prepared for south florida water management districtdnhiggins.com/docs/rfb 775 geotechnical data...

Project No.: 300575x3 Date: June 2014

Prepared for

South Florida Water Management District West Palm Beach, Florida

LAINHART AND MASTEN DAMS GEOTECHNICAL DATA REPORT

diann.lisica

Text Box

Amec Foster Wheeler Project No. 300575x3A APPENDIX A

LAINHART AND MASTEN DAMS GEOTECHNICAL DATA REPORT

Palm Beach County, Florida

Prepared for:

SOUTH FLORIDA WATER MANAGEMENT DISTRICT West Palm Beach, Florida

Prepared by

AMEC Environment & Infrastructure, Inc. 2000 E. Edgewood Drive, Suite 215

Lakeland, Florida 33803

AMEC Project No. 300575x3

June 2014

TABLE OF CONTENTS

1.0 BACKGROUND .............................................................................................................. 1

2.0 SCOPE OF WORK ......................................................................................................... 1

3.0 PROJECT SITE OVERVIEW .......................................................................................... 2

3.1 Site Location ....................................................................................................... 2

3.2 Regional Geology ............................................................................................... 2

3.3 Site Hydrology and Hydrogeology ....................................................................... 2

4.0 PREVIOUS GEOTECHNICAL INVESTIGATION ............................................................ 2

5.0 GEOTECHNICAL FIELD INVESTIGATION .................................................................... 3

5.1 General Site Conditions ...................................................................................... 3

5.2 Standard Penetration Test (SPT) Borings ........................................................... 3

6.0 LABORATORY TESTING PROGRAM ........................................................................... 4

6.1 Empirical Estimation of Hydraulic Conductivity .................................................... 4

6.2 Results of the Laboratory Testing ....................................................................... 5

7.0 SUBSURFACE STRATIGRAPHY .................................................................................. 6

8.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS................................................. 7

9.0 REFERENCES ............................................................................................................... 8

LIST OF FIGURES

FIGURE 1 Site Layout

FIGURE 2 Boring Locations B1 and B2


APPENDICES

APPENDIX A Photographs

APPENDIX B Boring Logs

APPENDIX C Laboratory Test Results

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 1 1.0 BACKGROUND The Lainhart and Masten Dams, located on the Northwest Fork of the Loxahatchee River in Palm Beach County, Florida, were originally constructed in the 1930’s by local agricultural interests to reduce flood flow levels between Indiantown Road and Trapper Nelson’s settlement. Currently the dams control and regulate upstream flow stages and are used to prevent the migration of brackish water upstream, thereby alleviating the potential for adverse impacts upon the adjacent ecosystem. The dams consist of steel sheet piling and were reconstructed and rehabilitated, respectively, in 1986 to remediate structural or functional deficiencies. The Lainhart Dam is critical to the efficacy of the Northwest Fork, and serves as a stage and flow monitoring station. Staff gauges located upstream and downstream of the dam are used to continuously monitor stage elevations, and a stage-discharge relationship has been calibrated and utilized to estimate discharge quantities into the Northwest Fork. However, accurate flow measurement has proven difficult since the river banks abutting the Lainhart and Masten Dam structures are subject to progressive erosion. Erosion of the river banks has augmented drainage of the surrounding areas, contributing to increased discharges and the potential for reduction in base flow. The Minimum Flows and Levels (MFL) criteria adopted by the South Florida Water Management District (District) in 2003 were based on the results of surveys and relevant modeling and studies conducted in the Northwest Fork. The results of these studies indicate that sufficient flow must be provided from the Lainhart Dam to protect and preserve the Wild and Scenic portion of the Loxahatchee River against detrimental harm. Previously performed modeling results indicate that discharge flows in excess of 35 cubic feet per second (cfs) are necessary to maintain downstream salinity levels below 2 parts per trillion (ppt). Moreover, the modeling results suggest that discharge flows measured below 35 cfs at the Lainhart Dam should not persist for more than twenty consecutive days at a frequency of more than once per every six years. 2.0 SCOPE OF WORK The subject work was performed in compliance with the aforementioned recovery plan, developed to protect the Northwest Fork from substantial detrimental harm through application of the MFL; and the comprehensive restoration plan for the Northwest Fork, which was initiated by the District in collaboration with the Florida Department of Environmental Protection (FDEP), and other agencies and local governments to preserve the pristine nature of the subtropical cypress swamp habitat. The scope of work consisted of a geotechnical investigation of the geologic and hydrogeologic conditions found in the vicinity of the dams. This investigation included the following tasks: a site reconnaissance, field exploration, and laboratory testing program. The results of the investigation are provided and summarized herein, including general descriptions of the observed site conditions, exploration means and methodologies, graphical representations of the subsurface soil stratigraphic conditions, laboratory testing data, and site photographs.

