central florida testing laboratories, inc. testing

ENGINEERING BUSINESS NO. 1066 GEOLOGY BUSINESS NO. 224

PRISTINE LAKE PRESERVEPasco County, Florida

October 2015

Prepared

Geotechnical Services

Southern Crafted Homes3840 Land O' Lakes Boulevard

for

Land O' Lakes, Florida 34639

Report Number. 217453

Central Florida Testing Laboratories, Inc.

Testing, Development and Research12625 - 40th Street North Clearwater, Florida 33762


Testing, Development and Research12625 - 40th Street North Clearwater, Florida 33762

TAMPA BAY AREA (727) 572-9797 FLORIDA 1-800-248-CFTL FAX (727) 299-


Testing Development and Research 12625 – 40TH STREET NORTH • CLEARWATER, FL 33762

ENGINEERING BUSINESS NO. 1066 GEOLOGY BUSINESS NO. 224———————————————————————————————————————————————————————————————————

TAMPA BAY AREA (727) 572-9797 FLORIDA 1-800-248-CFTL FAX (727) 299-0023———————————————————————————————————————————————————————————————————

October 29, 2015

Mr. Kurt Hull Southern Crafted Homes 3840 Land O’ Lakes Boulevard Land O’ Lakes, Florida 34639

Re: Pristine Lake Preserve, Pasco County, Florida Pre-Design Geotechnical Investigation CFTL Lab No. 217453

Dear Mr. Hull:

As authorized, our office has completed its pre-design soils testing of the proposed single family development noted above. Within the pre-design testing program data was developed to allow us to make limited comments regarding the potential for geological hazards to exist within the area to be developed.

SCOPE OF SERVICES

Our Scope of Services included completing seventeen (17) auger borings in the upland areas of the proposed roadway alignment to a depth of 10 feet at pre-determined locations provided by your civil engineer, Spring Engineering, Incorporated. In addition to the auger borings, “probes” were performed in the wetland feature located in the eastern portion of the property in an attempt to establish the depth of surface organics typically present within these features. Data developed by these tests will include soil profiles, water table levels, estimates of historical seasonal high ground water table (SHGWT) levels, and depth of unsuitable organic soils, will be used to assist in the design of the planned roadway.

Additionally, five (5) 30 foot deep pond borings were performed at proposed stormwater pond locations present throughout the site to establish soil profiles, current water table levels, and estimates of historical SHGWT based on soil indicators. One (1) 50 foot deep Standard Penetration Test (SPT) boring was performed in the planned community center located near the eastern entrance to determine the soil profile from the surface to the underlying limestone formation, and finally, twelve (12) 30 foot deep SPT borings were performed on random lots to establish soil profiles and consistency of soils for general foundation design purposes.

GENERAL SITE CONDITIONS

This project is located in the central portion of Pasco County, east of US Highway 41 or

Pristine Lake Preserve, Pasco County, Florida - Geotechnical Investigation CFTL Report No. 217453 Page 2

Central Florida Testing Laboratories, Inc.EB#1066 GB#224

Land O’ Lakes Boulevard, north and west of Ehren Cutoff, on the east side of Curve Lake. It currently consists of open land in the center portion of the parcel, a citrus grove in the western portion, and a wetland feature and isolated open areas in the eastern portion of the subject property. Access was gained off of Fletch Road which terminates in the western portion of the site. Review of a topographic map provided by the Pasco County Property Appraiser’s office, shows the site to be fairly level, with a drop-off of roughly 5 feet occurring along the perimeter of the property where wetland features are present on the southern and eastern areas of the site. A color aerial photograph of the property is included as an attachment to this report.

TEST METHODS

The borings performed were done using sampling intervals in excess of those required by ASTM Specifications, D-1586, describing the Standard Penetration Test or "split-spoon" method of sampling. Four samples were taken in the upper ten feet to provide greater definition within this zone. The penetration resistance testing and sample taking was accomplished with the use of a 2" O.D. sampler seated six inches into the bottom of the borehole and advanced an additional one-foot under the effort of a 140 pound hammer falling freely thirty inches. The number of blows required of the hammer to advance the sampler one foot into undisturbed material was noted as the blow count (N) of that particular stratum.

Portions of each soil sample so taken, were classified, sealed in moisture-proof containers and returned to our laboratories for verification of field classification.

The borings were advanced using a rotary drill rig, utilizing a recirculating bentonite drill fluid to maintain the borehole in noncohesive soils and to remove cuttings created by the drill bit. Upon completion, the boreholes were sealed in accordance with SWFWMD regulations.

Auger borings performed in the roadway alignment were accomplished with the use of a flight auger attached to a truck mounted rotary drill rig, with samples being visually classified as they rise to the surface. The classification procedure adheres to NRCS (Natural Resource Conservation Service) guidelines, which closely resemble ASTM D-2488, titled "Description and Identification of Soils". This visual method is used to describe samples encountered in the field, which are labeled and brought back to our laboratory in sealed containers and inspected by our Staff Geologist. Water table levels and determinations of seasonal high water table were made from hand auger borings conducted adjacent to the flight auger boring holes.

ROADWAY PROFILE BORINGS

The seventeen (17) roadway borings, detailed on pages 1 through 4, identified various granular fine sands to the termination depth of 10 feet below existing ground elevations. These soils did not exhibit any cohesive properties and were visually noted to be free of organic materials. For consistency purposes, the soils are all described using the Munsell Color System designation.



