geotechnical engineering site investigation report

102-D Oneida Street Pueblo, Colorado 81003

(719) 582-5588 www.jesik.us

!

GEOTECHNICAL ENGINEERING SITE INVESTIGATION REPORT

!!

FOR PROPERTY AT Parcel B

Property Adjacent to North Side O’Reilly Auto Parts Las Vegas

San Miguel County, New Mexico !

PREPARED FOR: Food Service Concepts, Inc. 1101-A West Melinda Lane

Phoenix, AZ 85027

PREPARED BY JESIK CONSULTING PROJECT NUMBER: 15-6290

!!!!!

!!!!!

Joseph A. Jesik, P.E.

!

i

!TABLE OF CONTENTS

!!!1.! INTRODUCTION ..................................................................................................................1!2.! GENERAL FINDINGS ..........................................................................................................1!3.! FOUNDATION RECOMMENDATIONS ........................................................................1!

3.1! INTERRUPTED FOOTINGS CONSTRUCTED ON OVEREXCAVATED, MOISTURE CONDITIONED, AND RE-COMPACTED SOILS ................... 1!

4.! STRUCTURAL FILL RECOMMENDATIONS ................................................................2!5.! SITE DESCRIPTION & PROPOSED CONSTRUCTION .............................................3!6.! EXCAVATIONS .....................................................................................................................3!7.! FIELD AND LABORATORY ANALYSIS .........................................................................3!8.! SUBSURFACE CONDITIONS ............................................................................................4!9.! FLOOR SYSTEMS .................................................................................................................4!10.!CONCRETE .............................................................................................................................5!11.! SITE PREPARATION ...........................................................................................................5!12.! SURFACE DRAINAGE ........................................................................................................5!13.!BELOW-GRADE CONSTRUCTION .................................................................................6!14.! PAVEMENT ............................................................................................................................6!

14.1! ASPHALT SECTIONS .............................................................................................. 6!15.! LIMITATIONS .......................................................................................................................8!

APPENDIX A: SITE INVETIGATION MAP ............................................................... A!APPENDIX B: BORING LOGS ....................................................................................... B!APPENDIX C: LABORATORY TEST RESULTS ........................................................ C!APPENDIX D: DRAINAGE DETAILS ........................................................................ D!

!

Jesik Consulting 1 Project No.: 15-6290

1. ! INTRODUCTION Jesik Consulting has completed a site investigation for the subject property at the request of Mr./Cheyenne Maness of Food Service Concepts., LLC. Site investigation results and geotechnical recommendations are included to comply with local requirements and present an appropriate foundation for this site.

2. ! GENERAL FINDINGS Soils encountered in our borings generally consisted of undocumented fill underlain by medium to high plasticity clay. Native soil was encountered near the ground surface in the south west portion of the site. This native clay soil exhibited moderately expansive soil (up to 3.5% swell when wetted with a 500 pound per square foot (psf) surcharge load). Claystone bedrock was encountered below the surficial soils. Depth of the claystone ranged between 14 and 15 feet (ft) below the existing ground surface (BGS).

Recommended foundation(s) include spread footings on a minimum 4 ft of over-excavated, moisture conditioned, and properly recompacted on-site soils. Design and construction criteria for foundations are presented in the report. � Surface drainage should be designed for rapid removal of water away from the building and off the pavements. Water should not be allowed to pond adjacent to the building or on pavements. � Detailed subsurface conditions and select laboratory test results are presented on the boring logs in Appendix B.

!Ground water was not encountered during drilling.

3. ! FOUNDATION RECOMMENDATIONS With respect to the soil investigation performed at this site, and the intended structures as described by the client named above, both structures may be founded on the following:

3.1! INTERRUPTED FOOTINGS CONSTRUCTED ON OVEREXCAVATED, MOISTURE CONDITIONED, AND RE-COMPACTED SOILS

Native Sandy CLAY swelled in laboratory tests when wetted. This sandy CLAY represents a geological hazard to structures when they are constructed within or near the expansive material. Over-excavation, moisture conditioning, and properly re-compacting on-site soil has been shown to reduce the risk associated with expansive soils. The estimated amount of heave of foundation systems with a minimum dead load and alternate over-excavation depths is shown in Table 1.

Table 1 – Estimated Heave (500 psf Minimum Dead Load) Over-Excavation Depth (ft) Estimated Heave (in)

0 2 2 1 ½ 4 1 6 ½ 8 ¼

!


