TEAM Consultants, Inc. - arlington-tx.gov · ERMS AND . S. YMBOLS ... parameters to guide design and construction of proposed facilities. ... TEAM Consultants, Inc. Geotechnical,

TEAM Consultants, Inc. Geotechnical, Environmental, Construction Materials Testing

2970 S. Walton Walker, Suite 101 Dallas, TX 75211 (214) 331-4395 Fax (214) 331-4458 3101 Pleasant Valley, Suite 101 Arlington, TX 76015 (817) 467-5500 Fax (817) 468-9920

February 4, 2016 TEAM Project No. 152151G

City of Arlington Arlington Parks and Recreation Department 717 W. Main Street Arlington, Texas 76013 Attention: Mr. Jadey James Park Project Manager

GEOTECHNICAL INVESTIGATION DITTO GOLF COURSE IMPROVEMENTS

CITY OF ARLINGTON, TEXAS Dear Mr. James:

Presented here is our report of the geotechnical services for the above referenced project. This investigation was accomplished in general accordance with our Proposal No. 15A098, dated November 2, 2015, and authorized by Purchase Order No.: PO02-PKPL12001 dated November 2, 2015.

We appreciate the opportunity to assist with the design phase of this project. Should you have any questions or need further assistance, please call the undersigned at (817) 467-5500.

Sincerely, TEAM Consultants, Inc. Sabino Martin, EIT Staff Engineer Edward Gomez, P.E. Project Engineer

EG/sm Copies submitted: (3)

GEOTECHNICAL INVESTIGATION

DITTO GOLF COURSE IMPROVEMENTS CITY OF ARLINGTON, TEXAS

Prepared for

Prepared by

TEAM Consultants, Inc. 3101 Pleasant Valley Lane

Arlington, Texas

February 4, 2016

TABLE OF CONTENTS Page

INTRODUCTION .................................................................................................................................. 1 FIELD INVESTIGATION ..................................................................................................................... 1 LABORATORY INVESTIGATION ..................................................................................................... 2

CLASSIFICATION TESTS ...................................................................................................................... 3 STRENGTH TESTS ................................................................................................................................ 3 SULFATE TESTING .............................................................................................................................. 4

GENERAL SITE AND SUBSURFACE CONDITIONS ...................................................................... 4 SITE CONDITIONS ............................................................................................................................... 4 SUBSURFACE CONDITIONS ................................................................................................................. 4

ANALYSIS OF RESULTS AND RECOMMENDATIONS ................................................................. 5 GENERAL ............................................................................................................................................ 5 FOUNDATION SOIL MOVEMENT ......................................................................................................... 5 CLUBHOUSE FOUNDATION RECOMMENDATIONS ............................................................................... 6

General ........................................................................................................................................... 6 Foundation type, depth, and allowable bearing pressure ............................................................... 7 Floor Slabs ...................................................................................................................................... 8 Shallow Foundations .................................................................................................................... 10

TRAINING FACILITY FOUNDATION RECOMMENDATIONS ................................................................. 11 General ......................................................................................................................................... 11 Foundation type, depth, and allowable bearing pressure ............................................................. 12

RESTROOM FACILITY FOUNDATION RECOMMENDATIONS ............................................................... 13 General ......................................................................................................................................... 13 Foundation type, depth, and allowable bearing pressure ............................................................. 14

CLUBHOUSE PARKING PAVEMENT RECOMMENDATIONS ................................................................. 14 GOLF CART PATH PAVEMENT RECOMMENDATIONS ........................................................................ 16 GENERAL SITE & POND SOIL CONDITIONS ...................................................................................... 16 SOLUBLE SULFATES ......................................................................................................................... 17 SITE PREPARATION AND CONSTRUCTION CONSIDERATIONS ........................................................... 18

SECONDARY CONSIDERATIONS .................................................................................................. 18 OBSERVATION AND TESTING ....................................................................................................... 19 LIMITATIONS .................................................................................................................................... 19

ILLUSTRATIONS

Plate SITE VICINITY MAP ................................................................................................................................ 1 PLAN OF BORINGS .................................................................................................................................. 2 SITE GEOLOGIC MAP .............................................................................................................................. 3 SOIL BOREHOLE LOGS ..................................................................................................................... 4 – 42 KEY TO BOREHOLE LOG TERMS AND SYMBOLS .................................................................................. 43 SUMMARY OF LABORATORY TEST RESULTS ................................................................................... 44-48 ESTIMATED POTENTIAL VERTICAL RISE OF FOUNDATION SOILS ........................................................ 49

APPENDICES

APPENDIX A: FIELD AND LABORATORY TEST PROCEDURES APPENDIX B: SITE PREPARATION


City of Arlington 1 February 4, 2016 TEAM Project No. 152151G

INTRODUCTION This report presents the results of a geotechnical investigation for the City of Arlington

Parks and Recreation Department in connection with the planned improvements at the

Chester W. Ditto Golf Course located at 801 Brown Boulevard, Arlington, Texas, 76011.

The improvements consist of the addition of four new building structures, pavement parking

areas, golf cart paths, and modifications to the existing golf course. The new building

structures include a new clubhouse, training facility, maintenance building, and bathroom

structure. It is our understanding that the proposed structures will all be single story

structures. The approximate project location is shown on the Site Map, Plate 1, in the

Illustrations Section of this report.

The study included the proposed drilling of 45 sample borings located at the Chester W.

Ditto Golf Course; however, only 39 borings were completed. Recommendations and

borings representing the maintenance building and associated parking area are to be relocated

and completed at a later date and are not discussed in this report. Included in this study are

the results of a series of laboratory tests on selected samples obtained in the completed

borings, analysis of the field and laboratory data, and development of geotechnical related

parameters to guide design and construction of proposed facilities. The results of the test

borings and the laboratory tests for the remaining facilities are included herein.

FIELD INVESTIGATION Subsurface conditions at the proposed construction areas were evaluated by 39 sample

borings drilled at the approximate locations as shown on the Plan of Borings, Plate 2, in the

Illustrations Section of this report. Sample depths, soil descriptions and classifications

(based on the Unified Soil Classification System) are presented on the Soil Borehole Logs,

Plates 4 through 42. A key to descriptive terms and symbols used on the logs is presented on

Plate 43.

Soil formations encountered were sampled using thin-walled, seamless, Shelby tube

samplers (ASTM D-1587), two-inch diameter split-spoon samplers in conjunction with the

Standard Penetration Test (ASTM D-1586) and Texas Cone Penetration Test (TEX-132-E),



as appropriate. Upon recovery, samples were extruded in the field, visually classified,

wrapped and labeled according to the boring number and depth. As part of the soil sampling

procedures, the consistency of undisturbed cohesive soil samples was evaluated in the field

using a hand penetrometer. The results of these determinations are tabulated on the Soil

Borehole Log under the heading “Pocket Penetrometer”. The maximum capacity of the

penetrometer is 4.5 tons per square foot (tsf).

The Standard Penetration Test (SPT) is defined as the number of blows of a 140-pound

hammer falling freely through a distance of 30-inches required to drive the split-spoon

sampler one foot into the ground. The standard penetration or “N” value gives an indication

of the relative density of granular soils and the strength of cohesive soils. When subsurface

materials were sufficiently hard the Texas Department of Transportation (TxDOT) Texas

Cone Penetration (TCP) Test was utilized to prevent damage to the split-spoon sampler in

conjunction with the SPT test. The “Ntcp” value determined with the TCP test correlates

roughly to two (2) and one and a half (1.5) times the SPT or “N” value in sands and clays,

respectively. Correlations were used for evaluation of skin friction and point-bearing

capacity using Texas Department of Transportation (TxDOT) developed charts based on the

Texas Cone Penetration (TCP) data for drilled shaft and pile designs. The values from the

Standard Penetration Test and Texas Cone Penetration Test performed in the field are

reported on the Soil Borehole Logs as blows per six-inches of penetration or a maximum of

50 blows and the corresponding sampler penetration in inches.

The borings were advanced between samples using dry auger drilling procedures to their

completion depths. Groundwater observations made in the borings during drilling activities

are presented on the Soil Borehole Logs.

LABORATORY INVESTIGATION All recovered samples were transported to the laboratory where tests were performed on

selected samples in order to determine engineering characteristics and verify field

classifications. These tests included:



1. Visual and laboratory classification (Unified Soil Classification System); 2. Natural moisture content; 3. Atterberg limit determinations on natural soils; 4. Atterberg limit determination on soils with lime additive; 5. Percent passing No. 200 sieve; 6. Unconfined compression test on soil; and 7. Soluble sulfates.

Laboratory procedures followed current standards as set forth by the American Society

for Testing and Materials (ASTM).

CLASSIFICATION TESTS

Classification of soils was verified by tests that determine natural moisture content,

Atterberg limits (liquid and plastic limits), and percent passing No. 200 sieve. These tests

were performed in general accordance with ASTM Methods D-2216, D-4318 and D-1140,

respectively. The results of these tests are tabulated at corresponding sample depths on the

Soil Borehole Logs and on the Summary of Laboratory Results, Plates 44 through 48.

The effect of adding hydrated lime to the natural clay soils was evaluated by a soil/lime

series. The Atterberg Limits are defined for the clay soil stabilized with varying amounts of

hydrate lime. Test results are presented on the Summary of Laboratory Test Results.

STRENGTH TESTS

Strength characteristics of subgrade soil specimens were evaluated by laboratory

unconfined compressive strength tests. In this test, a cylindrical specimen is subjected to axial

load at a uniform rate of strain until failure occurs. Test procedures follow criteria specified by

ASTM Method D-2166. Compressive strengths determined during unconfined compressive

strength testing are tabulated at the corresponding sample depth on the Soil Borehole Logs.

Natural moisture content and unit wet weight values, determined as a routine part of the

compressive strength test, are also tabulated at the respective sample depth on the Soil

Borehole Logs and on the Summary of Laboratory Test Results.



SULFATE TESTING

Geologic deposits in this area have the possibility of containing soluble sulfates. Soluble

sulfates can react with the calcium in lime (or cement) resulting in significant volume

changes or have a deleterious effect on concrete. Accordingly, soil samples were examined

closely in the laboratory for indications of sulfates (usually visible as crystalline inclusions or

shiny flakes). Crystalline deposits were observed in several of the samples recovered from

the borings and selected samples were submitted for analytical testing to evaluate soluble

sulfate content. The selected samples were analyzed for soluble sulfates using Test Method

TEX-145-E test procedure. The test results are tabulated at the respective sample depths on

the borehole logs and the Summary of Laboratory Test Results.