Probes performed in the wetland feature were labeled MP-1 (“A” to “D”) and MP-2 (“A” to “E”) and were in lieu of power or hand auger borings due to lack of access and the presence of standing water at the time the tests were performed. These tests represent the depth of very loose surface soils below the standing water which are deemed to be comprised of highly organic or silty soils that are not suitable for the planned roadway and associated infrastructure. A table showing results of the probes detailing the depth of water and the depth to which the probe extended with little to very little resistance is presented below:

Location Depth of Water (ft.) Depth of Unsuitable Soils (ft.) MP-1A 3.0 3.0 MP-1B 1.0 4.0 MP-1C n/a 3.5 MP-1D n/a 2.2 MP-2A 3.0 2.5 MP-2B 1.0 4.0 MP-2C n/a 2.5 MP-2D n/a 2.0 MP-2E n/a 3.0

Review of the above data indicates that unsuitable soils are present within the wetland feature that extend to depths ranging from 2 to at least 4 feet below the surface. Greater depths of unsuitable soils may exist in the center portion of the wetland which is inaccessible at this point in time. The removal of these deleterious soils will be discussed later in the report. The soils in the upland portion of the site (AB-1 to AB-17) are deemed to be suitable for the planned roadways and utilities from a composition standpoint.

WATER TABLE & SHGW TABLE DETERMINATIONS

In the proposed roadway, water table levels were encountered at depths ranging from -3.3 to -4.9 feet, depending on location.

Estimates of historical seasonal high ground water tables (SHGWT) ranged from -1.9 to -2.5 feet, depending on location, with the average estimated depth being -2.2 feet below current ground elevations.

Review of NRCS data shows the majority of the site as Smyrna, with estimates of historical SHGWT at depths ranging from 0 to -1.0 feet. The wetland features are all listed as Sellers, while the eastern portion of the property shows the presence of Tavares soils. Adamsville and Smyrna designations are noted to the north of the subject property as well as around the eastern, northern, and southern side of Curve Lake. The following table lists the above mentioned soil designations with their corresponding properties and estimated duration:



Soil Number/Designation SHGWT (ft.) Months Apparent Smyrna 0 to -1.0 June to December Sellers +2.0 to 0 June to March Tavares -3.5 to -6.0 June to December

Adamsville -2.0 to -3.5 June to November

As can be seen when comparing estimated SHGWT levels versus NRCS estimates, site specific data suggests that the site more reflects a transition between Smyrna, Tavares, and the adjacent Adamsville designations. The presence of the citrus grove in the western portion of the property is an indication that the historical seasonal high ground water levels may be lower than listed as citrus trees require “well drained” soils to thrive. Root systems associated with a variety of citrus trees are noted to extend roughly 2 to 3 feet below the surface and cannot tolerate excessive moisture.

Roadway Recommendations

Soils conditions within the alignment of the roadway in upland areas are suitable for supporting standard flexible pavement construction once initial grubbing and stripping operations have successfully removed any unsuitable surface vegetation. Organic soils and trees present within the wetland feature located in the southeast section of the property where the roadway will be constructed needs to be properly prepared. This would consist of removing all unsuitable organic soils within the right of way and replacing these materials with suitable granular soils compacted to meet Pasco County requirements. Removal of trees and associated root systems would also need to be performed prior to the placement of embankment soils to raise this area to desired grades. Considering the current conditions within the wetland feature, de-watering operations will be required in order to properly complete the removal and replacement of deleterious soils.

Again, please note that probe results reflect conditions at the specific locations tested and may not be representative of other areas within the wetland, more specifically in the center section that was not accessible due to thick vegetation and deep standing water.

The minimum density for subgrade soils would be 98% of Modified Proctor established soil density. The subgrade soils should be stabilized to a minimum value of 40 LBR for the upper 12 inches of the subgrade to provide shear resistance and base support. While a representative LBR (Limerock Bearing Ratio) sample of subgrade soils was not obtained during this investigation, visual observation and classification indicate that the granular fine sands present in the upper 2 feet will need to be stabilized in order to meet the 40 LBR requirement.

Pavement thickness is dependent upon anticipated traffic volumes and loading, however, we are assuming that the roadways need to meet current Pasco County requirements for a Residential Roadway. A minimum pavement Structural Number of 2.36 is required for this designation per Pasco County Ordinance No. 07-07. This ordinance also contains a section (610.3H) that requires the soils within two feet of the stabilized subgrade to contain no more than 15% fines. Based on sieve analysis result of a soil sample obtained within the roadway alignment, we anticipate that natural shallow soils will meet this requirement.



Additional testing will be required during construction to confirm these results as well as to comply Pasco County testing requirements.

If various options for pavement sections are desired, please notify our office and we will be glad to present this information for your review. However, please be aware that these options will be suggestions only, with final approval of materials used and individual layer thickness to be meet Pasco County requirements and be acceptable to your Civil Engineer.

Based on current groundwater levels and estimates of historical seasonal high water levels, underdrain may be required. Seasonal high water table levels need to be considered in the pavement design, with the bottom of pavement base sections designed at least 24" above SHWT estimates if a limerock base is used or at least 12" if soil cement or crushed concrete base material is used. Pavement within the Pasco County right of way, when applicable, will require underdrain on one side for roads with a SHWT 2 feet below the bottom of base, and underdrain on both sides for roads with a SHWT 1 foot below bottom of base. It is the responsibility of the design Civil Engineer of Record to confirm if these requirements are applicable for this project.

Pavement inspections are recommended to be conducted by a representative of the Civil Engineer and the Geotechnical Engineer after (1) completion of subgrade construction prior to the placement of base material, and (2), after completion of base material prior to the paving operations taking place.