An interrupted spread footing foundation system may be utilized at this site provided the footings are on properly over-excavated, recompacted and moisture conditioned on-site materials that have been over-excavated to a minimum depth of 4 feet below the bottom of the proposed footings. Footings may be used with a maximum soil bearing capacity of 2,000 psf and a minimum dead load pressure of 500 psf. A 6-inch void material should be installed in areas where the minimum dead load cannot be attained. Foundation components must also be located below all organic material. Some movement of the structure on this type of foundation system is expected. See the attached OVER-EXCAVATION, MOISTURE CONDITION, AND RECOMPACTION OF ON-SITE MATERIAL for additional recommendations and specifications. Prior to placing concrete, all bearing surfaces must be cleared of loose material. Disturbed material may be re-compacted in place only after contacting, and with guidance from this office. To verify the soil conditions and to verify the over-excavation depth for any footings, it is required that an open excavation observation be performed at this site. This observation must be performed only after the entire excavation has been dug to final grade where foundations will be constructed and is not included in the fee of this report. If potentially expansive clay, deleterious material or other unsuitable conditions are found additional testing and revised foundation recommendations may be required at an additional cost.

4. ! STRUCTURAL FILL RECOMMENDATIONS ON SITE sandy CLAY soils May be used as structural fill. Fill material may also be purchased from a supplier that certifies that the material meets Class 1 Structural Fill Material or Class 6 Road Base guidelines. “Crusher Fines” are not acceptable for use as a structural fill. The fill should have a maximum liquid limit (LL) of 35 and maximum plasticity index (PI) of 6. Swell should be less than 1% when wetted with a 500 pound per square foot (psf) surcharge pressure. Fill material may be sourced from a non-certifying supplier or an alternate location; however, it must be approved by this firm prior to placement. In order to obtain subsequent construction inspections by this firm, or any letters regarding structural fill placement, testing of the fill must be performed as stated above, AND compaction testing must be performed during placement, for each lift of fill (maximum 8 inch lifts prior to compaction) and whenever the fill changes, if ever. If any sample of fill material does not pass compaction requirements, the entire lift must be scarified; moisture conditioned, re-compacted and tested for conformance. If any sample of fill does not pass tests for constituency, the failing material must be removed in its entirety. Fill material must be properly placed. This will include the determination of its maximum dry density and optimum moisture content, with a standard proctor test (ASTM D698) as well as its moisture and density after being placed. Fill should be compacted to a minimum of 95% of the maximum dry density, and from -2% to +3% of optimum moisture content. The contractor may need to add water to the fill in order to achieve proper compaction. Water should be added at the borrow area in order to achieve uniform moisture conditions in the fill material if possible. The

tyler

Highlight

!


width of the fill material placed must be at least 1 ½ times the over excavation depth. It is the responsibility of the builder or contractor to schedule a testing firm to conduct compaction tests, retrieve a fill sample, delivery of fill samples to the testing firm, or supply certified documents of the fill material being used for approval by the testing firm. If a third party is used for any part of the structural fill placement procedure this firm is not to be considered the ‘engineer of record’ nor is this firm considered as project manager for this process.

5. ! SITE DESCRIPTION & PROPOSED CONSTRUCTION The site is vacant at this time and appears to have been previously filled to provide a relatively level building pad. The existing vegetation consists of native grasses and weeds. It is our understanding that 2 restaurants will be constructed at the site. The restaurants will be approximately 4,500 square feet (sf) and 2,400 sf. Associated parking and utilities will also be constructed.

6. ! EXCAVATIONS We believe the surficial materials found in our borings can be excavated using conventional excavation equipment. Excavations should be sloped or shored to meet local, state, and federal safety regulations. Based on our investigation and Occupational Safety and Health Administration (OSHA) standards, we believe the fill and natural soils classify as Type B. Type B soil requires temporary excavation side slopes no steeper than 1:1, in dry conditions. Excavation slopes specified by OSHA are dependent upon soil types and ground water conditions encountered. The contractor’s “competent person” should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils and equipment should not be placed within a horizontal distance equal to one-half the excavation depth, from the edge of excavation. A professional engineer should design excavations deeper than 20 feet. Water and sewer lines are often constructed beneath pavements. Compaction of trench backfill can have a significant effect on the life and serviceability of pavements. We recommend trench backfill be moisture conditioned and compacted to 95% of the maximum dry density (MDD) and within 3% of the optimum moisture content (OMC) as determined by the standard proctor test (ASTM D698). Placement and compaction of trench backfill should be observed and tested by a trained soils technician.