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 2 3.0 PROJECT SITE OVERVIEW 3.1 Site Location The historic headwaters of the Loxahatchee River were located in the Everglades of south central Palm Beach County. As a result of drainage improvements over time, present day headwaters of the Northwest Fork are in northeastern Palm Beach County at the G-92 Structure on Canal C-18, approximately 2 miles south of Indiantown Road. A site vicinity map is shown on Figure 1. The Lainhart and Masten Dams are located north of Indiantown Road (SR-706), west of Interstate 95 and the Florida Turnpike, and east of Taylor Road as shown in Figure 1. The dams are located approximately 0.1 mile (Lainhart) and 1.2 miles (Masten) north of SR-706 along a 7.5-mile section of the Northwest Fork designated by the United States Department of the Interior (USDOI) as a Wild and Scenic River. 3.2 Regional Geology According to the report titled “MFLs for the Northwest Fork of the Loxahatchee River” prepared by the District (SFWMD, 2002), the near-surface geologic formations encountered in the general vicinity of the dams generally consist of poorly drained sands of the Riviera, Wabasso, Pineda, and Oldsman soil series. These poorly drained surficial quartz sands are typically underlain by variably calcareous and fossiliferous marine and freshwater limestones. 3.3 Site Hydrology and Hydrogeology According to the report titled “MFLs for the Northwest Fork of the Loxahatchee River” prepared by the District (SFWMD 2002), the hydrogeological subsurface stratigraphy is delineated using the following aquifer classifications:

• Surficial or Water-Table Aquifer: The Water-Table Aquifer is comprised primarily of Holocene to Pleistocene sands. This aquifer is approximately 200 feet thick and comprised of permeable Pamlico sand, Anastasia limestone, shell beds, and Caloosahatchee marl. Most of the recharge into this aquifer is supplied by local precipitation.

• Floridan Aquifer: The Floridan aquifer is comprised primarily of early Pliocene limestone, including Hawthorn, Tampa, Suwannee, Ocala, and Avon Park formations. This aquifer is confined and artesian, and separated from the overlying surficial aquifer by several hundred feet of relatively impervious clay.

4.0 PREVIOUS GEOTECHNICAL INVESTIGATION Geomechanical data were compiled from two previously performed Standard Penetration Test (SPT) borings performed by Fraser Engineering and Testing, Inc. in January 1985 prior to the reconstruction and rehabilitation of the Lainhart and Masten Dams. One of the borings was performed at the west abutment of the Lainhart Dam, and the other was performed at the east abutment of the Masten Dam. Both borings were performed using Standard Penetration Test (SPT) procedures and were terminated at a depth of 15 feet below the ground surface.