GENERAL SITE AND SUBSURFACE CONDITIONS SITE CONDITIONS

The Chester W. Ditto Golf Course is located at 801 Brown Boulevard, Arlington, Texas,

76011. The golf course includes existing clubhouse, restroom facilities, parking areas, and

golf course with associated cart paths. The general topography of the area consists of rolling

hills with maintained grass and occasional wooded areas.

SUBSURFACE CONDITIONS

The project site is geologically located in an area overlain by the Woodbine Formation

(Kwb) of Upper Cretaceous geologic age as mapped on the Geologic Atlas of Texas (GAT),

published by the Bureau of Economic Geology, University of Texas at Austin. The mapped

geologic formations shown on Plate 3, Site Geologic Map, were created from a digital GAT

version, provided by the Texas Natural Resources Information System (TNRIS), using

ESRI's ArcGIS 10.3 geographic information systems software. Published information

indicates the Woodbine Formation typically consists of sandstone, clay and shale, commonly

interbedded. Residual soils produced by weathering of the parent rock tend to be sandy in

texture when derived from sandstone and clay-like when derived from shale. Subsurface

materials encountered in the boring locations are described on the Soil Borehole Logs.



As presented on the Soil Borehole Logs, no groundwater was encountered in the borings

during drilling activities. It should be noted that groundwater levels may not remain static

and will fluctuate seasonally with variations in precipitation, landscape irrigation and

surficial runoff.

ANALYSIS OF RESULTS AND RECOMMENDATIONS GENERAL

Based on subsurface conditions encountered in the borings, foundation design should

consider the type of construction, bearing capacity, potential expansive movement of the

foundation soils, movement tolerance of the structure and associated facilities, and economy

of foundation construction. Lightly loaded structures that can tolerate some vertical and/or

differential movements may be designed for support on shallow footings while structures

sensitive to vertical and/or differential movements may be supported on a deep pier and

grade beam foundation system. Recommendations for the clubhouse, training facility,

restroom facility, parking and paving areas are based on subsurface conditions encountered

in the borings for their respective locations. These alternate foundation systems are

discussed in the following sections.

FOUNDATION SOIL MOVEMENT

Vertical movement of foundation soils is commonly referred to as Potential Vertical Rise

(PVR) and can occur due to increases in soil moisture content. Accepted methods of

estimating PVR include the use of empirical relationships and/or the results of laboratory

swell tests.

An empirical method for estimating PVR developed by Gary L. Schneider and Arthur R.

Poor, P.E., PhD, "The Prediction of Soil Heave and Swell Pressures Developed by an

Expansive Clay", Research Report TR-9-74, University of Texas at Arlington, Texas, Nov.,

1974, is based on the relationship between soil plasticity properties and moisture content.

Heave can occur when the soil moisture increases from the “dry” moisture level to the “wet”

level. These conditions are considered the extreme range in moisture content. Texas

Department of Transportation (TxDOT) defines the “dry” condition as 0.2LL + 9, the



moisture content from which little shrinkage is experienced, and where volumetric swell

potential is greatest. The “LL” variable is defined as the Liquid Limit. The “wet” condition

(defined as 0.47LL +2) corresponds to the maximum capillary absorption observed in

laboratory tests on specimens molded at optimum moisture and surcharged with one pound

per square inch (psi) load. This is also analogous to moisture contents found beneath old

pavements and other lightly loaded structures. The PVR for each of the proposed structures

is discussed in the following respective sections.

CLUBHOUSE FOUNDATION RECOMMENDATIONS

GENERAL

Subsurface conditions at the proposed clubhouse construction area were evaluated in six

(6) sample borings (Borings B-31 through B-36). The subsurface materials were grouped

into strata as follows:

Average Stratum Depth, Ft. Soil Description

I 0 – 17.75 Brown CLAY (CH)

Ia 0 – 8.0 Tan Sandy CLAY (CL) (B-32 & 33)

II 17.75 – 23.0 Tan and Gray Clayey SAND (SC)

III 23.0 – Completion Gray CLAY (CH).

The materials of Stratum I consist of high plasticity brown clay and encountered to an

average depth of 17.75 feet below the surface. The brown clay has liquid limits ranging from

54 to 68 with an average of 60 and plasticity indices ranging from 35 to 44 with an average

of 39. Stratum Ia was encountered in Boring B-32 and B-33 and consists of tan sandy clay to

an average depth of 8 feet. Stratum Ia has liquid limits ranging from 36 to 45 with an

average of 41 and plasticity indices ranging from 21 to 28 with an average of 25. The clay

and sandy clay soils of Stratum I and Ia have shear strengths ranging from 1,450 to 10,800

pounds per square foot (psf). The soils of Stratum I and Ia are suitable for support of light to

moderately loaded structures that can tolerate some differential movement on shallow footing

or moderately loaded structures on drilled and underreamed piers. Underlying Stratum I and

Ia is dense to very dense tan and gray clayey sand (Stratum II) to an average depth of 23 feet.



The clayey sand is underlain by gray clay (Stratum III) to the completion depth of the

borings. The gray clay of Stratum III has shear strengths ranging from 1,640 psf to 8,120 psf

and are suitable for support of moderately loaded structural loads on deep foundations below

the sand stratum.

Laboratory data show that average plasticity characteristics in the vicinity of the proposed

clubhouse construction area together with the estimated “wet” and “dry” moisture contents

are as follows:

Average Plasticity Moisture Liquid Index Content, %

Stratum (Feet) Limit (PI) “wet” “dry” Brown CLAY (0 – 17.75) 60 38.5 30.2 21

Potential vertical rise in the underlying soils has been calculated to be approximately 2.0

inches at the site. The PVR calculation is based on the “dry” condition representing the

maximum swell condition when soil moisture increases. The indicated levels of movement

are considered total movement, and the differential movement would be in the order of two

thirds of the total movement value.

FOUNDATION TYPE, DEPTH, AND ALLOWABLE BEARING PRESSURE

Based on the results of field and laboratory tests and the presence of high plasticity clays

found at the clubhouse site, it is recommended structures sensitive to differential movements

be supported on a pier and grade beam foundation system. Due to the presence of the sand

stratum found in the proposed area ranging in depth from 14 to 28 feet and the risk of caving,

it is recommended piers should be drilled and underreamed piers. The underreamed piers

may be installed and founded in the brown clay at a minimum depth of 14 feet below present

grade. Care should be taken to not extend the bell into the clayey sand. The underreamed

piers should be proportioned for an allowable loading of 6,000 psf and should have a

minimum bell diameter-to-shaft diameter ratio of 2:1 to resist uplift forces that may be

created by the soil-to-pier adhesion in the zone of expansive clays. Skin friction does not

apply and is not be to be used with underreamed piers.



The underreamed piers should be reinforced for their full depth with the minimum

amount of reinforcing steel. Reinforcement should be adequate to resist tensile forces based

on soil adhesion equal to 1,500 psf over the straight portion of the pier in contact with the

clays in the zone of seasonal moisture change or a maximum of 10 feet of the pier.

Detailed observation of the pier construction should be monitored by a qualified

engineering technician to assure that the piers are founded in the proper bearing stratum and

that all significant amounts of loose materials have been removed prior to concrete

placement. Groundwater is not anticipated during installation of the piers; however, if

encountered, any water in excess of two inches must be removed prior to placement of

concrete. A hopper and “tremie” should be utilized during concreting to control maximum

free fall of the wet concrete to less than ten feet. For any given pier; excavation, placement

of steel, and concreting should be completed within the same workday.

To minimize the shrink/swell effects of seasonal soil moisture variations, it is

recommended that the grade and interior beams be isolated from the subgrade soils using

structural suspension by providing a six-inch positive void beneath the beams and soil.

These voids can be produced by using compressible cardboard carton forms especially

manufactured for this purpose. Care should be exercised to assure that the forms are not

crushed or damaged or allowed to become wet prior to placement of the concrete.

FLOOR SLABS

As mentioned previously, the near surface soils at the clubhouse consist of high plasticity

natural clay soils and have a potential for movements due to shrinking and swelling of these

clays. The magnitude of movement will depend on the finished floor slab elevations with

respect to finished grade, soil moisture levels at the time of construction, and soil moisture

variations which are actually experienced in below-slab soils following construction. None

of these variables can be clearly established at the current time. To minimize movements

resulting from soil volume changes, a floor slab with beams may be supported above the soil

surface using the pier and grade beam foundation system. The structural floor slab also

utilizes a minimum of a six-inch positive void beneath the entire slab as previously described



for the interior and exterior grade beans. Though this system is effective in eliminating

yearly cyclic floor movements, it is not necessarily cost effective.

As an alternative design, providing that some floor movements can be tolerated, a slab-

on-grade can be used. If placed directly on the untreated subgrade soils, the slab may be

subjected to heave and cracking as a result of moisture changes in the underlying expansive

clays. Potential vertical rise of the floor slab due to volume changes in the underlying soils

has been calculated to be on the order of 2.0 inches. To minimize potential floor slab

movement, it is recommended to remove and replace the upper three to four feet of moisture

sensitive clay soils with low plasticity compacted “select fill” extending at least three feet

beyond the building limits. The select fill pad should consist of sandy clay or clayey sand

fill, obtained from on or off-site sources, having a liquid limit not exceeding 30 and a

plasticity index not less than 6 nor greater than 20. The select fill should be placed in

maximum eight-inch loose lifts and compacted to at least 95 percent of the maximum dry

density determined by the Standard Proctor Test, ASTM D-698, at a moisture content

ranging from one to five percentage points above the optimum proctor value. Care should be

exercised to maintain the moisture content and density of the completed pad. Potential

vertical rise in the underlying soils has been calculated to be approximately 1.3 inches with

the use of a three–foot thick select fill pad beneath the floor slab and 1.1 inch with the use of

a four-foot thick select fill pad. The PVR value may be reduced by 0.15 inch with each

additional foot of cut and select fill. A graphical form of the Estimated PVR versus Depth of

Select Fill for the site is presented on Plate 49.

As an alternate to the use of low plasticity fill, on-site clays may be used with adequate

stabilization. This option may be economically viable in lieu of potential disposal costs for

materials removed from the foundation areas. On-site clays should be modified by the

addition of 5% hydrated lime (approximately 22.5 pounds per square yard for each 6 inches

of compacted thickness). The lime modified soil should be placed in maximum eight-inch

loose lifts and compacted to a minimum of 95 percent of the maximum dry density

determined by the Standard Proctor Test, ASTM D-698, at a moisture content ranging from

one to four percentage points above the optimum proctor value. Moisture content and



density must be maintained until the floor slab is complete. General recommended lime

treatment construction procedures are included in Appendix B.