7. ! FIELD AND LABORATORY ANALYSIS Test borings were drilled in the project area (see Site Map) using truck-mounted solid stem auger equipment. The borings are generally drilled to depths between 20 and 30 feet. Borings may have been drilled deeper if additional samples or subsurface information was required. Soil and rock are visually logged during drilling by Jesik Consulting personnel. Logs include soil and rock classification, density/consistency or hardness, weathering, moisture conditions, color, and other observations that may impact the design or construction. Changes in soil/rock types and properties are noted along with groundwater conditions encountered during drilling.

!


The driller collects soil samples from different depths to determine subsurface conditions and properties. A 2-inch O.D. brass liner inside of a solid barrel sampler is used to retrieve the samples. The sample barrel is driven into the ground by a 140-pound hammer free falling 30 inches. Drill cuttings and bulk samples may also be collected where liner samples are not retrieved. Samples are then delivered to the laboratory for testing and analysis. Laboratory testing may consist of moisture content, dry density, swell or consolidation potential, and particle size distribution. Non-cohesive or highly granular samples are not typically tested for swell or consolidation potential. The project engineer then reviews field logs and laboratory test results. Subsurface conditions presented in the report represent the results of this investigation based upon drilling, observations, laboratory testing, as well as our experience in the vicinity of the project. Investigations performed on nearby sites may have been considered in these results.

8. ! SUBSURFACE CONDITIONS A summary of laboratory analysis, boring logs, and laboratory test results are included in Appendices B and C and present specific subsurface conditions and property information.

9. ! FLOOR SYSTEMS The Concrete Slab on Grade Performance Risk at this site is judged to be moderate due to the variable properties and depths of the undocumented fill. These soils may not be suitable for the construction of slabs. It must be understood however, that the risk of slab movement does exist. Changes in the water content of these soils may cause the soil to swell or shrink which may cause movement or cracking of slabs. If some movement of a concrete floor slab on grade is not acceptable, areas should be constructed utilizing a structural floor system over a crawl space. Should the owner elect to accept the risks of expansive/consolidating soils and the effects they have on slabs, the following have been shown to be helpful when constructing a concrete slab on grade: Slabs should bear on properly conditioned and re-compacted materials, as opposed to gravel or other materials, which may allow the migration of water below the slabs. If the on-site soils are not acceptable, it is preferable to bear slabs on non-expansive imported materials that are not highly granular. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index less than 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable / collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non-bearing partition walls must be constructed with a minimum of 1½ inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least a 1-inch gap at floor level. It is the

!


owner’s responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact this or any geotechnical office. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart.

10. !CONCRETE Concrete may be made for sulfate resisting concrete for Class 2 exposure to sulfate attack for concrete in contact with the subsoils, according to the American Concrete Institute (ACI). For this level of sulfate concentration, ACI indicates Type II cement can be used for concrete in contact with the subsoils. Our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deterioration, the water-to-cement material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should be air entrained.

11. !SITE PREPARATION We anticipate that additional grading may be necessary. Site preparation procedures should be performed such that the potential for standing and ponding of water around the site is minimized. Clay soils should be kept from desiccating (drying and shrinking) by sprinkling the soils occasionally. Drainage swales or channels should be created where necessary in order to route water away from the excavation and construction area.

Areas to receive fill should be scarified to a depth of at least 8 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of Standard Proctor maximum dry density (ASTM D 698). The existing on-site soils are suitable for reuse as fill material provided vegetation; debris and other deleterious materials are substantially removed. If import material is required, we recommend importing granular non-expansive soil. Import fill should contain 100 percent passing the 2- inch sieve with less than 30 percent silt and clay-sized particles, and have a liquid limit less than 25 percent and a plasticity index less than 10 percent. A sample of import material should be submitted to our office for approval prior to stockpiling at the site. The properties of the fill will affect the performance of the slabs-on-grade and pavements. The fill should be moisture conditioned, placed in thin loose lifts (8 inches or less), and compacted to at least 95 percent of standard Proctor (ASTM D 698) dry density. Granular fill should be moistened to within 2 percent of optimum moisture content. Placement and compaction of fill should be observed and tested by a qualified testing agency.