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 3 The boring logs show that the subsurface soils generally consist of poorly graded fine sands with very loose to loose relative densities. Some of the sands were found to contain variable degrees of finer materials, i.e., silts, particularly in near proximity to the Lainhart Dam. The results also indicate that sands with variable proportions of minor constituents such as roots, wood, silt, and organic materials were encountered in near proximity to the Masten Dam. 5.0 GEOTECHNICAL FIELD INVESTIGATION The current field investigation consisting of site reconnaissance and Standard Penetration Test (SPT) borings was performed on April 22 and 23, 2014, on the banks and floodplain areas abutting the dams. Representative samples of the subsurface soil and rock materials were collected during the field exploration, and the samples were subsequently transported to the AMEC Environment & Infrastructure, Inc. (AMEC) West Palm Beach laboratory for further examination and testing. 5.1 General Site Conditions Field reconnaissance studies were undertaken to document site conditions observed surrounding the dam structures and associated appurtenances. Generally, the abutting areas located immediately to the east and west of the structures are moderately to heavily vegetated. A vegetative survey was not part of the scope of work although an accompanying topographical survey by GCY Surveyors, Inc. (GCY) locates and identifies the major trees in the area. The west and east sides of the Lainhart Dam, and the east side of the Masten Dam are accessible via walking paths; these paths are accessed from dirt roads extending from Indiantown Road. Photographs provided in Appendix A document the general nature of the site conditions as observed during the field reconnaissance studies. The river banks located in near proximity to the dams have progressively eroded over time, and consequently, the river flow has scoured flow paths through the earth abutments and bypasses the dams. The most substantial scour has historically occurred during flood flows when water stage elevations are above base of the wooden docks and associated portages. The west side of the Masten Dam is heavily vegetated and practically inaccessible on foot. A flood channel of considerable size and depth has bypassed the dam since it was rehabilitated in 1986. A few less substantial flood channels originate upstream of the structure and adjoin the primary bypass channel. 5.2 Standard Penetration Test (SPT) Borings Borings B-1 and B-2 were completed on April 22, 2014, and drilled at locations west and east of the Lainhart Dam, respectively. Borings B-3 and B-4 were performed on April 22 and 23, 2014 at locations east and west of the Masten Dam, respectively. The borings were performed at locations situated within the variably vegetated abutting areas. The approximate boring locations are shown on Figures 2 and 3. All borings were performed using the Standard Penetration Test (SPT) procedure using a 140-pound hammer dropped from a height of 30 inches in accordance with ASTM D 1586. A split-spoon sampler with an outside diameter of 2 inches was advanced continuously in 24-inch intervals, or until refusal was encountered. Refusal is defined as a total of 50 blows of the

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 4 hammer over an increment of 6 inches, or a total of 100 blows within a single foot of penetration. Borings B-1 through B-3 were performed using a track-mounted drill rig designed specifically to negotiate constricted areas. Boring B-4 was performed using a custom tripod drill rig since track-mounted and mini drilling rigs were incapable of traversing the densely vegetated and practically inaccessible area west of the Masten Dam. The character of the subsurface soil and rock materials was determined in accordance with the standard practice employed by the United States Army Corps of Engineers (USACE) and the classification procedures described in ASTM D 2488. The respective colors of the subsurface soil and rock materials were determined using the Munsell Soil Color Charts. The results of the test borings are summarized on the boring logs included in Appendix B. Groundwater levels were measured during the performance of the borings at the time of drilling, and are deemed approximate and subject to change over the course of a given year as a result of fluctuations in the following: regional hydrology, river stage levels, and river flow hydrodynamics. Groundwater levels encountered at the time of drilling were measured at Elevations between +7 and +8 feet (NAVD)1 and at Elevations between +2 and +3 feet, respectively, in the general vicinity of the Lainhart and Masten Dams. Note that water stage elevations were measured at Elevation +9.6 feet and at Elevation +8.0 feet upstream and downstream of the Lainhart Dam, respectively, at the time of the field investigation performed on April 22, 2014. 6.0 LABORATORY TESTING PROGRAM A laboratory testing program consisting of index laboratory tests including soil classification, natural moisture, percentage of finer materials passing the No. 200 sieve, and particle size distribution, i.e., gradation, of soils using sieve analysis was undertaken to characterize and define the nature of the various subsurface soil formations encountered during the performance of the current field exploration. The aforementioned tests were performed in accordance with ASTM Standards D 2488, D 2216, D 1140, and D 6913, respectively. The results of the laboratory testing are shown on the boring logs in Appendix B and summarized in Appendix C. Representative particle size distribution curves are also included in Appendix C. 6.1 Empirical Estimation of Hydraulic Conductivity The hydraulic conductivities of the various subsurface granular materials are expected to be within the range of 1 to 100 feet per day based on the classifications as noted on the boring logs in Appendix B. The hydraulic conductivities of the subsurface soil materials were estimated using the empirical Kozeny-Carman relationship. This relationship was originally developed by Kozeny in 1927, and subsequently modified by Carman in 1937 and again in 1956. This relationship assumes Darcian, or laminar flow conditions and low pore fluid flow velocities. These assumptions are applicable for silts, sands, and gravelly or shelly sands. The equation also assumes that the soil particles are relatively uniform and compact, and electrochemical reactions between the particles and pore fluid are negligible.