One to two inches of granular material, such as coarse sand or pea gravel, is

recommended beneath the floor slab to enhance drainage, to reduce vertical moisture

movement, and to serve as a leveling course. Additionally, polyethylene sheeting or

equivalent materials should be placed between the concrete and granular layer to act as a

vapor barrier in areas where floor coverings or coatings are planned or where moisture

penetration is undesirable.

Testing of select fill materials or lime modified on-site soils is essential during

construction of the building pad to verify compliance with the above specified requirements.

An undesirable condition that has been observed when using out of specification permeable

fill is commonly referred to as the “bathtub” effect. Surface water may infiltrate permeable

fill soils and pond in the fill zone allowing excess free moisture to become available to the

underlying expansive clay soils.

SHALLOW FOUNDATIONS

If the structural loads and/or foundation can tolerate some differential movements, they

may be supported on shallow spread or strip footings founded in the natural clay soil at a

minimum depth of four feet below finished grade. The footings should be proportioned for a

maximum allowable bearing pressure of 3,000 psf. The recommended minimum spread

footing width is 24 inches, and the recommended minimum strip footing width is 12 inches.

It should be emphasized that supporting the structure on shallow footings founded on the

high plasticity clay soils may result in differential movements associated with the

shrink/swell of the soils due to moisture variations. Total potential movements are estimated

to be less than approximately 1.1 inch at the recommended founding depth. The floor slab

utilized with the shallow footings may consist of a slab-on-grade as previously discussed in

the Floor Slabs section of this report. Any members of the foundation in contact with the soil

at the surface will experience a total PVR of 2.0 inches



Alternately, structural loads may be supported on a monolithic stiffened and strengthened

slab-on-grade foundation system. The perimeter and interior beams may bear directly on the

natural subgrade at a minimum depth of 30 inches below finished grade for exterior grade

beams and 18 inches for interior beams. A design allowable bearing pressure of 2,000 psf

may be used. Sufficient reinforcing should be provided in the slab and beams to resist

cracking caused by bending moments created by differential movements. The slab design

should be based on a potential vertical rise of the foundation soils of approximately 2.0

inches. A reduction in potential floor slab movement can be achieved by supporting the slab-

on-grade on a three to four-foot thick low plasticity compacted “select fill” or lime modified

on-site soil pad extending at least three feet beyond the building limits, as previously

discussed in the Floor Slabs section of this report. An allowable bearing pressure of 1,500

psf may be used for the design of exterior and interior beams founded in this select fill pad.

The slab design should be based on a potential vertical rise in the underlying natural soils of

approximately 1.3 inches with the use of a three–foot thick select fill pad and 1.1 inch with

the use of a four–foot-thick select fill pad.

TRAINING FACILITY FOUNDATION RECOMMENDATIONS

GENERAL

Subsurface conditions at the proposed training facility construction area were evaluated

in two (2) sample borings (Borings B-37 and B-38). The subsurface materials were grouped

into strata as follows:


I 0 – 14.5 Brown Sandy CLAY (CL)

II 14.5 – Completion Tan Clayey SAND (SC)

The materials of Stratum I consist of low plasticity sandy clay to an average depth of 14.5

feet. The sandy clay soils have liquid limits ranging from 30 to 36 with an average of 33 and

plasticity indices ranging from 15 to 16 with an average of 15.5. The sandy clay soils of

Stratum I have approximate shear strength of 1,900 pounds per square foot (psf) and are

suitable for support of light to moderately loaded structures that can tolerate some differential



movement. Stratum II consists of dense to very dense tan clayey sand and was encountered

to completion depth.

Laboratory data show that average plasticity characteristics in the vicinity of the proposed

training facility construction area together with the estimated “wet” and “dry” moisture

contents are as follows:

Average Plasticity Moisture Liquid Index Content, %

Stratum (Feet) Limit (PI) “wet” “dry” Sandy CLAY (0 – 14.5) 33 18.5 17.5 15.6

Potential vertical rise in the underlying soils has been calculated to be less than 1-inch.

The PVR calculation is based on the “dry” condition representing the maximum swell

condition when soil moisture increases. The indicated levels of movement are considered

total movement, and the differential movement would be in the order of two thirds of the

PVR.


It is our understanding that the construction area of the proposed single story training

facility is at the locations of Borings B-37 and B-38. Based on the laboratory results of

subsurface materials encountered at the proposed construction area, it is recommended that

structural and floor load for the structure be supported on a monolithic stiffened and

strengthened slab-on-grade. The surface of the slab will form the floor of the building. The

perimeter and interior beams of the slab may bear directly on the prepared subgrade at a

minimum depth of 30 inches below finished grade for exterior grade beams and 18 inches for

interior beams. An allowable bearing pressure of 2,000 psf may be used for the foundation

subgrade in sandy clay soils. Sufficient reinforcing should be provided in the slab and beams

to resist cracking caused by bending moments created by shrinking or swelling of the

foundation soils during seasonal moisture variations. The slab design should be based on a

potential vertical rise of the foundation soils of approximately 1-inch at the site.









RESTROOM FACILITY FOUNDATION RECOMMENDATIONS

GENERAL

Subsurface conditions at the proposed restroom construction area were evaluated in one

(1) sample boring (Boring B-39). The encountered subsurface material is presented below:


I 0 – Completion Tan Clayey SAND (SC)

The surface materials of Stratum I consist of low to moderate plasticity tan clayey sand to

the completion depth of the boring. Laboratory data show the plasticity characteristics in the

vicinity of the proposed restroom facility construction area together with the estimated “wet”

and “dry” moisture contents are as follows:

Plasticity Moisture Liquid Index Content, %

Stratum (Feet) Limit (PI) “wet” “dry” Tan Clayey SAND (0 – Completion) 30 16.3 17.5 15.6

Potential vertical rise in the underlying soils has been calculated to be less than 1-inch.

The PVR calculation is based on the “dry” condition representing the maximum swell

condition when soil moisture increases. The indicated levels of movement are considered

total movement, and the differential movement would be in the order of two thirds of the

PVR.




Based on the laboratory and field results of subsurface materials encountered at the

proposed restroom construction area, it is recommended that structural and floor load for the

structure be supported on a monolithic stiffened and strengthened slab-on-grade. The

perimeter and interior beams of the slab may bear directly on the prepared subgrade at a

minimum depth of 30 inches below finished grade for exterior grade beams and 18 inches for

interior beams. The surface of the slab will form the ground floor of the building. An

allowable bearing pressure of 2,000 psf may be used for the foundation subgrade in the

clayey sand soils. Sufficient reinforcing should be provided in the slab and beams to resist

cracking caused by bending moments created by shrinking or swelling of the foundation soils

during seasonal moisture variations. The slab design should be based on a potential vertical

rise of the foundation soils of approximately 1-inch.







CLUBHOUSE PARKING PAVEMENT RECOMMENDATIONS

It is our understanding that a new parking lot is associated with the new clubhouse

facility. Borings B-25 through B-30 were located in the vicinity of the proposed parking lot

construction area. It is also our understanding the City of Arlington Parks and Recreation

Department standard specifications for concrete pavement is six-inches of concrete with six-

inches of lime and cement stabilized subgrade. Based on the lime series test results, four (4)

percent hydrated lime, approximately 18-pounds per square yard per six inch depth, and four

(4) percent of Portland cement, approximately 18-pounds per square yard per six-inch depth,

should be mixed with the subgrade soil to achieve the desired degree of stabilization for the

clay/sandy clay soils encountered at the site.



Lime treatment of clay soils should be accomplished in accordance with the applicable

provision the Texas Department of Transportation (TxDOT) Standard Specifications for

Construction of Highways, Streets and Bridges, 2004 edition, Item 260 “Lime Treatment for

Materials used as Subgrade”. Procedures for cement treatment should be accomplished in

general accordance with the applicable provision of Texas Department of Transportation

Standard Specifications for Construction and Maintenance of Highways, Streets, and

Bridges, 2004 edition, Item 275 Cement Treatment (Road-Mixed). It is recommended

stabilized subgrade materials be compacted to a minimum of 95 percent of the maximum

density determined by TxDOT Test Method TEX-113E. The Moisture content of the

compacted treated soil should be from minus one (1) to four (4) percentage points above the

optimum value at the time of compaction.

It is important to provide adequate subgrade drainage and protection against moisture loss

in the subgrade along the pavement edges. It is recommended the lime and cement stabilized

subgrade should extend from one (1) to three (3) feet beyond the proposed back of curb or

edge of pavement. Extending the stabilization beyond the back of curb or edge of pavement

will improve subgrade performance by minimizing the effects of drying and cracking in the

adjacent surface soils. One (1) foot would be acceptable with proper placement and

construction oversight to assure that the minimum is obtained.

Depending on the size of the parking lot, lime and cement stabilization of the subgrade

soils may not be economical. As alternative to stabilization, the pavement may be thickened

by an additional one-inch of concrete, from six to seven-inches, and constructed on six inches

of scarified and compacted natural subgrade soils. The natural subgrade soils should be

compacted to a minimum of 95 percent of the maximum dry density determined by the

Standard Proctor Test

Concrete strength should be at least 3,600 pounds per square-inch (psi) at 28 days and

paving should be reinforced with a minimum of #3 bars at 24 inches on-center each way.

Specifications should require a minimum clear distance of 3.0 inches between the soil and



steel. Suggested transverse joint spacing for concrete paving should be a maximum of 15

feet.

GOLF CART PATH PAVEMENT RECOMMENDATIONS

It is our understanding the existing concrete cart paths will be removed and replaced

throughout the golf course site. It is also our understanding the City of Arlington Parks and

Recreation Department standard specifications for concrete pavement thickness is six-inches

with six-inches of lime and cement stabilized subgrade. Due to the minimal size of the cart

path pavements to be built and variability of the subgrade soils, lime and cement stabilization

of the subgrade soils may not be economical, therefore it is recommended the new cart path

pavements be thickened by an additional one-inch of concrete from six to seven-inches and

constructed on the natural compacted subgrade soils.

Concrete strength should be at least 3,500 pounds per square-inch (psi) at 28 days and

paving should be reinforced with a minimum of #3 bars at 24 inches on-center each way.

Specifications should require a minimum clear distance of 3.0 inches between the soil and

steel. Suggested transverse joint spacing for concrete paving should be a maximum of 15

feet.