Proposed Retention Ponds

A total of five (5) SPT borings were performed in various pond locations, with borings drilled to a depth of 30 feet. Conditions encountered were somewhat similar from the standpoint of composition and consistency, with loose to very loose granular sands and silty sands present within the upper 10 feet at locations PB-1 to PB-3 and loose sands to a depth of five feet at borings PB-4 and PB-5. Below these depths were intermittent strata of variable consistency sands and silty sands that terminated all borings. No loss of drilling fluid circulation occurred in any of the borings, with shallow static ground water recorded from -2.4 to -4.7 feet, depending on location. We estimate the seasonal high ground water table to range from -1.3’ at PB-2 to -2.3’ at PB-4. These estimates are in line with the roadway borings for PB-3 and PB-4 and closer to the NRCS Smyrna designation at locations PB-1 and PB-2. No obvious indicators of the SHGWT were observed at boring PB-5. Corresponding static water table levels were higher at locations PB-1 and PB-2, with soil indicators at these locations also observed closer to the existing ground, as shown on the boring logs.

All sands and silty sands encountered were judged to be suitable for use as fill, with excavation operations able to extend as deep as the configuration of the ponds will allow from a slope stability standpoint.

Please be aware that this information is based on the conditions found at the specific locations tested and may or may not be representative of the entire area of the proposed ponds.



SPT Borings Proposed Lots

A total of twelve (12) SPT borings (SPT-1 to SPT-12) were performed throughout the property in areas of planned residential lots to provide data relating to general soils conditions.

Soils defined by each of the borings were generally similar in composition, with the upper 5 to 7 feet being composed of fine grained sands followed by intermittent strata of silty sand and sand to the termination depth of 30 feet. Consistency of soils was very uniform as well, with the upper 10 feet generally consisting of loose, very loose, and slightly loose sands and silty sands. Medium dense and isolated dense and very dense stratum were recorded below the 10 foot depth at all but location SPT-1, which terminated in slightly loose sand at a depth of 30 feet.

No drilling fluid circulation loss occurred in any of the twelve (12) borings in the lot areas while the shallow water table was measured at depths between 2.5 and 5.0 feet below the surface in hand auger borings conducted adjacent to the SPT bore holes. The average depth at which ground water was encountered was 4 feet.

Geological Hazard Considerations

In our opinion, the Geological Hazards Ordinance is interpreted to (1) require the identification of potential “geological hazards” prior to development of the property, (2) to propose a remediation plan to address the hazards identified, and (3) to provide reasonable engineering oversight to render a professional engineering opinion that the proposed remediation has addressed the previously identified concerns. With respect to the involvement of CFTL with the project, we consider a wide range of naturally occurring soil conditions, any one of which could provide a soil constraint to a standard of the industry approach to site development and residential home construction would be considered a geological hazard. These constraints, in our opinion, may affect both infrastructure construction, retention pond function and lot development/home construction.

Examples of these constraints are:

Abnormally loose soils within the supporting zone of infrastructure or residential structures that would not provide a minimum allowable bearing pressure of 2,000 psf or allow for the use of either standard roadway construction, use of soil supported infrastructure structures or a standard sized shallow spread footer foundation to support residential structures.

Organic laden soils with an organic content in excess of 5% by weight that would be prone to consolidation under load and/or decomposition with time resulting in a volume change that could detrimentally affect infrastructure or the proposed soil supported structures planned for the site by causing undue detrimental settlement.



Active clay-rich soils exhibiting a Plasticity Index in excess of 15 which exist within a depth range that would allow potentially fluctuating moisture conditions within the shallow groundwater table to cause a volume change in the clay-rich soil that would be transferred to the structures foundations causing detrimental movement associated with the shrink or swell of the clayey soils.

A soil profile exhibiting certain characteristics or indicators associated with incipient sinkhole development which may affect soil supported infrastructure or soil supported residential construction in the foreseeable future by causing undue settlement or potentially unsafe conditions.

While the SPT borings conducted over the lot areas of the project and the auger borings conducted along the roadway alignment serve to provide soil properties that address some of the above concerns, only one SPT boring was advanced to a depth that intercepted the underlying limestone formation. This boring was labeled B-1 and was located in the Community Center Building Footprint.

Conditions defined by this boring were very similar to the previously described borings performed in the proposed lot areas in that the upper 10 feet was found to consist of very loose, grading to loose, medium dense, and back to loose sand and clayey sand. Medium dense silty sand and sand continued to a depth of 43 feet at which point very hard limestone was encountered and terminated the boring after the 50 feet sampling interval. As was noted with the previous borings, no loss of drill fluid circulation was occurred during the drilling of boring B-1.

Conclusions with respect to the presence of geological hazards, as defined above, can be made to state that loose near surface sandy soils exist over the site which will require densification in order to support standard shallow foundation systems designed for an allowable soil pressure of 2,000 psf. Organic rich soils or very loose silty soils were identified by the probes in the wetland feature at the entrance and these will require removal during the construction of the infrastructure for the project.

Boring B-1, which intercepted competent limestone, provides information specific to its location with respect for the potential for sinkhole development. With no loss of drilling fluid circulation occurring indicating no hydraulic connections exist between the upper shallow water table and the underlying limestone and with no weak soil zones identified above the limestone, represented by weight-of-hammer (WOH) or weight-of-rod (WOR) sampling events, a conclusion can be made that this boring shows no indicators of incipient sinkhole activity and a low potential for future sinkhole development.