1 All elevations in this report are in North American Vertical Datum (NAVD) 1988 unless otherwise noted.

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 5 The Kozeny-Carman equation can be used to predict the hydraulic conductivity of a porous medium as follows: k = (γ/µ) . (1/CK-C) . (1/So

2) . [e3/(1+e)] (1) where: γ = unit weight of the permeant; µ = viscosity of the permeant; CK-C = Kozeny-Carman empirical coefficient; So = Specific surface area per unit volume of soil particles (1/cm); and e = void ratio of soil particles (varies between 0.6 and 0.7) When the permeant is water with a temperature of 20 degrees Celsius, γ/µ becomes 9.93x10-04

1/cms, and the value of CK-C becomes 4.8 +/- 0.3 assuming that the soil particles are uniform spheres. Thus, Equation (1) reduces to the following Equation (2) k = 1.99 x 104 . (1/So

2) . [e3/(1+e)] (2) The shape factor accounts for the angularity of the individual soil particles, and is expressed using the following Equation (3): So = SF/Deff (3)

Where: SF varies between 6.0 and 7.7 for spherical and angular particle shapes, respectively, and Deff is the effective grain size diameter of the soil particles expressed in centimeters.

If the soil particles are assumed to be uniformly spherical, Equation (1) reduces further to the following Equation (4): k = 552 . (Deff)2 . [e3/(1+e)] (4) which is the commonly used formulation. 6.2 Results of the Laboratory Testing The test results included on the boring logs in Appendix B demonstrate that the subsurface soil materials generally consist of sands with variable percentages of finer materials, predominantly silt, and sand to gravel-sized shell fragments. The gradation test results included in Appendix C indicate that the granular materials are generally poorly graded, and a majority of the granular sand materials are uniformly distributed. Moreover, the soil classifications provided on the boring logs indicate that a predominance of the granular particles consist of quartz, and are fine-grained and subrounded to rounded in shape; the shell and shell fragments are generally subangular to angular in shape. The grain-size distribution curves were used to estimate the hydraulic conductivity of the subsurface granular materials, and hydraulic conductivities were empirically predicted using the Kozeny-Carman equation provided in the previous Section 6.1. Using Equation (4), predicted hydraulic conductivities range between about 1 and 50 feet per day. Note that predicted hydraulic conductivities of 1 foot per day, 15 feet per day, and 25 to 50 feet per day are, respectively, representative of poorly-graded silty sand (SM), poorly-graded sand with silt

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 6 (SP-SM), and poorly-graded uniform sand (SP), respectively. The magnitude of the hydraulic conductivity is governed by the percentage of finer materials and shell constituents. 7.0 SUBSURFACE STRATIGRAPHY Based on the results of the site investigations and laboratory testing presented above in Sections 4.0, 5.0, and 6.0, and a comprehensive review of the environmental and project definition reports prepared by the District, three generalized soil and rock strata characterize the subsurface geotechnical profile at the site. These strata compose the uppermost portion of the Surficial, or Water-Table Aquifer previously described in Section 3.3. The Surficial Aquifer consists predominantly of very loose to loose poorly graded sands with variable percentages of finer materials (silt and clay), shell, and phosphates. Layers of medium dense sands, and organic silts and silty sands with vegetative roots and wood were encountered within the upper 10 feet of the aquifer located in the vicinity of the Masten Dam, and greater percentages of finer materials, i.e., silt and clay, were generally encountered within the granular soil matrix in near proximity to the Lainhart Dam. An underlying layer of Anastasia limestone was generally encountered at a nominal depth of 21 feet below the ground surface. The limestone was found to be moderately to intensely weathered, fossiliferous, and consisted of variable proportions of intermittent quartz, shell, carbonate, and phosphate. The relative density of the limestone, which varies from medium dense to very dense, is consistent with respect to depth; therefore, this limestone is considered a definitive confining layer. The relative density of the limestone is generally greater in the vicinity of the Masten Dam and lower in the vicinity of the Lainhart Dam. Note that the limestone was not encountered during the performance of Boring B-1, which was drilled atop the west abutment of the Lainhart Dam; however, a layer of competent quartz sand was encountered at a depth of approximately 25 feet below the ground surface. The approximate subsurface soil and rock delineations, and corresponding geologic descriptions are summarized below in Table 1.