GENERAL SITE & POND SOIL CONDITIONS

General subsurface conditions throughout the remainder of the golf course were

evaluated in 16 additional borings at a depth of 5 feet. This includes Borings B-1 through B-

8, B-12, B-14, and B-19 through B-20. Eight (8) additional borings were also completed to a

depth of 10 feet in the vicinity of two proposed pond locations. This includes Borings B-9

through B-11, B-13, and B-15 through B-18. The soils encountered in these boring vary

across the site, but may be grouped as follows:

Average Average Soil Liquid Plasticity

Borings Classification Limit Index B-1, 2, 3, 12, 14, 19, 20, 22, 23,24 Sandy CLAY/CLAY 51 32

B-4 through B-8 Sandy CLAY/Clayey SAND 27 12 B-21 Silty SAND Non-plastic Non-plastic



In general, higher plasticity soil can be found in the central to south-west region of the

property in the vicinity of the proposed clubhouse and lower plasticity soils are encountered

toward the eastern portion of the property.

The proposed northern pond subsurface soils encountered in Borings B-9 through and B-

11 have liquid limits ranging from 38 to 51 with an average of 44 and plasticity indices

ranging from 19 to 33 with an average of 26. The proposed central pond subsurface soils

encountered in Boring B-13 and Borings B-15 through 18 have liquid limits ranging from 43

to 59 with an average of 49 and plasticity indices ranging from 26 to 34 with an average of

29.

SOLUBLE SULFATES

The results of the soluble sulfate tests performed on a selected samples indicate that

sulfates are present in the subgrade soil ranging from <100 parts per million (ppm) to 4,533

ppm. Published information indicate sulfate levels between 3,000 ppm and 5,000 ppm are of

moderate concern. Generally, these sulfate levels do not result in harmful disruption, but on

occasions have caused localized distress often due to higher sulfate concentrations not

detected in testing. It is imperative to follow good construction techniques and special

attention to using excess water during mixing, mellowing and curing as referenced in the

previous pavement section recommendations.

External sulfate attack is a chemical breakdown mechanism where the sulfate ions from

an external source, such as sulfates in soil and/or groundwater penetrate and attack

components of the cement paste. Crystals of gypsum and ettringite formed during the

external sulfate attack may cause concrete to crack and scale. The effect of these changes is

an overall loss of concrete strength.

In order to prevent corrosion of the reinforcement steel, care should be taken to provide

complete embedment for all reinforcing steel. Embedment tolerances should provide a

minimum coverage of approximately double the maximum aggregate size in the concrete.



SITE PREPARATION AND CONSTRUCTION CONSIDERATIONS

Site preparation may require minor cuts and fills to bring the site to desired grade.

Clearing, grubbing, and stripping of organic topsoil and unsuitable materials should be

accomplished in all construction areas and all areas to be filled. The stripping depth may

vary from as little as four inches in the grassed areas to 36 inches or more where removal of

stumps and roots are involved. Usable topsoil should be stockpiled for later reuse in

landscaping as desired. Topsoil is defined as the surface soil layer containing organic matter

and plant nutrients. Structural, pavement, and fill areas should then be proofrolled with a

loaded dump truck, scraper, or similar pneumatic-tired equipment. The proof rolling serves

to densify loose surficial soils and detect any areas of weakness. The proof rolling should be

performed in accordance with Texas Department of Transportation (TxDOT) Standard

Specifications for Construction of Highways, Streets and Bridges, Item 216, "Proof Rolling",

or equivalent. Any soils deflecting excessively under moving load should be undercut to

firm soils and recompacted. The proof rolling operations should be observed by an

experienced geotechnician. Recommended earthwork construction procedures are included

in Appendix B.

As part of the site preparation, good surface drainage should be initiated at the beginning

of construction and maintained thereafter to prevent ponding of water in the foundation areas.

SECONDARY CONSIDERATIONS The following considerations have been incorporated after examination of numerous

problems dealing with active soils throughout the area. It is presented here for your

consideration. If these features are incorporated in the overall design of the project, the

performance of the structure will be improved.

1. Prior to construction, the areas to be covered by the structures should be prepared so that water will not pond beneath or adjacent to the structures following rains.

2. Roof drainage should be collected by a system of gutters and downspouts and transmitted by pipe to a storm drainage system or to a paved surface where the water can drain without entering the foundation area soils.



3. Sidewalks should be sloped away from the structures so that water will drain away from the structures.

4. Paved areas and the general ground surface should be sloped away from the structures on all sides so that water will always drain away from the structures. Water should not be allowed to pond near the structures after the slabs have been placed.

5. Care should be exercised to assure that ditches for utility lines do not serve as conduits that transmit water beneath the structures. The top of the ditch should be sealed with at least 12 inches of clay to prevent influx of water during inclement weather periods.

6. Ornamental shrubbery, grasses and flower beds should be properly maintained by use of a regularly scheduled watering program to prevent loss of subgrade moisture to those plants.

7. Trees, in general, should not be planted closer to structures than the mature height of the tree. A tree planted closer to a structure than the recommended distance may extend its roots beneath the structure, resulting in removal of subgrade moisture.

OBSERVATION AND TESTING Many problems can be avoided in the field if proper observation and testing services are

provided. It is recommended that site preparation, lime/cement stabilization activities,

pavement construction, installation of piers, select fill pad construction, and floor slab

construction be monitored by a qualified engineering technician. Density tests should be

performed to verify compaction and proper moisture content of any earthwork. Observations

and tests should be performed prior to and during concrete placement procedures. Should

you desire, we will be happy to recommend a budget for these services.

LIMITATIONS

The recommendations presented in this report are based on the assumption that the

subsurface properties throughout the construction area are reasonably uniform to those

exhibited within the boring. The recommendations and conclusions presented in this report

should be reevaluated by TEAM Consultants, Inc. should there be any changes in the type,

design, location, or conditions during construction of the proposed project.



This study was conducted for the exclusive use of the City of Arlington Parks and

Recreation Department. The reproduction of this report or any part thereof, in plans or other

documents supplied to persons other than the owner, should bear language indicating that the

information contained therein is for general design purposes only and not for bidding

purposes, unless so indicated, and that the owner and TEAM Consultants, Inc., are not liable

for any misrepresentation made therein.

ILLUSTRATIONS

N Co

ll ins

St

N Co

oper

St

E Lamar Blvd

FMRoad

157

Brown Blvd

NE Green Oaks Blvd

E Lamar B lvd

Linco

ln Dr

Washington Dr

Furrs

St

Ha rwell Dr

Brown Blvd

Cantor Dr

E Beady Rd

Baird

Far

m Rd

Polk Dr

Whistler Dr

Sunlight D r

Hinsdale Dr

Taft Dr

Eldoro Dr

Wils

on D

rFr

ankli

n Dr

Boardwalk St

Madis

onDr

Winding

Hollow Ln

Giltin Dr

Anter

o Dr

Van Buren Dr

Sunr

ise D

r

Laure

l Val ley Ln

Chaffee Dr

Gunnison Dr

Kyle Dr

Coo li

d ge

Dr

T ish Cir

Misty Glen Trl

A d ams

Dr

Hillview Dr

Rose B

rown May Pkwy

Botts

Dr

Bert Dr

Bluffview Ct

Ashfo rd LnBut t ermilk

Dr

Horizon Trl

Ston ele igh Ct

Rive

r Hills

Dr

Cypress Chase Dr

Country Green Ln

Mill Lake Dr

Wayland Dr

Rolling

Hills TrlGlen

bury

Ct

Lawr ence Rd

Brentford Pl

Crescent Dr

Northmeadow Dr

Eisenhower DrPebble Way

Lincoln Ct

Anson Ct

Wet N Wild Way

Memory Ln

Aztec

Asher CtSh

avan

o Ct

Douglas Ct

Atlee Ct

West Fo rk Trini ty Ri v er

Six Flags Hurricane Harbor

Chester W Ditto Golf

Course

Rolling Hills Country Club

River Legacy Parks

River Legacy Parks East

TEAM Consultants, Inc.

GEOTECHNICAL SERVICESDITTO GOLF COURSE

ARLINGTON, TARRANT COUNTY, TEXASCITY OF ARLINGTON

SITE VICINITY MAP

DATE: February 2016PLATE 1

Ü Map created using ESRI ArcGIS 10.3

0 1 Mile0.50.25

PROJECT LOCATION

+U +U+U

+U

+U

+U

+U

+U

+U

+U

+U

+U

+U

+U +U

+U

+U +U

+U

+U

+U

+U

+U

+U

+U

+U +U

+U

+U+U

+U

+U+U +U

+U

+U+U+U

+U

+U +U

+U+U

+U+U

B-33Training Facility

Parking Lot

Clubhouse

MaintenanceFacility

RestroomFacility

B-9

B-8

B-7

B-6

B-5

B-4

B-3B-2B-1

B-45

B-44

B-43B-42

B-41B-40

B-39

B-38

B-37 B-36

B-35

B-34

B-32

B-31 B-30B-29

B-28

B-27B-26

B-25

B-24B-23

B-22

B-21

B-20B-19

B-18B-17B-16

B-15B-14

B-13

B-12

B-11

B-10

Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX,Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community




PLAN OF BORINGS


0 1,000 2,000500 Feet


N Co

ll ins

St

N Co

oper

St

E Lamar Blvd

FMRoad

157

Brown Blvd

NE Green Oaks Blvd

Green Oaks Blvd

NE Green Oaks Blvd

E Lamar B lvd

Linco

ln Dr

Washington Dr

Furrs

St

Ha rwell Dr

Brown Blvd

Cantor Dr

E Beady Rd

Baird

Far

m Rd

Polk Dr

Whistler Dr

Sunlight D r

Hinsdale Dr

Randy Snow Rd

Taft Dr

Eldoro Dr

Wils

on D

rFr

ankli

n Dr

Pitkin

Dr

Boardwalk St

Madis

onDr

Winding

Hollow Ln

Giltin Dr

Anter

o Dr

Van Buren Dr

Sunr

ise D

r

Laure

l Val ley Ln

Chaffee Dr

Gunnison Dr

Kyle Dr

Coo li

d ge

Dr

T ish Cir

Misty Glen Trl

A d ams

Dr

Hillview Dr

Rose B

rown May Pkwy

Botts

Dr

Bert Dr

Bluffview Ct

Ashfo rd LnBut t ermilk

Dr

Horizon Trl

Rive

r Hills

Dr

Cypress Chase Dr

Country Green Ln

Mill Lake Dr

Wayland Dr

Rolling

Hills Trl

Riverpla ce Dr

Ridings Pl

Lawr ence Rd

Brentford Pl

Ridgeglen Dr

Northmeadow Dr

Eisenhower DrPebble Way

Lincoln Ct

Anson Ct

Wet N Wild Way

Memory Ln

Aztec

Asher CtSh

avan

o Ct

Douglas Ct

Atlee Ct




SITE GEOLOGIC MAP



0 1 Mile0.50.25

PROJECT LOCATION

LegendQuaternary

CretaceousEagle Ford Group undivided (Kef)Woodbine Formation (Kwb)