Building Recommendations

The sandy soils encountered throughout the site are satisfactory for providing an allowable soil pressure of 2,000 psf for use in designing shallow foundation systems for support onlyafter proper stripping and grubbing of existing surface vegetation and densification of loose shallow soils have been obtained and verified. Presently these upper sandy soils are predominantly loose in consistency to depths of approximately 7 feet below the surface



and will require densification to provide sufficient support for shallow foundation systems. Densification of soils can be obtained by proof-rolling all structural areas of the site plus a 3 to 5 feet perimeter buffer strip.

Due to the loose to very loose nature of the shallow soils, proof-rolling may be extensive and will require that a minimum of 15 passes (in each of two perpendicular directions) be performed using a vibratory roller capable of exerting at least 35,000 ft.-lbs. of energy to the soils. Results of the proof-rolling should show the surficial sandy soils to a depth of 5 have achieved a density of at least 95% of Modified Proctor established maximum dry soil density and improvement on soils from -5 to -7 feet. This can be verified by a combination of conventional density testing and hand cone penetrometer (HCP) testing with penetration resistances of at least 40 kg/cm2 recorded within the upper 5 feet after completion of rolling.

Any additional fill that may be required to raise the elevation of the building pads or any structural fill placed on site should consist of clean, noncohesive sandy soils meeting either SP or SP/SM classification by the Unified Soil Classification System. Soils within the proposed retention pond, when excavated, meet this classification and may be considered suitable for use as structural fill. Fill should be placed in lifts not exceeding one foot (12") in depth and compacted to a minimum density of at least ninety-five percent (95%) of the soils maximum dry density as established by the Modified Proctor Test, ASTM D-1557. Each lift should achieve satisfactory density results prior to placement and compaction of subsequent lifts to eliminate the possibility of dense soil bridging over loose insufficiently compacted soils.

CONCLUSIONS

This preliminary geotechnical investigation, based on the data obtained at the specific locations tested, has discovered two (2) notable soils related conditions that need to be addressed during the development of the planned single family subdivision. The first condition was anticipated, as the wetland feature located in the southwest section of the property was found to contain unsuitable soils to depths of at least 4 feet that will need to be removed and replaced with suitable structural fill meeting all applicable Pasco County requirements. The second condition or constraint is the loose nature of the shallow soils throughout the site that impacts the planned single family homes and community center. In order for allowable soil pressure recommendations of 2,000 psf to be applied, significant improvement to the upper 5 feet and minor improvement of soils from 5 to 7 feet needs to be accomplished. Proof-roll guidelines and subsequent documentation of soil improvements are detailed in the above “Building Recommendations” section of the report.

Estimates of historical SHGW tables based on soil indicators were recorded where distinguishable and were noted to be slightly deeper than those provided by the NRCS. However, these estimates are in general agreement with isolated site specific soils as well as designations on the adjacent property to the north. Based on the estimates provided, underdrain may be required but will need to be re-evaluated once final design grades are known.



Soils in the areas of the proposed drainage pond were found to consist of granular sands and silty sands, all of which were deemed to be suitable for use as structural fill.

LIMITATIONS

This investigation and report deals only with the soil zones and strata located within the area represented from the ground surface to the termination depth of the borings.

The SPT borings were for the purpose of determining soil profiles and certain physical characteristics and will not provide sufficient data to determine sinkhole potential or identify buried debris, if present. However, no loss of drill fluid or weight of hammer (WOH) or weight of rod (WOR) conditions generally associated with the early stages of sinkhole development was discovered. Other means of subsurface investigations including, but not limited to, deep structural borings, rock coring, geophysical studies, ground penetrating radar or resistivity surveys are used for sinkhole potential determinations and are out of the scope of this investigation. Generally accepted soil mechanics and foundation engineering practices were utilized in the preparation of this report; and no other warranty, either expressed or implied is made as to the recommendations provided. No environmental testing was requested or performed as part of this geotechnical investigation.

The completed scope of work, based on our interpretation, provides limited information with respect to addressing all the requirements of Chapter 800, Section 807.4 of the Pasco County Land Development Code, which was originally referenced as Ordinance No. 08-17 under Article 700 (Section 704) of the Pasco County Land Development Code. This ordinance is generally referred to as the “Geologic Hazards” ordinance and requires more extensive data to assist in determining, within reasonable professional probability, the potential geologic conditions across the entire subject property that could potentially affect the proposed development.

Borings were field located by our personnel at the approximate locations shown using a hand held GPS system. Boring coordinates can be provided if needed. Borings are assumed to represent the approximate locations shown on the layout attached to this report.Frequency and location of the tests performed were selected by the client and/or Spring Engineering, Inc. and may or may not be sufficient in scope to identify all soils related constraints. This report is for the exclusive use of our client and may not contain sufficient information for other uses, such as quantity take-offs. In the event conclusions and/or recommendations based on our data are made by others, such conclusions and/or recommendations are not our responsibility unless we have been given an opportunity to review and concur with them.

Soil strata delineations are estimated in the field by color changes, texture differences andpenetration resistance values. These may be more gradual transitions than those shown on the boring log representations of strata delineations.

The ground water depth determinations shown on the bottom of the boring logs were



measured in auger borings performed adjacent to the bore hole at the time of drilling. This depth does not reflect seasonal high water levels and would fluctuate as expected with variations in rainfall or other factors not present at the time of our soils investigation.

The boring data represents only that data obtained during this investigation at the approximate locations shown on the site schematic or plan.

Should significant variations of soil or subsurface conditions exist between boring locations and be encountered by future exploratory work or site preparation efforts, our office should be notified so that supplemental borings, or data gathering determinations can be made to update our report and recommendations at a minimal expense to our client.

It is the responsibility of our client to inform our office of these variations if possible modifications of the report is warranted.

We would be pleased to answer any questions concerning comments or recommendations made in this report.