12. !SURFACE DRAINAGE The area surrounding the structure should be graded to provide adequate drainage away from the structure. This is typically accomplished by utilizing a 5 percent

!


slope away from the foundation. Low spots should be filled in order to prevent accumulation and ponding of water near the structure. Surface water running toward the structures from up slope areas should be diverted around and away from the structures by means of drainage swales or other similar measures. Decorative edging should be constructed to allow water to flow through, around, or under the edging and not so as to cause damming of water behind the edging. Sprinkler systems should be constructed so as to keep the area within 5 feet of the structure as dry as possible. Sprinkler heads or other irrigation components should not be placed in, nor should they release water into, the area that is within 5 feet of the structure. Downspouts and sill cocks must terminate outside of the backfill area of the structure and a minimum of 6 feet from the structure. Downspouts and sill cocks should discharge into splash blocks that extend well beyond the limits of the backfill. The use of long downspout extensions in-place of splash blocks is advisable.

See the attached graphical representation of some of the above.

13. !BELOW-GRADE CONSTRUCTION Habitable spaces below the ground surface are not planned. For this condition, a foundation drain is typically not necessary. If plans change to include a garden level, basement or other habitable below-grade area, our office should be contacted in order to provide lateral earth pressures and foundation drain design criteria.

14. !PAVEMENT Subgrade Soils The existing subgrade materials classify as A-6 soils according to the American Association of State Highway and Transportation Officials (AASHTO) classification system. We have assumed that the on site sandy clay soils will be used for pavement subgrade. For design purposes, an “R” value of 22, corresponding to a resilient modulus of 5,273 psi, was assumed to represent the subgrade strength for flexible pavements. A modulus of subgrade reaction of 125 pci was assumed for rigid pavements. Traffic Estimates We have estimated ESALs (Equivalent 18-kip Single Axle Load) of 75,000 (10 EDLA) for the drive lanes and 29,000 (4 EDLA) for the parking lot pavements for a 20-year design life.

14.1! Asphalt Sections

The following parameters were used for the asphalt thickness design.

Design Serviceability Loss 2.0 Drainage Coefficient 1.0 Resilient Modulus 5,273 Reliability 85% Overall Standard Deviation 0.45

!


Asphaltic Strength Coefficient 0.40 Aggregate Base Course Strength Coefficient 0.12 Structural numbers of 2.1 and 2.5 were determined for parking and drive pavement sections respectively from the standard AASHTO pavement nomegraph. The recommended pavement thicknesses are presented in the following table. Area Asphalt (in) Asphalt/ABC Concrete (in) Drive Lanes 6 4.5/6 (in) 6 Parking Areas 5 4/4 (in) 6 Dumpster Pad Not Recommended 6

Asphalt should consist of a mixture of aggregate, filler, and asphalt cement established by a qualified engineer. All concrete should be based on a mix design established by a qualified engineer. The design mix should consist of aggregate, Portland cement, water, and additives that will meet the requirements contained in this section. The concrete should have a modulus of rupture of third point loading of 650 psi. Normally, concrete with a 28-day compressive strength of 4,200 psi will meet this requirement. Concrete should contain approximately 6 percent entrained air. Maximum allowable slump should not exceed 4 inches. The concrete paving should be constructed in general accordance with the American Concrete Institutes’ Guide for Design and Construction of Concrete Parking Lots. Subgrade Preparation After clearing and grubbing and rough grading, the exposed subgrade should be scarified to a depth of 6 inches and moisture conditioned to within 3 percent of the optimum moisture content for the onsite sandy clay and compacted to a minimum of 95 percent of the maximum dry density based on the standard proctor test (ASTM D698). Proofroll Before paving, the subgrade should be proof rolled with a heavily loaded pneumatic-tired vehicle. This vehicle should have a gross vehicle weight of at least 50,000 pounds with a loaded single axle weight of 18,000 pounds and a tire pressure of at least 100 psi. Areas that deform excessively under heavy wheel loads are not stable and should be removed and replaced to achieve a stable subgrade prior to paving or placement of subgrade. Drainage The collection and diversion of surface water away from paved areas is extremely important for the satisfactory performance of pavement. Drainage design should provide for the removal of water from paved areas and prevent wetting of subgrade soils. Maintenance Periodic maintenance of paved areas is critical to achieve the design pavement life. Crack sealing should be performed annually as new cracks appear. Joint seals in concrete should be performed annually as new cracks appear. Joint seals in concrete should be replaced as they deteriorate. Chip seals, fog seals, or slurry seals applied at

!


approximate intervals of 3 to 5 years are usually necessary for asphalt. As conditions warrant, it may be necessary to perform patching and structural overlays at approximate 10 year intervals.