Alluvium (Qal)Fluviatile terrace deposits (Qt)

Reddish Tan CLAY

-w/ calcareous nodules and iron stains

(CH)

Notes: (1) Completion Depth = 6.0 Feet (2) No Groundwater Observed During Drilling (3) Borehole Backfilled Upon Completion of Drilling

4.5(+)

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SITE NAME AND LOCATION

DATE DATEAT BOTTOM OF LOG

SHEET

SEE PLAN OF BORINGS

DRILLINGCITY OF ARLINGTON

WATER LEVEL TIME TIME

11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2

NOTE: BOREHOLE DRILLED @ STAKED LOCATION

Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING

ARLINGTON, TARRANT COUNTY, TEXAS

CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 1

OF

Reddish Brown Sandy CLAY w/ iron stains

(CL)

Reddish Brown SAND w/ clay seams, lightly cemented

(SC)


4.5(+)

4.5(+)

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11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed/Disturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 2

OF

Reddish Brown Sandy CLAY

-w/ calcareous nodules and iron stains

(CL)


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4.5(+)

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NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 3

OF


(CL)


4.5(+)

4.5(+)

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11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 4

OF

Grayish Tan Sandy CLAY w/ iron stains and calcareous nodules

-reddish Brown

(CL)


4.5(+)

--

--

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11-24-15

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------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 5

OF


(CL)

Reddish Brown Clayey SAND

(SC)


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4.5(+)

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11-24-15

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------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 6

OF

Brown Sandy CLAY

(CL)

Tan clayey Sand, lightly cemented

(SC)


1.50

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%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 7

OF

Brown Clayey SAND

(SC)


3.00

4.5(+)

4.5(+)

24 1714.041.0

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 8

OF


(CL)

Tan Clayey SAND

(SC)


3.00

4.5(+)

14.4

10.8

25/28/47

17/17/50-4.75"

45/41/14-2.00"

20/50-5.00"

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B- 9

OF

Tan CLAY

-reddish brown

-tan w/sandstone fragments

(CH)

Tan and Gray Sandy CLAY

(CL)

Tan and Gray Clayey SAND, w/ sandstone fragments

(SC)

Notes: (1) Completion Depth =11.5 Feet (2) No Groundwater Observed During Drilling (3) Borehole Backfilled Upon Completion of Drilling

1.50

4.5(+)

4.25

51

38

18

19

17.4

16.9

11/10/16

10/14/25

12/41/47

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-10

OF

Brown Clayey SAND

(SC)

Brown and Gray Sandy CLAY w/ iron stains

(CL)

Brown Clayey SAND

-tan

(SC)


1.25

0.50

3.00

4.5(+)

4.5(+)

42 16

15.2

15.7

48.7

16/38/46

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-11

OF


(CL)


4.5(+)

4.5(+)

4.5(+)

44 1711.1

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-12

OF


(CL)

Reddish Brown Clayey SAND, lightly cemented, w/ iron stains

-tan

(SC)(TCP Test)


2.00

1.50

0.50

43 1718.5

8.4

28/50-4.50"

50-5.75"

50-1.00"/50-0.25"

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-13

OF


- reddish gray w/ iron stains, sand seams

(CL)


4.5(+)

1.50

4.5(+)

11.9

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-14

OF

Tan Sandy CLAY w/ iron stains and sandstone fragments

(CL)

Gray CLAY, shaley

(CH)


2.75

4.5(+)

4.5(+)

4.5(+)

4.5(+)

4.5(+)

59 25

10.5

16.1

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-15

OF


(TCP Test)(CL)


4.5(+)

5.0

1.9

61.5

14/32/35

29/50-1.50"

50-3.00"

50-0.75"/50-0.25"

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-16

OF

Reddish Brown Sandy CLAY w/ calcareous nodules, iron stones

-tan

(TCP Test)(CL)


3.00

6.7

3.5

17/20/50-5"

34/50-3.25"

50-3.25"

50-1"/50-0.5"

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-17

OF


(CL)

Gray CLAY, Shaley

(CH)


1.50

4.5(+)

4.5(+)

2.50

45 1810.4

13.4

12/14/18

5/9/14

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-18

OF


-reddish gray

(CL)


4.5(+)

3.00

2.50

19.6

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-19

OF


(CL)

Tan Clayey SAND

(SC)


2.50

8.715/17/20

23/38/35

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-20

OF

Tan Clayey SAND

-brown w/sand seams

-tan

(SC)


4.5(+)

4.5(+)

4.5(+)

NP NP2.6

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-21

OF

Brown and Tan Sandy CLAY w/ sandstone fragments

(CL)

Tan Clayey SAND

(SC)


4.5(+)

10.310/21/46

45/41/14-1.75"

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-22

OF

Light Gray and Tan CLAY, shaley

(CH)


4.5(+)

4.5(+)

4.5(+)52 1913.5

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-23

OF

Tan and Brown Sandy CLAY w/ sandstone fragments and iron stains

(CL)


4.5(+)

4.5(+)

4.5(+)

14.0

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-24

OF

Light Brown Sandy CLAY

-tan w/ iron stains and sandstone fragments

(CL)


4.5(+)

4.5(+)

4.5(+)

40 1610.1

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-25

OF

Brown Sandy CLAY

-tan w/ sandstone fragments, iron stains

(Soluble Sulfate Content = 233 ppm)

(CL)


3.50

4.5(+)

4.5(+)

49 1910.8

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-26

OF

3" Asphalt Pavement LayerBrown CLAY

(CH)


2.00

2.00

1.50

77 2527.2

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-27

OF

3" Asphalt Pavement LayerBrown CLAY

(CH)


(CL)


2.50

2.00

4.5(+)

57 1923.5

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-28

OF

Brown CLAY

(Soluble Sulfate Content: <100 ppm)

- tan

(CH)


1.75

1.75

2.25

62 2223.2

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-29

OF

Light Brown Sandy CLAY

- calcareous nodules

(CL)


2.50

2.25

4.5(+)

46 1820.0

1

5.0

10.0

15.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

W.L

.

I.B

.

W.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-45ANGLE

11-24-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-24-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-30

OF

136.5

135.2

131.2

Brown CLAY

-calcareous inclusions

(CH)

Tan and Gray Clayey SAND

(SC)

Gray CLAY w/ gypsum crystals

(CH)


4.00

2.75

4.5(+)

4.5(+)

4.5(+)

4.25

1.50

4.5(+)

4.5(+)

61 24

15.1

17.8

19.0

18.1

94.9

19/25/30

5.33/14.7%

2.35/2.56%

8.12/1.66%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

I.B

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-31

OF

133.5

131.0

141.3

126.4

130.2

Brown Sandy CLAY

- calcareous inclusions

- iron stones

(CL)

Tan CLAY

-gray, shaley

(Soluble Sulfate Content = 3,600 ppm)

(CH)

Reddish Tan Clayey SAND

(SC)

Gray CLAY w/sand seams

-w/ gypsum crystals

(Soluble Sulfate Content = 4,533 ppm)(CH)


4.5(+)

4.5(+)

4.5(+)

4.5(+)

3.75

4.5(+)

--

4.50

4.50

36

61

15

21

16.3

14.6

11.8

16.1

14.8

12.7

20.3

20.9

93.4

19/23/30

4.84/10.5%

9.15/3.7%

10.8/7.07%

5.71/0.87%

2.42/1.21%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

I.B

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-32

OF

127.2

135.6

125.7

111.3

Brown Sandy CLAY

- w/ iron stains

(CL)

Brown CLAY

-brown and tan

(CH)

Reddish Tan Clayey SAND

-w/iron stains

(SC)

Gray CLAY, shaley

(Sample Non-Testable for Strength) (CH)


1.00

4.5(+)

4.5(+)

4.00

3.00

4.5(+)

4.5(+)

4.5(+)

3.50

45 17

25.0

15.9

13.5

13.7

18.8

48.3

30/50-6.00"

16/26/40

1.45/5.15%

5.48/7.54%

1.46/3.44%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-33

OF

133.2

126.3

136.1

137.6

122.0

Brown CLAY w/ sand seams

- iron stones

- calcareous inclusions

(CH)

Brown Clayey SAND w/iron stains, cemented

(SC)

Brown CLAY w/iron stains, calcareous inclusions

(CH)


1.75

4.5(+)

3.75

4.5(+)

4.5(+)

4.5(+)

2.75

4.5(+)

4.5(+)

68

57

24

21

22.7

16.6

19.0

20.0

18.0

11.9

11.9

17.6

5.65/4%

4.04/4.52%

7.99/8.71%

5.39/7.98%

2.85/2.21%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2


Undisturbed

LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-34

OF

127.8

129.8

123.3

Brown CLAY w/sand seams

-w/iron stains

- calcareous nodules

-w/sand seams

-tan

(CH)

Tan Clayey SAND, w/ iron stones, lightly cemented

(SC)

Gray CLAY w/ iron stains, calcareous inclusions

(CH)


1.50

4.00

4.5(+)

4.5(+)

4.50

4.5(+)

4.5(+)

4.5(+)

4.5(+)

58 23

22.9

19.8

22.0

13.7

94.4

29/50-3.00"

1.46/12.03%

1.86/9.63%

4.77/4.42%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-35

OF

131.1

132.4

126.8

Brown CLAY

-calcareous nodules

-iron stones

(CH)

Brown and Tan Clayey SAND

(SC)

Tan and Gray CLAY w/ sand seams and iron stains

-gypsum crystals

(Soluble Sulfate Content = 1,606 ppm)

(CL)


2.50

4.5(+)

4.5(+)

4.5(+)

--

--

4.5(+)

4.5(+)

4.5(+)

62

54

19

19

25.2

17.0

17.0

17.6

20.8

15.1

18.4

50-4.50"

16/50-5.00"

26/36/38

3.32/6.14%

2.15/3.85%

1.64/2.35%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-36

OF

Brown Sandy CLAY

- iron stains

tan, iron stains, lightly cemented

Tan Clayey SAND

- clay seams

(SC)


0.75

1.00

2.00

4.00

2.50

30

36

16

15

16.3

17.0

16.1

17.0

11.2

46.0

57.1

15/50-3.00"

15/25/40

50-5.50"

26/36/38

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-37

OF

136.1

128.8

Reddish Tan Sandy CLAY

- iron stains

-tan and gray CLAY

(CL)

Tan Clayey SAND

(SC)


3.50

2.50

4.5(+)

4.5(+)

4.5(+)

4.5(+)

16.3

13.489.8

15/25/40

50-5.50"

50-5.00"

2.28/10.71%

1.65/5.38%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-38

OF

135.2

Reddish Brown Clayey SAND w/ iron stains

- occasional gravel

-w/iron stone seams

-tan

(SC)


0.75

--30 14

14.0

11.1

8.2

5.9

3.6

40.9

27/50-5.00"

50-5.50"

28/50-3.00"

50-5.00"

50-4.50"

50-4.50"

30/50-2.75"

2.16/2.57%

1

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.0

1

SOIL BOREHOLE LOG

TE

AM

Con

sult

ants

, Inc

.