We appreciate the opportunity to have been of service. If any further evaluations of the site or testing services are needed, please do not hesitate to contact our office.

Sincerely,

CENTRAL FLORIDA TESTING LABORATORIES, INC.

Tom Gates George C. Sinn, Jr., P.E. Director of Technical Services President/Principal Engineer Fla. Registration No. 16911 TG/GCS/tg

Attachments

cc: Mr. Jay Doucette - Spring Engineering, Inc.

Not for public use unless original signature, date and raised seal are applied.

Project Name: Pristine Lake Preserve, Pasco CountyReport No.: 217453

MapsVarious


PRISTINE LAKE PRESERVEPasco County, Florida

Report No: 217453

Central Florida Testing Laboratories, Inc. Legend Figure 1 - LocationSubject PropertyPopulation Center

Land

Sand

Woodlands

Park

Interstate

Toll Highway

US Highway

State Route

Local Road

Major Connector

Water

Intermittent Lake

Wetland

River/Canal

Intermittent River

Railroad


2013 Aerial Photograph of Site


Pristine Lake Preserve, Pasco CountyNRCS Soils MapReport No. 217453

21

21

21

21

21

21

21

21

8

8

8

11

6 6

6

6

6

W

W

W

W

W

8

Soil Identifiers SWGTW (ft.) Months Apparent6 = Tavares -3.5 to -6.0 Jun - Dec8 = Sellers +2.0 to 0 Jun - Mar11 = Adamsville -2.0 to -3.5 Jun - Nov21 = Smyrna 0 to -1.0 Jul - OctW = Water ------- -------

Figure 1 - Site Schematic

CENTRAL FLORIDA TESTING Pasco County, FloridaLABORATORIES, INC.12625 - 40th Street North * Clearwater, Florida 33762 Approximate Boring Locations(727) 572-9797 1-800-248-CFTL FAX (727) 299-0023

LEGENDPRISTINE LAKE PRESERVEDate: 10-12-15thru 10-22-15

Date:10-29-15

Date:10-29-15

Techs:AC/JT/MB andJD/TL

Checked By:T. Gates

Compiled By:J. Darling

SPT-xx (30' SPT Borings on Proposed Lots)

AB-xx (10' Auger Borings in Proposed

PB-xx (30' SPT Borings in Proposed Ponds)

B-xx (50' SPT Boring in Proposed Comm.

MP-xx (Muck Probes in Existing Wetland)

PB-2

AB-1

MP-1(A)

AB-2

AB-16

AB-3

AB-4

AB-5AB-6

AB-7AB-8

AB-9

AB-10 AB-11 AB-12 AB-13

AB-14

AB-15

AB-17

PB-1

PB-3

PB-4

SPT-1

SPT-3

SPT-2

SPT-4

SPT-6

SPT-8SPT-7

SPT-9SPT-10

SPT-5

SPT-11SPT-12

PB-5

B-1

MP-1(B)MP-1(C)MP-1(D)

MP-2(E)MP-2(D)

MP-2(A)MP-2(B)

MP-2(C)

Figure 1 - Site Schematic LEGENDPRISTINE LAKE PRESERVECENTRAL FLORIDA TESTING Pasco County, FloridaLABORATORIES, INC.12625 - 40th Street North * Clearwater, Florida 33762 Approximate Boring Locations(727) 572-9797 1-800-248-CFTL FAX (727) 299-0023

Date: 10-12-15thru 10-22-15

Date:10-29-15

Date:10-29-15

Techs:AC/JT/MB andJD/TL

Checked By:T. Gates

Compiled By:J. Darling

PB-2

AB-1

MP-1(A)

AB-2

AB-16

AB-3

AB-4

AB-5AB-6

AB-7AB-8

AB-9

AB-10 AB-11 AB-12 AB-13

AB-14

AB-15

AB-17

PB-1

PB-3

PB-4

SPT-1

SPT-3

SPT-2

SPT-4

SPT-6

SPT-8SPT-7

SPT-9SPT-10

SPT-5

SPT-11SPT-12

SPT-xx (30' SPT Borings on Proposed Lots)

AB-xx (10' Auger Borings in Proposed

PB-xx (30' SPT Borings in Proposed Ponds)

PB-5

B-xx (50' SPT Boring in Proposed Comm.

B-1

MP-xx (Muck Probes in Existing Wetland)

MP-1(B)MP-1(C)MP-1(D)

MP-2(E)MP-2(D)

MP-2(A)MP-2(B)

MP-2(C)


Auger Boring Results


Lab No.: 217453 Project: Pristine Lake Preserve Reports To: Mr. Kurt HullClient: Southern Crafted Homes Address: Pasco County, Florida

AUGERNO. DEPTH (ft.)

SOILCOLOR MUNSELL COLOR SOIL DESCRIPTION

1 0.0 to 1.8 Gray 10YR 6/1 Fine sand1.8 to 3.9 Dark brown 10YR 3/3 Fine sand3.9 to 6.0 Brown 10YR 5/3 Fine sand6.0 to 7.9 Light brown 7.5YR 6/3 Fine sand7.9 to 9.0 Brown 10YR 5/3 Silty sand9.0 to 10.0 Dark brown 10YR 3/3 Silty sand

Water table @ time of test (ft. BLS): 3.3 Estimated SHGWT (ft. BLS): ND*

2 0.0 to 2.5 Gray 10YR 6/1 Fine sand2.5 to 4.4 Light gray 10YR 7/1 Fine sand4.4 to 7.6 Brown 10YR 5/3 Fine sand7.6 to 10.0 Dark brown 10YR 3/3 Silty sand