15. !LIMITATIONS In any subsurface investigation, limited data is available from which to formulate soil descriptions and generate recommendations for foundations and related construction components. The samples taken are indicative of the subsurface materials at the time and at the location the samples were taken. Precipitation, seasonal changes, and excavating are just a few of the factors that may create changes in the composition of the site. If conditions are encountered which are significantly different from those described in this report, contact this office before proceeding. By acceptance of this report all parties agree that the purpose of this report is to provide geotechnical data and foundation recommendations only and does not address nor was intended to address any environmental issues, hazardous materials, mold issues, toxic waste issues or other subsurface situations or conditions other than those described within this report. This report is intended for the sole use of the above named client and their approved agents. This office cannot be responsible for any conclusions or recommendations made by other parties based upon the data contained herein.

A

!

APPENDIX A: SITE INVETIGATION MAP

B

!

APPENDIX B: BORING LOGS

Project: Food ConceptsProject Location: Parcel B, LasVegas,

NMProject Number: 15-6290

Log of Boring B1

Date(s) Drilled Oct 9, 2015

Drilling Method Auger

Drill Rig Type Giddings 25

Groundwater Level and Date Measured NE

Borehole Backfill None

Logged By Jesik

Drill Bit Size/Type 3"/Carbide

Drilling Contractor Jesik

Sampling Method(s) Modified California

Location NW Denny's

Checked By Castro

Total Depth of Borehole 19.5 feet bgs

Approximate Surface Elevation -

Hammer Data 140lb/carbide

Mat

eria

l Typ

e

Fill

CL-CH

Claystone

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

CommentsGra

phic

Log

Wat

er C

onte

nt, %

Dry

Uni

t Wei

ght,

pcf

MATERIAL DESCRIPTION

Sandy CLAY, hard, moist, brown

CLAY, hard, high plasticity, moist, dark brown

CLAYSTONE, very hard, moist, dark gray

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

13

14

15

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

17-20

50/6

50/6

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-1

Sheet 1 of 1Jesik Consulting

102-D Oneida Street Pueblo, CO 81003

(719) 582-5588



Log of Boring B2






Logged By Jesik




Location SE Denny's

Checked By Castro




Mat

eria

l Typ

e

Fill

CL-CH

Claystone

Sw

ell/C

onso

lidat

ion,

%

1.1

Per

cent

Fin

es

68.7

CommentsGra

phic

Log

Wat

er C

onte

nt, %

16.6

Dry

Uni

t Wei

ght,

pcf

111.7


Sandy CLAY, low to medium plasticity, very stiff to hard, moist, brown with black sand

CLAY, high plasticity, hard, moist, dark brown


Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

7

8

9

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

12-17

15-26

50/6

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-2



(719) 582-5588



Log of Boring B3






Logged By Jesik




Location NW Del Taco

Checked By Castro




Mat

eria

l Typ

e

Fill

CL-CH

Claystone

Sw

ell/C

onso

lidat

ion,

%

0.9

Per

cent

Fin

es

87.7

CommentsGra

phic

Log

Wat

er C

onte

nt, %

11.9

Dry

Uni

t Wei

ght,

pcf

114.4


Sandy CLAY, medium plasticity, hard, moist, gray and brown

CLAY, very stiff, moist, brown


Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

16

17

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

17-23

50/7

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-3



(719) 582-5588



Log of Boring B4






Logged By Jesik




Location SE Del Taco

Checked By Castro




Mat

eria

l Typ

e

CL

CL-CH

Claystone

Sw

ell/C

onso

lidat

ion,

%

3.5

Per

cent

Fin

es

72.9

CommentsGra

phic

Log

Wat

er C

onte

nt, %

13.3

Dry

Uni

t Wei

ght,

pcf

112.7


Sandy CLAY, trace gravel, low plasticity, very stiff, moist, brown

CLAY, medium plasticity, very stiff, moist, dark brown


Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

10

11

12

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

7-14

11-19

50/5

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-4



(719) 582-5588



Log of Boring P1






Logged By Jesik




Location W Center Parking

Checked By Castro

Total Depth of Borehole 5 feet bgs


Hammer Data 140lb/30"