LO

GG

ED

BY

CH

K'D

BY

Tra

ckin

g C

odes

: 15

2151

LO

GS

.GP

J, C

US

T1S

OI,

2/3

/16

DR

ILL

ING

CO

NT

R

M.D

.

I.B

.

C.L

.D

RIL

LE

R



SY

MB

OL

SA

MPL

E

PO

CK

ET

DE

PT

H I

N F

EE

T

CO

MPR

ES

SIV

E

UN

IT W

ET

RE

C%

/ RQ

D%

PL

AS

TIC

WE

IGH

T (

pcf)

LIM

IT %

WA

TE

RC

ON

TE

NT

%L

IQU

IDL

IMIT

%

ST

RE

NG

TH

(ts

f)

ON

SA

MP

LE

RB

LO

WS

/6 I

N.

PE

NE

TR

OM

ET

ER

PA

SS

ING

#200

SIE

VE

%


CME-75ANGLE

11-23-15

TIME

Hollow Stem Auger

NA



SHEET

SEE PLAN OF BORINGS



11-23-15

FINISH

------

SAMPLING METHOD:

DRILL RIG

NASEE NOTE NO. 2



LOCATION:

BORING NO.

Vertical

DRILLING METHOD:

BEARING


CAVED DEPTH

START

ELEVATION (MSL-FT)

DATE

DITTO GOLF COURSE

B-39

OF

KEY TO SOIL CLASSIFICATIONS AND SYMBOLSSOIL TYPE SAMPLE TYPE

Sand Silt ClayGravel Undisturbed Auger Split No

Sandy Silty Clayey Spoon RecoveryPredominant type shown heavy

TERMS DESCRIBING CONSISTENCY OF CONDITIONCOARSE GRAINED SOILS

(Major portion retained on No. 200 sieve)

Includes (1) clean gravels and sands described as fine, medium or coarse, depending on distribution of grain sizes and (2) silty or clayey gravels and sands.Condition is rated according to relative density, as determined by laboratory tests or estimated from resistance to sampler penetration.

Penetration Resistance Descriptive RelativeBlows/Foot** Term Density*

0 - 10 Loose 0 to 40%10 - 30 Medium dense 40 to 70%30 - 50 Dense 70 to 90%Over 50 Very dense 90 to 100%

* From tests on undisturbed sand sample** 140# hammer, 30-inch drop

Relative density is also used to describe condition of low plasticity (P I<10) fine grained soils such as sandy silts.

FINE GRAINED SOIL(Major portion passing No. 200 sieve)

Includes (1) inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearingstrength, as indicated by penetrometer readings or by unconfined compression tests for soils with plasticity indices > 10.

Compressive StrengthDescriptive Term Tons/Sq. Ft.Very soft less than 0.25Soft 0.25 to 0.50Firm 0.50 to 1.00Stiff 1.00 to 2.00Very stiff 2.00 to 4.00Hard 4.00 and higher

Note: Slickensided and fissured clays may have lower unconfined compressive strengths than shown above,because of planes and weakness or shrinkage cracks in the soil. The consistency ratings of such soilsare based on penetrometer readings.

TERMS CHARACTERIZING SOIL STRUCTURE

Fissured - containing shrinkage cracks, Slickensided - having inclined planes of weakness thatfrequently filled with fine sand are slick and glossy in appearance.or silt; usually more or less vertical Degree of slickenside development:

Sensitive - pertaining to cohesive Slightly slickensided - slickensides are present at intervals of 1-2soils that are subject feet and soil does not easily break alongto appreciable loss of these planes.strength when remolded

Moderately slickensided - slickensides are spaced at intervales of 1-2Laminated - composed of thin layers feet and soil breaks easily along these

of varying color and texture planes.

Interbedded - composed of alternate Extremely slickensided - slickensides are spaced at intervals 4-12layers of different soil types inches, are continuous and interconnected.

Soil breaks easily along the slickensides. Calcareous - containing appreciable Resulting size of broken pieces three to

quantities of calcium carbonate six inches.

Well graded - having wide range in Intensely slickensided - slickensides are spaced at intervals of lessgrain sizes and sub- than four inches and are continuous in allstantial amounts of all directions. Soil breaks down along planesintermediate particle sizes into nodules 0.25 - 2 inch in size.

Poorly graded - predominately of one grain size,or having a range of sizes withsome intermediate size missing

TEAM Consultants, Inc. PLATE 43

Strain Unit Ultimate CohesionDeformation (ε50)Wet Passing Soluble Compressive or Shear @ 50% @ 50%

Boring Depth Soil Weight MC #200 Sieve Sulfate Strength Strength Stress StressNo. (ft.) Description (pcf) (%) LL PL PI (%) (ppm) (tsf) (tsf) (in.) (in/in)B-1 2-4 Reddish Tan CLAY 17.5 62 21 41 92.6

B-2 1-2 Reddish Brown Sandy CLAY 18.7

B-3 4-6 Reddish Brown Sandy CLAY 11.4 47 22 25


B-5 2-4 Grayish Tan Sandy CLAY 12.0 29 13 16 79.9


B-7 2-4 Brown Sandy CLAY 5.6

B-8 1-2 Brown Clayey SAND 14.0 24 17 7 41.0

B-9 1-2 Reddish Brown Sandy CLAY 14.411-12.5 Tan Clayey SAND 10.8

B-10 2-4 Tan Sandy CLAY 17.4 51 18 336-8 Tan and Gray CLAY 16.9 38 19 19

B-11 2-4 Brown Clayey SAND 15.2 48.76-8 Brown and Gray Sandy CLAY 15.7 42 16 26

B-12 2-4 Reddish Brown Sandy CLAY 11.1 44 17 27

B-13 2-4 Reddish Brown Sandy CLAY 18.5 43 17 269-9.5 Reddish Brown Clayey SAND 8.4


CITY OF ARLINGTON



SUMMARY OF LABORATORY TEST RESULTS

Limits

PLA

TE

44TE

AM

Consultants, Inc. Atterberg


Boring Depth Soil Weight MC #200 Sieve Sulfate Strength Strength Stress StressNo. (ft.) Description (pcf) (%) LL PL PI (%) (ppm) (tsf) (tsf) (in.) (in/in)

CITY OF ARLINGTON




Limits

TEA

M C

onsultants, Inc. Atterberg

B-15 2-4 Tan Sandy CLAY 10.58-10 Gray CLAY 16.1 59 25 34

B-16 4-5.5 Reddish Brown Sandy CLAY 5.0 61.59-9.5 Reddish Brown Sandy CLAY 1.9

B-17 4-5 Reddish Brown Sandy CLAY 6.79-9.5 Reddish Brown Sandy CLAY 3.5

B-18 2-4 Reddish Brown Sandy CLAY 10.4 45 18 2710-12 Gray CLAY 13.4


B-20 2.5-4 Reddish Brown Sandy CLAY 8.7

B-21 2-4 Tan Clayey SAND w/sitly sand seams 2.6

B-22 2.5-4 Brown and Tan Sandy CLAY 10.3

B-23 4-6 Light Gray and Tan CLAY 13.5 52 19 33

B-24 2-4 Tan and Brown Sandy CLAY 14.0

B-25 1-2 Light Brown Sandy CLAY 10.1 40 16 24

B-26 2-4 Brown Sandy CLAY 10.8 49 19 30 233

Non-Plastic

PLA

TE

45



CITY OF ARLINGTON




Limits

TEA

M C


B-27 1-2 Brown CLAY 27.2 77 25 52B-27 1-2 Brown CLAY, 2% Lime 51 33 18B-27 1-2 Brown CLAY, 4% Lime 48 33 15B-27 1-2 Brown CLAY, 6% Lime 46 34 12

B-28 1-2 Brown CLAY 23.5 57 19 38

B-29 1-2 Brown CLAY 23.2 62 22 40 <100

B-30 1-2 Light Brown Sandy CLAY 20.0 46 18 28

B-31 2-4 Brown CLAY 136.5 15.1 5.33 2.67 0.0428 0.007418-10 Light Brown CLAY 17.8 61 24 37 94.9

14-15 Light Brown CLAY 135.2 19.0 2.35 1.18 0.0516 0.0087824-25 Tan and Gray Sandy CLAY 131.2 18.1 8.12 4.06 0.0344 0.00599

B-32 1-2 Brown Sandy CLAY 133.5 16.3 36 15 21 4.84 2.42 0.0985 0.017242-4 Brown Sandy CLAY 14.64-6 Brown Sandy CLAY 131.0 11.8 9.15 4.58 0.0490 0.009536-8 Tan CLAY 16.1 61 21 40 93.4

8-10 Tan CLAY 14.814-15 Tan CLAY 141.3 12.7 3,600 10.8 5.40 0.1417 0.0250924-25 Gray CLAY 126.4 20.3 5.71 2.86 0.0132 0.0022929-30 Gray CLAY 130.2 20.9 4,533 2.42 1.21 0.0313 0.00535

B-33 2-4 Brown Sandy CLAY 127.2 25.0 1.45 0.73 0.0348 0.005996-8 Brown Sandy CLAY 15.9 45 17 28 48.3

14-15 Brown CLAY 135.6 13.5 5.48 2.74 0.1174 0.0201424-25 Reddish Tan Clayey SAND 125.7 13.7 1.46 0.73 0.0890 0.0180429-30 Gray CLAY 111.3 18.8