Water table @ time of test (ft. BLS): 4.2 Estimated SHGWT (ft. BLS): 2.5

3 0.0 to 2.0 Grayish brown 10YR 5/2 Fine sand2.0 to 5.6 Light brown 7.5YR 6/3 Fine sand5.6 to 10.0 Dark brown 10YR 3/3 Silty sand (2.3% Organic)


4 0.0 to 2.2 Gray 10YR 6/1 Fine sand2.2 to 3.8 Light brownish gray 10YR 6/2 Fine sand3.8 to 6.0 Light brown 7.5YR 6/3 Fine sand6.0 to 9.0 Brown 10YR 5/3 Fine sand9.0 to 10.0 Dark brown 10YR 3/3 Silty sand


5 0.0 to 2.3 Gray 10YR 6/1 Fine sand2.3 to 4.7 Light brownish gray 10YR 6/2 Fine sand4.7 to 7.5 Very pale brown 10YR 7/3 Fine sand7.5 to 10.0 Brown 10YR 5/3 Silty sand


The above information represents only those materials within the specified limits of the individual test location at the time the test was conducted. No further assumptions or interpretations can be made regarding additional site conditions not specifically addressed.

Central Florida Testing Laboratories, Inc.Testing Development and Research

12625 – 40TH STREET NORTH • CLEARWATER, FL 33762Tampa Bay Area: (727) 572-9797 Florida: 1-800-248-CFTL Fax: (727) 299-0023

ROADWAY AUGER BORINGS

Project: Pristine Lake PreserveLab No.: 217453 Page 2 of 3





7 0.0 to 3.0 Grayish brown 10YR 5/2 Fine sand3.0 to 5.3 Light brownish gray 10YR 6/2 Fine sand5.3 to 6.5 Very pale brown 10YR 7/3 Fine sand6.5 to 8.0 Brown 10YR 5/3 Fine sand8.0 to 10.0 Dark brown 10YR 3/3 Silty sand (2.6% Organic)

Water table @ time of test (ft. BLS): 3.6 Estimated SHGWT (ft. BLS): ND

8 0.0 to 2.4 Brown 10YR 5/3 Fine sand2.4 to 3.5 Light brownish gray 10YR 6/2 Fine sand3.5 to 7.9 Very pale brown 10YR 7/3 Fine sand7.9 to 9.0 Brown 10YR 5/3 Silty sand9.0 to 10.0 Dark brown 10YR 3/3 Silty sand


9 0.0 to 1.5 Gray 10YR 6/1 Fine sand1.5 to 3.4 Brown 10YR 5/3 Fine sand3.4 to 8.5 Light brown 7.5YR 6/3 Fine sand8.5 to 9.1 Brown 10YR 5/3 Silty sand9.1 to 10.0 Dark brown 10YR 3/3 Silty sand


10 0.0 to 1.2 Gray 10YR 6/1 Fine sand1.2 to 3.3 Light brownish gray 10YR 6/2 Fine sand3.3 to 6.4 Light brown 7.5YR 6/3 Fine sand6.4 to 8.5 Light brownish gray 10YR 6/2 Fine sand8.5 to 9.4 Brown 10YR 5/3 Silty sand9.4 to 10.0 Dark brown 10YR 3/3 Silty sand (2.6% Organic)


11 0.0 to 2.3 Gray 10YR 6/1 Fine sand2.3 to 5.0 Light brownish gray 10YR 6/2 Fine sand5.0 to 5.9 Very pale brown 10YR 7/3 Fine sand5.9 to 7.1 Yellow 10YR 7/6 Fine sand7.1 to 9.0 Brown 10YR 5/3 Fine sand9.0 to 10.0 Dark brown 10YR 3/3 Silty sand (2.2% Organic)




Project: Pristine Lake PreserveLab No.: 217453 Page 3 of 3





13 0.0 to 4.9 Brown 10YR 5/3 Fine sand4.9 to 7.0 Very pale brown 10YR 7/3 Fine sand 7.0 to 9.2 Brown 10YR 5/3 Fine sand9.2 to 10.0 Dark brown 10YR 3/3 Silty sand


14 0.0 to 2.4 Grayish brown 10YR 5/2 Fine sand2.4 to 5.0 Light brownish gray 10YR 6/2 Fine sand5.0 to 6.0 Light brown 7.5YR 6/3 Fine sand6.0 to 6.9 White 10YR 8/1 Fine sand6.9 to 8.5 Brown 10YR 5/3 Fine sand8.5 to 10.0 Dark brown 10YR 3/3 Silty sand


15 0.0 to 2.5 Grayish brown 10YR 5/2 Fine sand2.5 to 7.0 Light brown 7.5YR 6/3 Fine sand7.0 to 8.4 Brown 10YR 5/3 Fine sand8.4 to 10.0 Dark brown 10YR 3/3 Silty sand (2.7% Organic)


16 0.0 to 1.5 Light gray 10YR 7/1 Fine sand1.5 to 3.0 Light brown 7.5YR 6/3 Fine sand3.0 to 6.2 White 10YR 8/1 Fine sand6.2 to 10.0 Brown 10YR 5/3 Silty sand


17 0.0 to 3.9 Grayish brown 10YR 5/2 Fine sand3.9 to 6.1 Light gray 10YR 7/1 Fine sand6.1 to 8.0 Brown 10YR 5/3 Fine sand8.0 to 10. Dark brown 10YR 3/3 Silty sand





Community Center Boring Results


Southern Crafted HomesPristine Lake Preserve

Community BuildingPasco County, Florida

217453B-1

10/14/2015

Ground SurfaceSandGray, fine grainedSandLight brownish gray, fine grainedSilty SandLight brown, fine grained