Mat

eria

l Typ

e

Fill

CL

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

62.7

CommentsGra

phic

Log

Wat

er C

onte

nt, %

27.1

Dry

Uni

t Wei

ght,

pcf


Sandy CLAY, very stiff, moist, brown

Sandy CLAY, medium plasticity, hard, moist, dark brown

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

5

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

14-17

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-5



(719) 582-5588



Log of Boring P2






Logged By Jesik




Location NE Parking

Checked By Castro




Mat

eria

l Typ

e

Fill

CL

Sw

ell/C

onso

lidat

ion,

%

-0.1

Per

cent

Fin

es

45.8

Comments

small concrete pieces

Gra

phic

Log

Wat

er C

onte

nt, %

7.7

Dry

Uni

t Wei

ght,

pcf

106.4


Sandy CLAY, Sand in parts, hard, moist, dark brown

Sandy CLAY, trace cobble, stiff, moist, black

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

1

2

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

50/7

8-6

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-6



(719) 582-5588



Log of Boring P3






Logged By Jesik




Location NE Corner Parking

Checked By Jesik



Hammer Data 140lb/3"

Mat

eria

l Typ

e

Fill

CL

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

CommentsGra

phic

Log

Wat

er C

onte

nt, %

Dry

Uni

t Wei

ght,

pcf


Sandy CLAY, medium plasticity, very stiff, moist, dark brown

Sandy CLAY, medium plasticity, very stiff, moist, gray and brown

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

6

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

10-15

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-7



(719) 582-5588



Log of Boring P4






Logged By Jesik




Location SE Parking

Checked By Castro




Mat

eria

l Typ

e

Fill

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

82.3

CommentsGra

phic

Log

Wat

er C

onte

nt, %

16.5

Dry

Uni

t Wei

ght,

pcf


Sandy CLAY, trace cobbles, medium plasticity, hard, moist, black and brown

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

4

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

15-25

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-8



(719) 582-5588



Log of Boring P5






Logged By Jesik




Location East Center Parking

Checked By Castro




Mat

eria

l Typ

e

Fill

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

81.2

CommentsGra

phic

Log

Wat

er C

onte

nt, %

14.5

Dry

Uni

t Wei

ght,

pcf


Sandy CLAY, medium plasticity, hard, moist, dark brown

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

3

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

19-30

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-9



(719) 582-5588



Log of Boring P6






Logged By Jesik




Location N CEN Parking

Checked By Castro




Mat

eria

l Typ

e

Fill

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

Comments

Auger Refusal at 5'

Gra

phic

Log

Wat

er C

onte

nt, %

Dry

Uni

t Wei

ght,

pcf


Sandy CLAY, very stiff, moist, brown

Dep

th (f

eet)

0

5

10

15

20

25

30

Sam

ple

Num

ber

-

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-10



(719) 582-5588



Boring Log Key

Mat

eria

l Typ

e

Sw

ell/C

onso

lidat

ion,

%

Per

cent

Fin

es

CommentsGra

phic

Log

Wat

er C

onte

nt, %

Dry

Uni

t Wei

ght,

pcf

MATERIAL DESCRIPTIONDep

th (f

eet)

Sam

ple

Num

ber

Sam

ple

Type

Sam

plin

g R

esis

tanc

e,

blow

s/ft

1 2 3 4 5 6 7 8 9 10 11 12

COLUMN DESCRIPTIONS

1 Depth (feet): Depth in feet below the ground surface.2 Sample Type: Type of soil sample collected at the depth interval

shown.3 Sample Number: Sample identification number.4 Sampling Resistance, blows/ft: Number of blows to advance driven

sampler one foot (or distance shown) beyond seating intervalusing the hammer identified on the boring log.

5 Material Type: Type of material encountered.6 Graphic Log: Graphic depiction of the subsurface material

encountered.7 MATERIAL DESCRIPTION: Description of material encountered.

May include consistency, moisture, color, and other descriptivetext.