PLA

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CITY OF ARLINGTON




Limits

TEA

M C


B-34 1-2 Brown CLAY 22.72-4 Brown CLAY 133.2 16.6 68 24 44 5.65 2.83 0.0423 0.007354-6 Brown CLAY 126.3 19.0 4.04 2.02 0.1129 0.020416-8 Brown CLAY 20.0 57 21 36

8-10 Brown CLAY 18.014-15 Brown CLAY 136.1 11.9 7.99 4.00 0.3071 0.0535119-20 Brown Clayey SAND 137.6 11.9 5.39 2.70 0.1537 0.0265829-30 Brown Clay 122.0 17.6 2.85 1.43 0.0492 0.00839

B-35 2-4 Brown CLAY 127.8 22.9 1.46 0.73 0.0582 0.009974-6 Brown CLAY 19.8 58 23 35 94.4

14-15 Brown CLAY 129.8 22.0 1.86 0.93 0.1158 0.0199024-25 Gray CLAY 123.3 13.7 4.77 2.39 0.0714 0.01504

B-36 1-2 Brown CLAY 25.22-4 Brown CLAY 131.1 17.0 62 19 43 3.32 1.66 0.0333 0.005684-6 Brown CLAY 17.06-8 Brown CLAY 17.6

8-10 Brown CLAY 20.8 54 19 3519-20 Tan and Gray CLAY 132.4 15.1 2.15 1.08 0.0636 0.0128924-25 Tan and Gray CLAY 126.8 18.4 1,606 1.64 0.82 0.0430 0.00847

B-37 1-2 Brown Sandy CLAY 16.32-4 Brown Sandy CLAY 17.0 30 16 14 46.04-6 Brown Sandy CLAY 16.16-8 Brown Sandy CLAY 17.0

8-10 Brown Sandy CLAY 11.2 36 15 21 57.1

B-38 2-4 Reddish Tan Sandy CLAY 136.1 16.3 2.28 1.14 0.1225 0.0219014-15 Tan Clayey SAND 128.8 13.4 89.8 1.65 0.83 0.1243 0.02755

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CITY OF ARLINGTON




Limits

TEA

M C


B-39 1-2 Reddish Brown Clayey SAND 14.02-4 Reddish Brown Clayey SAND 135.2 11.1 30 14 16 40.9 2.16 1.08 0.0677 0.011584-5 Reddish Brown Clayey SAND 8.26-8 Reddish Brown Clayey SAND 5.98-9 Reddish Brown Clayey SAND 3.6

PLA

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48

Notes:1) Structural fill should consist of clayey sands with Liquid Limit (LL) less than 30 and

Plasticity Index (PI) between 6 and 15.2) Potential Vertical Rise (PVR) has been calculated using procedures outlined by Gary L. Schneider

and Arthur R. Poor, P.E., PhD, "The Prediction of Soil Heave and Swell Pressures Developed byan Expansive Clay ", Research Report TR-9-74, University of Texas at Arlington, Texas, Nov., 1974.

3) The zone of moisture content change (Active Zone ) thickness was assummed to be 12 feet.It has been determined by the Texas Department of Transportation (TxDOT) that 0.2*LL + 9 is the "dry" condition from which little shrinkage is experienced, but where volumetric swell potential is greatest. It is the minimum moisture content swelling clays usually dry to. (TxDOT Test Method Tex-124 E)

4) PVR estimates are total movements, differential heave may be estimated at 2/3 of total PVR.

TEAM Consultants, Inc. PLATE 49

ESTIMATED POTENTIAL VERTICAL RISEOF FOUNDATION SOILS

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.00.00 0.50 1.00 1.50 2.00 2.50

Dep

th o

f Sel

ect F

ill o

r Fo

unda

tion

Pad

Bel

ow G

roun

d Su

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Potential Vertical Rise (PVR), Inches

"Dry" Condition

"Dry" Condition

APPENDIX A FIELD & LABORATORY TEST PROCEDURES

FIELD & LABORATORY TEST PROCEDURES Standard field drilling and sampling procedures and laboratory testing procedures are described

in the following paragraphs. FIELD DRILLING AND SAMPLING

Borings are advanced in soil formations by either auger or wash drilling methods. Soil samples were obtained at the designated sampling intervals using the following sampling techniques.

UNDISTURBED SAMPLES

Undisturbed samples of cohesive soils are obtained using a Shelby tube sampler. The sampler is a three-inch diameter (O.D.), thin-walled steel tube which is pushed into cohesive soils using the hydraulic pull down and weight of the drill rig. Shelby tube sampling procedures are in general accordance with ASTM Method D-1587. Recovered Shelby tube samples are extruded in the field, logged, and finally sealed airtight in plastic bags.

The consistency of undisturbed cohesive soil samples is evaluated in the field using a

penetrometer. This device measures the pressure necessary to push a 0.25-inch-diameter piston into the undisturbed specimen. The resistance at 0.25-inch penetration has been correlated with the laboratory unconfined compressive strength; thus, a representative estimate of soil consistency is obtained. The penetrometer results are tabulated on the Soil Borehole Logs. The maximum capacity of the penetrometer is 4.5 tsf.

DISTURBED SAMPLES Split-Barrel Samples (Standard Penetration Test)

Soils maybe sampled utilizing a two-inch diameter, split-spoon sampler in conjunction with the Standard Penetration Test (ASTM D-1586). This test utilizes a 140 pound hammer that drops a free fall vertical distance of 30 inches. The number of blows required for 18 inches of penetration is recorded for each six-inch increment and either the value for the last 12-inches of penetration, the penetration obtained within 100 blows, or the penetration achieved when a total of 50 blows have been applied during any six-inch increment, whichever occurs first, is reported as the standard penetration value.

Auger Samples

Disturbed soil samples are obtained from soil cuttings brought to the ground surface while advancing a boring with six-inch diameter, continuous-flight augers. The recovered soil samples are sealed in plastic bags. In addition, bulk samples, usually weighing 50 to 75 pounds, are obtained at selected auger boring locations to provide a sufficient quantity of soil for performing laboratory tests on remolded specimens.

Rock Core Samples

In instances where coring is necessary to advance borings through rock formations, rock coring is performed using a "NX" double-tube core barrel equipped with a tungsten carbide or diamond drill bit. The diameter of the recovered rock cores generally ranges from 1.875 inches ("NX" wire line size) to 2.125 inches (standard "NX" size) depending upon the particular type of "NX" core barrel employed. Rock cores are sealed in plastic and placed in cardboard or wooden core boxes. The amount of core recovered (REC), expressed as a percentage of the coring interval, is tabulated at the respective depths on the logs of boring. An index or measure of the quality of a rock mass, termed the rock quality designation (RQD) and computed by summing the lengths of intact pieces of core >

10 cm. in length, expressed as a percentage of the coring interval, is also tabulated at the respective depths on the logs of boring.

LABORATORY TESTS

Laboratory tests are performed using the following testing procedures: CLASSIFICATION TESTS

Field classification of soil samples and rock cores is verified in the laboratory through visual classification of samples by a qualified geotechnical engineer or geologist. Samples are classified according to color, texture, predominant material type, and consistency (if soil) or hardness (if rock).

Laboratory tests are performed on representative soil samples to determine natural moisture

content, liquid and plastic limits, and percent passing the No. 200 mesh sieve. These tests are performed in general accordance with ASTM Methods D-2216, D-4318, and D-422, respectively. Classification test results are tabulated at the corresponding sample depths on the boring logs and are also shown on the generalized soil profiles.

Both the soil classification test results and the visual classifications are used to determine the

Unified Soil Classification System symbol(s) for each generalized soil stratum. These symbols are shown on the logs of boring at the lower right corner of each stratum under the heading "Soil Description". Procedures for determining the Unified Soil Classification are in accordance with ASTM Method D-2487.

UNCONFINED COMPRESSION TESTS

Unconfined compression tests are performed on undisturbed cohesive soil specimens trimmed from samples extruded from Shelby tubes or Pitcher barrel tubes. In this test, a cylindrical specimen having a height-to-diameter ratio of approximately 2.0 is subjected to an axial load without lateral confinement. The axial load is applied at a uniform strain rate of 0.025 inch per minute until the peak compressive stress is reached. The shear strength is equal to one-half the peak compressive stress. Test procedures follow criteria specified by ASTM Method D-2166. Compressive strengths determined from these tests are tabulated at the corresponding sample depths. The natural moisture content and dry density of each specimen are recorded opposite the strength values.

Unconfined compression tests are also performed on intact rock core specimens in accordance

with ASTM Method D-2938. Test results are reported as indicated in the preceding paragraph. CONFINED COMPRESSION TESTS

Confined compression tests are performed on undisturbed soil specimens trimmed from samples extruded from Shelby tubes or Pitcher barrel tubes. In this test, a cylindrical specimen having a height to diameter ratio of approximately 2.0 is subjected to an axial load with a lateral confining pressure applied. A confining pressure, equal to the effective overburden pressure, is applied without allowing drainage of the specimen. Use of the confining pressure is intended to prevent premature failure of the specimen during loading due to slickensides, unconsolidated silt or sand lenses, etc. Following application of the confining pressure, the specimen is subjected to an axial load which is applied at a uniform strain rate of about 0.025 inch per minute until the peak compressive stress is reached. The shear strength is equal to one-half the peak compressive stress. Test procedures are in general accordance with criteria specified by ASTM Method D-2850. Compressive strengths determined from these tests are tabulated at the corresponding sample depths.

The natural moisture content and dry density of each specimen are recorded opposite the strength values.

DIRECT SHEAR TESTS

Consolidated-drained direct shear tests are performed on specimens trimmed from either undisturbed samples or remolded samples to define strength parameters corresponding to the drained or effective stress condition. In this test, a specimen (0.75-inch thick and 2.5 inches in diameter) is subjected to a normal stress, inundated, and allowed to consolidate. Horizontal shearing loads are then applied at a sufficiently slow rate (approximately 1.5 x10-4 in/min) to ensure that complete drainage of the specimen occurs during shear. Three different values of normal stress are applied to three separate specimens and the maximum shearing strength is measured for each normal stress. After initial shear, the peak strength is defined and the specimens are repeatedly sheared to define the minimum or residual strength. Test procedures are in general accordance with criteria specified by ASTM Method D-3080. A plot of shearing strength, as a function of normal stress, defines the angle of internal friction, φ, and cohesion, c, of the specimen for both the initial and residual shear strengths.