Silty SandDark brown, fine grained

Silty SandBrown, fine grained

Silty SandLight brownish gray, fine grained

SandGray, fine grained

LimestoneWhite, weathered

End of Boring

very loose

loose

loose

medium dense

loose

medium dense

medium dense

medium dense

medium dense

medium dense

medium dense

very hard

very hard

2-1-1

1-2-2

1-1-3

4-5-6

3-3-3

4-6-7

8-8-13

8-7-7

8-9-9

7-7-8

2-7-10

50/0"

50/0"

2

4

4

11

6

13

21

14

18

15

17

100+

100+

0 20 40 60 80 100

No loss of drill fluid circulationBorehole plugged and grouted

3.7' bls (HA)Existing

ACPG

Client:Project:Location:City / State:

Report No:Log of Borehole:Date Drilled:


Notes:

Drill Method: RotarySampling Method: Splitspoon ASTM D-1586

Water Table:Ground Elevation:Drilled by:Compiled by:

Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

40

45

50

55

Stra

taS

ymbo

l

Subsurface Profile Description Consistency BlowCount

N v

alue

StandardPenetration Test

(blows/ft)Lab/

Notes


Lot Boring Results



Lot 8Pasco County, Florida

217453SPT-1

10/14/2015

Ground SurfaceSandGray, fine grainedSandLight brownish gray, fine grained

Silty SandLight brown, fine grained


SandLight brown, fine grained

End of Boring

very loose

very loose

loose

very loose

medium dense

slightly loose

medium dense

slightly loose

slightly loose

2-1-1

1-1-2

2-2-2

1-0-2

4-10-15

3-3-4

5-5-5

5-4-4

5-3-4

2

3

4

2

25

7

10

8

7

0 20 40 60 80 100

No loss of drill fluid circulation 3.7' bls (HA)Existing

ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-2

10/14/2015






SandLight brown, fine grained, slightly silty

SandWhite, fine grained

End of Boring

very loose

very loose

slightly loose

very loose

dense

medium dense

medium dense

medium dense

medium dense

1-2-1

1-0-1

2-3-4

2-1-1

8-16-23

11-12-11

6-10-11

4-6-5

9-11-14

3

1

7

2

39

23

21

11

25

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-3

10/14/2015

Ground SurfaceSandGray, fine grainedSandLight brown, fine grainedSandLight gray, fine grained

SandBrown, fine grained




End of Boring

very loose

very loose

very loose

very loose

slightly loose

medium dense

medium dense

medium dense

medium dense

1-1-1

1-1-2

2-1-2

1-0-1

2-3-6

7-6-9

6-7-9

5-6-9

7-7-9

2

3

3

1

9

15

16

15

16

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-4

10/13/2015

Ground Surface


SandLight brownish gray, fine grained

SandDark brown, fine grained




End of Boring

very loose

very loose

medium dense

medium dense

medium dense

dense

medium dense

medium dense

medium dense

2-1-1

2-1-2

3-7-10

7-8-8

4-5-5

13-15-16

5-6-8

7-9-12

12-12-14

2

3

17

16

10

31

14

21

26

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-5

10/13/2015

Ground SurfaceSandDark gray, fine grainedSandBrown, fine grainedSandLight gray, fine grained

SandBrown, fine grained, slightly silty

SandDark brown, fine grained, with minor organics


SandBrown, fine grained, slightly clayey


End of Boring

loose

loose

slightly loose

very loose

medium dense

dense

medium dense

medium dense

medium dense

2-2-3

2-3-2

1-2-5

2-1-2

9-10-14

14-15-17

8-9-12

9-10-12

7-7-7

5

5

7

3

24

32

21

22

14

0 20 40 60 80 100

4.2% organic


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-6

10/13/2015

Ground Surface

SandLight gray, fine grained




SandBrown, fine grained, slightly clayey



End of Boring

very loose

very loose

loose

very loose

loose

very dense

medium dense

medium dense

medium dense

2-1-1

1-1-2

2-2-3

1-0-1

5-2-3

17-30-45

11-13-15

7-9-10

8-8-10

2

3

5

1

5

75

28

19

18

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-7

10/13/2015

Ground SurfaceSandLight gray, fine grainedSandLight brownish gray, fine grainedSandLight brown, fine grained