8 Water Content, %: Water content of the soil sample, expressed aspercentage of dry weight of sample.

9 Dry Unit Weight, pcf: Dry weight per unit volume of soil samplemeasured in laboratory, in pounds per cubic foot.

10 Percent Fines: The percent fines (soil passing the No. 200 Sieve)in the sample. WA indicates a Wash Sieve, SA indicates a SieveAnalysis.

11 Swell/Consolidation, %: Swell/Consolidation 12 Comments: Comments and observations regarding drilling or

sampling made by driller or field personnel.

FIELD AND LABORATORY TEST ABBREVIATIONS

CHEM: Chemical tests to assess corrosivityCOMP: Compaction testCONS: One-dimensional consolidation testLL: Liquid Limit, percent

PI: Plasticity Index, percentSA: Sieve analysis (percent passing No. 200 Sieve)UC: Unconfined compressive strength test, Qu, in ksfWA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS

Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)

Lean-Fat CLAY, CLAY w/SAND, SANDY CLAY (CL-CH)

Claystone

AF

TYPICAL SAMPLER GRAPHIC SYMBOLS

Auger sampler

Bulk Sample

3-inch-OD California w/brass rings

CME Sampler

Grab Sample

2.5-inch-OD ModifiedCalifornia w/ brass liners

Pitcher Sample

2-inch-OD unlined splitspoon (SPT)

Shelby Tube (Thin-walled,fixed head)

OTHER GRAPHIC SYMBOLS

Water level (at time of drilling, ATD)

Water level (after waiting)

Minor change in material properties within astratum

Inferred/gradational contact between strata

? Queried contact between strata

GENERAL NOTES1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may begradual. Field descriptions may have been modified to reflect results of lab tests.2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representativeof subsurface conditions at other locations or times.

Mac

into

sh H

D:U

sers

:jesi

kcon

sulti

ng:O

neD

riveB

usin

ess:

Pro

ject

s:15

-XX

XX

:15-

62X

X:1

5-62

90 F

ood

Ser

vice

Con

cept

s:Fo

od C

once

pts.

bg4[

Jesi

k.tp

l]

Figure B-11

Jesik Consulting 102-D Oneida Street Pueblo, CO 81003

(719) 582-5588

C

APPENDIX C: LABORATORY TEST RESULTS

102$D&Oneida&StreetPueblo,&CO&81003(719)&582$5588www.jesik.us

PROJECT(NAME: JOB(#: 15$6290JOB(ADDRESS: DRILL(DATE: 10/9/15

USCS ClassificationDry

Density (pcf)

Natural Moisture Content

(%)

Swell Pressure (psf)

Change in Volume (%)

% Passing No. 200

FIGURE NUMBERFinal Test Moisture Content (%)

68.7 19.3 C-1

CL Sandy CLAY, very stiff, moist, brown 111.7 16.6 3,000 1.1

Food&Services&Concepts,&Inc.&Parcel&B,&Las&Vegas&New&Mexico&

Sample(IdentificationB2&@&4'

Soil Description

$2

0

2

4

6

8

10

12

Perc

ent C

onso

lida

tion

(-)/S

wel

l(+)

Load (psf)

Swell-Consolidation Test

100 1,000 100,00010,000




Density (pcf)


(%)



% Passing No. 200


87.7 - C-2

CL CLAYSTONE, very hard, moist, dark gray 114.4 11.9 3,000 0.9



Soil Description

$2

0

2

4

6

8

10

12

Perc

ent C

onso

lidat

ion(

-)/Sw

ell(+

)

Load (psf)


100 1,000 100,00010,000




Density (pcf)


(%)



% Passing No. 200


72.9 17.1 C-3

CLSandy CLAY, trace gravel, very stiff,

moist, brown112.7 13.3 3,200 3.5



Soil Description

$2

0

2

4

6

8

10

12

Perc

ent C

onso

lida

tion

(-)/S

wel

l(+)

Load (psf)


100 1,000 100,00010,000




Density (pcf)


(%)



% Passing No. 200


45.8 20.4 C-4

SCFILL, Clayey SAND, dense, moist, dark

brown106.4 7.7 NA -0.1


Sample(IdentificationP2&@&2.5'

Soil Description

$2

0

2

4

6

8

10

12

Perc

ent C

onso

lida

tion

(-)/S

wel

l(+)

Load (psf)


100 1,000 100,00010,000

D

!

APPENDIX D: DRAINAGE DETAILS !

geotechnical engineering site investigation report

Documents