APPENDIX B SITE PREPARATION

SITE PREPARATION

The recommended earthwork construction procedures are as follows:

1. Remove all vegetation, organic topsoil and any undesirable materials from the

construction area. Average stripping depth is normally six inches

2. Structural areas should then be proofrolled with a loaded dump truck, scraper, or similar

pneumatic-tired equipment. The proof rolling serves to densify loose surficial soils and

detect any areas of weakness. The proof rolling should be performed in accordance with

Texas Department of Transportation (TxDOT) Standard Specifications for Construction

of Highways, Streets and Bridges, Item 216, "Proof Rolling", or equivalent. Any soils

deflecting excessively under moving load should be undercut to firm soils and

recompacted. The proof rolling operations should be observed by an experienced

geotechnician.

3. Scarify the subgrade, add moisture if necessary and recompact to 95 percent of the

maximum dry density determined by Standard Proctor (ASTM D-698) test procedures.

The moisture content of the fill at the time of compaction should be from zero to plus

four percent of the optimum proctor value.

4. Fill may consist of onsite or off-site inorganic soils with a plasticity index not greater

than 30. Fill should be placed in loose lifts not exceeding eight inches in loose thickness

and should be compacted to a minimum of 95 percent of the maximum dry density

determined by Standard Proctor (ASTM D-698) test procedures. The moisture content of

the fill at the time of compaction should be from one to four percent above of the

optimum proctor value.

5. In cut areas, the soil should be excavated to grade and the surface proofrolled and

scarified to a minimum depth of six inches and recompacted to the previously mentioned

density and moisture content.

6. The subgrade moisture content and density must be maintained until floor slabs are

completed.

Ditto Golf CourseQUANTITY ESTIMATEArlington, TexasSeptember 1, 2016

Description Quantity Unit Unit Cost AmountSCHEDULE A

1. Staging Area a. Mobilization 1 LS2. Staking of Features and Grades 1 LS3. Clearing and Grubbing a. Tree Removal 276 EA b. Clearing & Underbrushing 18.00 AC c. Transplant Trees 26 EA4. Environmental Protection a. Silt Fence 14,000 LF b. Basin Silt Protection 235 EA c. SWPPP 1 LS5. Demolition a. Cart Path/Curb 170,000 SF b. Pump House 1 LS c. Water Tower (on driving range) 1 LS d. Concrete Pipe 925 LF e. Split-Rail Fence 700 LF f. Stone Retaining Wall & Step (behind range tee) 260 LF g. Rail-Road Tie Retaining Wall 175 LF h. Rail-Road Tie Steps 100 SF i. Wooden Walking Bridge (12' x 4') 1 LS j. Driving Range Net & Poles 425 LF k. Chain-link fence behind Driving Range 215 LF

Total Schedule ASCHEDULE B MASS GRADING (Furnish & Install Complete)

1. Strip and Replace Topsoil (4") 70,000 CY2. Cut and Fill (Bank Yards) a. Haul Dirt 60,000 CY b. Push Dirt 190,000 CY3. Feature Shaping 1 LS Total Schedule B

SCHEDULE C GOLF COURSE DRAINAGE (Furnish & Install Complete)1. Drainage Pipe - corrugated plastic smooth wall (CPP) a. 4" Diameter 14,500 LF b. 6" Diameter 11,475 LF c. 8" Diameter 6,175 LF d. 10" Diameter 1,325 LF e. 12" Diameter 780 LF f. 18" Diameter 300 LF3. Drainage Structures a. 12" Round Grate 210 LF b. 18" Round Grate 25 LF c. Bubbler 17 EA4. Fiber Optics Conduit a. 1 /2" Diameter with 3' of cover 1,725 LF Total Schedule C

MOBILIZATION, CLEARING AND SITE PREPARATION (Furnish & Install Complete)

Description Quantity Unit Unit Cost AmountSCHEDULE D STORM DRAINAGE (Furnish & Install Complete)

1. DuroMaxx SRPE Pipe a. 66" Diameter 235 LF b. 60" Diameter 593 LF c. 54" Diameter 558 LF d. 36" Diameter with Flowable Fill 61 LF2. Flowable Fill for 36" Pipe 40 CY3. 6' x 6' Manhole 3 EA4. 6' x 6' Manhole with 36" Riser with Grate 1 EA5. 66" Headwall (TxDOT CH-PW-0) 1 EA6. Concrete Apron with Baffle Blocks 21 CY7. Rock Riprap (at Discharge Point, 18") 14 CY8. Trench Safety 1,450 LF Total Schedule D

SCHEDULE E FEATURE CONSTRUCTION (Furnish & Install Complete)1. Green Drainage a. 4" Perforated Pipe 16,385 LF b. Vents/Cleanouts/Markers 96 EA2. USGA Greens Construction (26 Greens) a. Mix (for greens and collars) 163,850 SF b. Pea Gravel (for greens and collars) 163,850 SF c. Tracer Wire 7,200 LF d. Barrier Liner 7,200 LF3.Nursery Green Drainage a. 4" Perforated Pipe 600 LF b. Vents/Cleanouts/Markers 4 EA4. Nursery Green Construction a. Mix 6,000 SF b. Pea Gravel 6,000 SF c. Tracer Wire 300 LF d. Barrier Liner 300 LF5. Bunker Construction a. 4" Perforated Pipe 12,500 LF b. Bunker Sand (4" in the bottom 2" on the faces) 125,000 SF c. Bunker Liner - Better Billy Bunker 125,000 SF d. Hand Edging 72 EA6. Beach Bunker Construction a. 4" Perforated Pipe 635 LF b. Bunker Sand (4" in the bottom 2" on the faces) 6,350 SF c. Bunker Liner - Better Billy Bunker 6,350 SF d. Hand Edging 2 EA7. Target Bunker Construction a. Drainage Basin 8 EA b. Bunker Sand (1/2") 7,500 SF c. Bunker Liner - Bunker Solutions 7,500 SF8. Artificial Tee a. Artificial Tee w/Waterjet Customization (Allowance) 1 LS b. Artificial Tee Installation (Allowance) 1 LS b. Decomposed Granite Base and walkway 2,000 SF

Total Schedule E

Description Quantity Unit Unit Cost AmountSCHEDULE F

1. Irrigation Lake Construction (Holes 4 & 5) a. Clay Liner (12" Compacted) 4,100 CY c. Fountains/Aerators 1. Aqua Master Air IV System 1 EA 2. 2 HP Mixers 2 EA2. Lake Construction (Holes 8 & 12) a. Clay Liner (12" Compacted) 1,500 CY b. Drop Structure 1. 24" Drop Structure w/grate 1 EA 2. 12" Connector Pipe 360 LF c. Fountains/Aerators 1. Aqua Master Air II System 1 EA3. Stream Construction a. Steam Construction with Liner 1,250 LF b. Weirs 6 EA b. Rock Features 1 LS c. Pumps 1 LS

Total Schedule FSCHEDULE G HARDSCAPE & BRIDGES (Furnish & Install Complete)

1. Cart Path Construction (Fiber Mesh) a. Concrete Cart Path (8' Path unless noted) 230,000 SF b. Concrete Curb 12,000 LF2. New Stone Bridges a. Bridge on Hole 5 1 LS b. Bridge on Hole 9 1 LS c. Bridge on Hole 10 1 LS3. Existing Bridge Relocation (60' x 10') - Hole 3 a. New Bridge Abutments 1 LS b. Relocate Bridge 1 LS4. Concrete Strip for Artificial Tee (5' Width) 2,125 SF

Total Schedule GSCHEDULE H SOIL PREPARATION AND GRASSING (Furnish & Install Complete)

1. Soil Preparation - Fine debris, removal, fine grade and fertilize a. Greens & Collars (Includes Nursery Green) 169,850 SF b. Tees 232,000 SF c. Sodded Areas 30 AC d. Sprigged Areas 68 AC e. Bunker Faces 3 AC f. Native Area 11 AC g. Fescue Area 13 AC2. Grassing - Sod a. 419 Bermudagrass 30 AC b. "Eco" Buffalograss 3 AC3. Grassing - Sprigging a. Greens & Collars (MiniVerde) 169,850 SF b. Tees (419) 232,000 SF c. 419 Bermudagrass 68 AC4. Grassing - Seeding a. Native Blend 10 AC b. Fescue 12 AC

Total Schedule H

WATER FEATURE CONSTRUCTION (Furnish & Install Complete)

Description Quantity UnitSCHEDULE I TREE PLANTING (Furnish & Install Complete)

1. Live Oak - 6" Caliper 20 EA2. Bur Oak - 4" Caliper 20 EA3. Shumard Red Oak - 4" Caliper 20 EA4. Chinquapin Oak - 3" Caliper 15 EA5. Lacebark Elm - 4" Caliper 20 EA6. Pecan - 3" Caliper 15 EA7. Ginko (Male) - 4" Caliper 15 EA8. Autumn Blaze Maple - 4" Caliper 20 EA9. Elderica Pine - 3" Caliper 20 EA10. Eastern Red Cedar - 8' - 10' Height 25 EA11. Eastern Red Cedar - 10' - 12' Height 30 EA12. Eastern Red Cedar - 12' - 14' Height 35 EA13. Nelly R Stevens Holly - 30 gallon 30 EA

Total Schedule I

SCHEDULE J LANSCAPING (Furnish & Install Complete)1. Gulf Muhly - 3 Gallon 500 EA2. Maiden Miscanthus - 3 Gallon 300 EA3. Adagio Miscanthus - 3 Gallon 300 EA4. Lindheimer Muhly - 3 Gallon 300 EA5. Mexican Feather Grass - 1 Gallon 1,250 EA6. Dwarf Pampas Grass - 3 Gallon 200 EA

Total Schedule J

SCHEDULE K IRRIGATION (Furinsh & Install Complete)1. New Irrigation System a. Hunter System b. Rainbird System c. Toro System

OWNER'S CHOICE

2. New Pump Station a. Motor Controls, Inc. b. Rain Bird Corp. c. Xylem Flowtronex d. Watertronics3. Pump Station Handling4. Wet Well & Foundation Slab5. Removal of Existing Irrigation Components6. Satellite Station Verification & Review (Allowance)7. Yardage Tag Markers (Allowance)

Total Schedule KSCHEDULE L FINISH OUT (Furnish & Install Complete)

1. Clean up, equipment removal 1 LS2. As-Built 1 LS

Total Schedule LSUBTOTALPERFORMANCE & PAYMENT BOND LSPROJECT TOTAL

$

$

$

$

TEAM Consultants, Inc. - arlington-tx.gov · ERMS AND . S. YMBOLS ... parameters to guide design and construction of proposed facilities. ... TEAM Consultants, Inc. Geotechnical,

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