Silty SandGrayish brown, fine grained

Silty SandDark gray, fine grained


End of Boring

very loose

loose

loose

loose

loose

medium dense

dense

medium dense

medium dense

2-1-2

1-2-2

2-3-3

2-1-3

2-2-2

8-10-18

19-21-18

9-13-16

8-9-12

3

4

6

4

4

28

39

29

21

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-8

10/13/2015






End of Boring

very loose

loose

loose

slightly loose

medium dense

dense

medium dense

medium dense

medium dense

1-1-1

1-2-2

2-3-3

4-4-5

6-10-6

20-18-18

7-8-9

7-8-11

9-11-10

2

4

6

9

16

36

17

19

21

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-9

10/22/2015

Ground SurfaceSandGray, fine grained


Silty SandLight gray, fine grained


Silty SandDark gray, fine grained




End of Boring

very loose

very loose

slightly loose

loose

very loose

medium dense

medium dense

slightly loose

medium dense

2-1-2

1-1-2

2-4-5

2-3-3

1-1-1

5-9-12

15-15-14

5-4-3

5-7-8

3

3

9

6

2

21

29

7

15

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-10

10/14/2015

Ground Surface



Silty SandVery pale brown, fine grained




End of Boring

very loose

very loose

loose

very loose

medium dense

very dense

dense

medium dense

medium dense

1-2-1

1-1-2

2-2-3

1-1-2

7-7-6

18-27-33

13-12-19

9-12-16

9-10-15

3

3

5

3

13

60

31

28

25

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-11

10/13/2015

Ground Surface

SandLight gray, fine grained

SandLight brownish gray, fine grainedSandLight brown, fine grained





End of Boring

loose

loose

slightly loose

loose

medium dense

medium dense

medium dense

medium dense

medium dense

2-2-2

2-2-2

3-4-5

2-2-2

5-5-10

13-13-10

8-9-10

8-9-11

8-9-8

4

4

9

4

15

23

19

20

17

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes



217453SPT-12

10/22/2015

Ground SurfaceSandGray, fine grainedSandLight brownish gray, fine grainedSandLight brown, fine grained

Silty SandLight brownish gray, fine grained





End of Boring

very loose

very loose

slightly loose

loose

medium dense

very dense

medium dense

medium dense

medium dense

1-1-2

2-1-2

2-4-5

3-2-4

2-4-8

18-25-28

12-12-14

3-4-6

6-5-6

3

3

9

6

12

53

26

10

11

0 20 40 60 80 100


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


N v

alue


(blows/ft)Lab/

Notes


Pond Boring Results



Pasco County, Florida

217453PB-1

10/14/2015

Ground SurfaceSandGray (10YR 6/1), fine grained

SandLight brownish gray (10YR 6/2), fine grained

Silty SandBrown (10YR 5/3), fine grained

Silty SandDark brown (10YR 3/3), fine grained

SandLight brown (7.5YR 6/3), fine grained, slightly silty

SandWhite (10YR 8/1), fine grained


End of Boring

slightly loose

loose

very loose

very loose

slightly loose

slightly loose

medium dense

loose

medium dense

2-3-4

2-3-3

2-2-1

1-0-1

3-4-5

4-3-5

5-8-7

4-3-3

5-5-6

7

6

3

1

9

8

15

6

11

0 20 40 60 80 100

NRCS Designation: SmyrnaNRCS SHGWT: 0' to -1.0'CFTL SHGWT: -1.4'


ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


Nva

lue Standard

Penetration Test(blows/ft)

Lab/Notes



217453PB-2

10/14/2015

Ground SurfaceSandBrown (10YR 5/3), fine grained

SandLight brown (7.5YR 6/3), fine grained





End of Boring

loose

loose

loose

very loose

slightly loose

slightly loose

slightly loose

loose

slightly loose

1-2-2

1-2-3

2-2-3

1-0-1

2-3-6

2-4-4

3-3-4

2-2-2

3-3-4

4

5

5

1

9

8

7

4

7

0 20 40 60 80 100



ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


Nva

lue Standard


Lab/Notes



217453PB-3

10/13/2015

Ground SurfaceSandLight gray (10YR 7/1), fine grained

SandLight brownish gray (10YR 6/2), fine grained


Silty SandDark gray (10YR 4/1), fine grained

SandDark brown (10YR 3/3), fine grained

SandLight brown (7.5YR 6/3), fine grained, slightly silty


SandLight brown (7.5YR 6/3), fine grained

End of Boring

very loose

very loose

loose

loose

very loose

medium dense

dense

medium dense

medium dense

2-2-1

2-1-2

2-3-3

2-2-2

1-1-2

10-13-16

15-20-28

14-13-13

9-10-12

3

3

6

4

3

29

48

26

22

0 20 40 60 80 100



ACPG




Notes:



Sheet 1 of 1

Dep

th

0

5

10

15

20

25

30

35

Stra

taS

ymbo

l


Nva

lue Standard


Lab/Notes



217453PB-4

10/22/2015

Ground SurfaceSandGray (10YR 6/1), fine grainedSandLight brownish gray (10YR 6/2), fine grainedSandLight brown (7.5YR 6/3), fine grained



SandBrown (10YR 5/3), fine grained, slightly clayey

SandWhite (10YR 8/1), fine grained, slightly silty

Silty SandLight brownish gray (10YR 6/2), fine grained

End of Boring

very loose

loose

slightly loose

slightly loose

medium dense

medium dense

medium dense

medium dense

medium dense

2-1-2

2-2-2

3-3-4

3-4-5

4-6-7

10-8-8

5-5-7

4-5-6

7-6-8

3

4

7

9

13

16

12

11

14

0 20 40 60 80 100



ACPG




Notes:



Sheet 1 of 1

Depth

0

5

10

15

20

25

30

35

Strata

Symbol


Nvalue Standard


Lab/Notes



217453PB-5

10/22/2015

Ground Surface

SandBrown (10YR 5/3), fine grained

Silty SandLight brown (7.5YR 6/3), fine grained

SandLight brown (7.5YR 6/3), fine grained, slightly clayey


Silty SandLight brown (7.5YR 6/3), fine grained

SandWhite (10YR 8/1), fine grained

End of Boring

very loose

loose

medium dense

medium dense

loose

medium dense

medium dense

medium dense

medium dense

1-1-2

2-2-4

10-13-13

4-5-6

3-3-3

4-6-7

9-5-9

6-7-8

7-6-7

3

6

26

11

6

13

14

15

13

0 20 40 60 80 100

NRCS Designation: SmyrnaNRCS SHGWT: 0' to -1.0'CFTL SHGWT: Not Distinguishable


ACPG




Notes:



Sheet 1 of 1

Depth

0

5

10

15

20

25

30

35

Strata

Symbol


Nvalue Standard


Lab/Notes

central florida testing laboratories, inc. testing

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