 34.2 6 8.6 3.5 C3 42 16.5 8.6 3.33 40 16.33 3.9 2.5 30 45.00 13

B-5 191 42.4 7 10.6 4 C4 48 17 10.6 3.83 46 16.83 4.8 2.5 30 45.00 13

B-6 212 47.1 7 11.8 4 C4 48 18 11.8 4.00 48 18.00 5.3 3 36 45.50 14

B-7 154 34.2 6 8.6 3.5 C3 42 17.5 8.6 3.33 40 17.33 3.9 2.5 30 45.00 14

B-8 213 47.3 7 11.8 4 C4 48 18 11.8 4.00 48 18.00 5.3 3 36 45.50 14

B-9 237 52.7 7.5 13.2 5 C5 60 19 13.2 4.17 50 18.17 5.9 3 36 45.50 14

B-10 364 80.9 9 20.2 6 C6 72 20 20.2 5.17 62 19.17 9.1 3.5 42 46.00 14

B-11 368 81.8 9 20.4 6 C6 72 24 20.4 5.17 62 23.17 9.2 3.5 42 46.00 18

B-12 241 53.6 7.5 13.4 5 C5 60 23 13.4 4.17 50 22.17 6.0 3 36 45.50 18

B-13 201 44.7 7 11.2 4 C4 48 22 11.2 3.83 46 21.83 5.0 3 36 45.50 18

B-14 167 37.1 6.5 9.3 3.5 C3 42 21.5 9.3 3.50 42 21.50 4.2 2.5 30 45.00 18

B-15 188 41.8 6.5 10.4 4 C4 48 22 10.4 3.67 44 21.67 4.7 2.5 30 45.00 18

B-16 187 41.6 6.5 10.4 4 C4 48 22 10.4 3.67 44 21.67 4.7 2.5 30 45.00 18

B-17 95 21.1 5 5.3 3 C2 36 21 5.3 2.67 32 20.67 2.4 2.5 30 45.00 18

BG-10 340 75.6 9 18.9 5 C5 60 19 18.9 5.00 60 19.00 8.5 3.5 42 46.00 14

BG-11 373 82.9 9 20.7 6 C6 72 24 20.7 5.17 62 23.17 9.3 3.5 42 46.00 18

C-12 109 24.2 5 6.1 3 C2 36 21 6.1 2.83 34 20.83 2.7 2.5 30 45.00 18

C-13 103 22.9 5 5.7 3 C2 36 21 5.7 2.83 34 20.83 2.6 2.5 30 45.00 18

C-14 165 36.7 6.5 9.2 3.5 C3 42 21.5 9.2 3.50 42 21.50 4.1 2.5 30 45.00 18

C-15 125 27.8 5.5 6.9 3 C2 36 21 6.9 3.00 36 21.00 3.1 2.5 30 45.00 18

C-15.3 24 5.3 3 1.3 2.5 C1 30 20.5 1.3 2.50 30 20.50 0.6 2.5 30 45.00 18

D-1.8 37 8.2 3 2.1 2.5 C1 30 15.5 2.1 2.50 30 15.50 0.9 2.5 30 45.00 13

D-2 155 34.4 6 8.6 3.5 C3 42 16.5 8.6 3.33 40 16.33 3.9 2.5 30 45.00 13

D-3 171 38.0 6.5 9.5 3.5 C3 42 16.5 9.5 3.50 42 16.50 4.3 2.5 30 45.00 13

D-4 130 28.9 5.5 7.2 3.5 C3 42 16.5 7.2 3.17 38 16.17 3.3 2.5 30 45.00 13

D-5 129 28.7 5.5 7.2 3.5 C3 42 16.5 7.2 3.17 38 16.17 3.2 2.5 30 45.00 13

D-6 174 38.7 6.5 9.7 4 C4 48 18 9.7 3.67 44 17.67 4.4 2.5 30 45.00 14

D-7 130 28.9 5.5 7.2 3.5 C3 42 17.5 7.2 3.17 38 17.17 3.3 2.5 30 45.00 14

D-8 129 28.7 5.5 7.2 3.5 C3 42 17.5 7.2 3.17 38 17.17 3.2 2.5 30 45.00 14

D-9 175 38.9 6.5 9.7 4 C4 48 18 9.7 3.67 44 17.67 4.4 2.5 30 45.00 14

D-10 317 70.4 8.5 17.6 5 C5 60 19 17.6 4.83 58 18.83 7.9 3.5 42 46.00 14

D-11 316 70.2 8.5 17.6 5 C5 60 19 17.6 4.83 58 18.83 7.9 3.5 42 46.00 14

D-12 178 39.6 6.5 9.9 4 C4 48 18 9.9 3.67 44 17.67 4.5 2.5 30 45.00 14

D-13 125 27.8 5.5 6.9 3 C2 36 17 6.9 3.00 36 17.00 3.1 2.5 30 45.00 14

D-14 149 33.1 6 8.3 3.5 C3 42 17.5 8.3 3.33 40 17.33 3.7 2.5 30 45.00 14

D-15 124 27.6 5.5 6.9 3 C2 36 21 6.9 3.00 36 21.00 3.1 2.5 30 45.00 18

D-15.3 24 5.3 3 1.3 2.5 C1 30 20.5 1.3 2.50 30 20.50 0.6 2.5 30 45.00 18 tripod 780 173 13 43.3 7.5 C7 90 30.5 43.3 7.50 90 30.5 ####### 5 60 47.50 13 ######## 2658

Notes: Piles must bear at a minimum of 3 pile diameters below grade and 1 pile diameter into the bearing material whose depth Z is shown in column on far right

Bedrock estimated at average depth of 42.5 ft, modified from 40 ft estimate on 10-6-17

Values high-lighted in yellow modified to reflect additional data from borings taken 10-10-17 and 10-11-17

Caisson diameters shown in bold red were upsized for more uniformity (less variance) in sizes, or to meet minimum size requirements

Cells highlighted in blue represent recent changes in loads. Column Mark and changed loads shown in red.

Tripod caisson length increased to 30.5 ft

Cells highlighted in green represent minor changes in loads made on 3-9-18. correct depth to hard clay (Z), and caisson depth (4-21-18)

FOOTING SIZE AND DEPTH TABLE

C.7287A - NASA Research and Support Building David V. Lewin Corp. modified 4/21/2018

(BRG ON MED HD SHALE)(BRG ON HD SILTY CLAY)(BRG ON HD SILTY CLAY)

SPREAD FTG STRAIGHT SHAFT BELLED at 30° FROM VERT STRAIGHT SHAFT- ON ROCK twardlow Polygon