Table 1: Subsurface Geologic Soil Delineation and Corresponding Soil Descriptions

Stratum No. Aquifer

Approximate Elevation

Range, feet (NAVD)

General Soil Description USCS Soil Classification

Range of SPT

N-Values (blows/foot)

1 Water-Table -7/-8 to prevailing grade

Poorly-graded quartz sands with variable percentages of

finer materials (silt & clay) and shell

SP, SP-SM, SP-SC, SM, SC

1 - 28

2 Water-Table -12/-14 to -7/-8

Poorly-graded quartz sands with variable percentages of

finer materials (silt), shell, and phosphate

SP, SP-SM <1 - 9

3 Water-Table <-20 to -12/-14

Variably weathered porous limestone with intermittent

quartz sands, shell, carbonate, and phosphate

N/A 17 - >50

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 7 The results of the current field investigation generally substantiate and extend the results of the field exploration performed by Fraser Engineering and Testing, Inc. in 1986. The results imply that the uppermost portion of the Surficial Aquifer consists predominantly of very loose to loose poorly graded sands with variable percentages of finer materials (silt and clay), shell, and phosphates. The results also demonstrate that the percentage of finer materials encountered with respect to depth in near proximity to the Lainhart Dam is generally greater than the percentage of finer materials encountered in the vicinity of the Masten Dam. The 1986 borings performed by Fraser were terminated above the limestone; therefore, no confining layer was encountered. 8.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS The Lainhart and Masten Dams will be restored to improve the efficacy of the Northwest Fork and facilitate the accurate measurement of future river stage elevations and discharge flow quantities in accordance with the Minimum Flows and Levels (MFL) Rule. The following conclusions and design recommendations can be made based on a review of the site survey data by GCY, an examination of the nature of the subsurface soil and rock conditions, and an interpretation of the laboratory testing results.

• The results of the site reconnaissance suggest that the abutments located immediately to the east and west of the dams are below the historical high river stage levels. Furthermore, these areas exhibit evidence of progressive flow erosion and scour. Repairs should be made to rectify eroded abutting areas and scoured conveyance flow conduits through and around the abutments, and subsequently elevate the abutting areas above the historical high river stage levels. Based on a review of the survey data and the site conditions observed during the field investigation, the historical high river stage elevations are estimated to reside at Elevations +12.0 and +9.5 feet at the Lainhart Dam and Masten Dam, respectively.

• The results of the field investigation indicate that the subsurface soil materials generally consist of very loose to loose granular quartz sands with variable percentages of finer materials (silt and clay), shell, and phosphate to a nominal depth of 21 feet below the existing ground surface, where a relatively competent confining layer comprised of limestone or dense quartz sand was encountered. The nature and relative density of the subsurface soil materials dictate the need for remedial seepage control measures to preclude the flow of water below and around the dam structures.

• The remedial seepage control measures should consist of a seepage barrier that is environmentally inert in order to preclude potential detrimental impacts on regional hydrology, river flow, estuary hydrodynamics, and indigenous wildlife habitats.

• The seepage barrier should be installed upstream of and close to the centerline of the existing dams and extend into the abutments. On the west side of Masten Dam, an earth fill will be required to close the bypass channel and allow the seepage barrier to extend to sufficiently high ground in the adjacent floodplain. In order to reduce underseepage, the bottom of the barrier should extend into the competent confining layer.

• Injection grouting using the Uretek process is the preferred method of installing the seepage barrier. Design of the spacing, distribution, and depth of the grout injection points should be determined based on the geologic conditions shown on the boring logs in Appendix B and the predicted hydraulic conductivities of the subsurface soil materials, which range between an estimated 1 and 50 feet per day.

South Florida Water Management District AMEC Project No. 300575x3 Lainhart and Masten Dams June 2014 Geotechnical Data Report Page 8

• The existing wooden portage and structural appurtenances should be removed prior to the commencement of construction to facilitate structural rehabilitation and subsequently reconstructed following the completion of the work.

• All rehabilitative work must be performed to ensure that the subject section of the Northwest Fork of the Loxahatchee River designated as a Wild and Scenic River is preserved and restored to its original, natural condition.

9.0 REFERENCES

1. South Florida Water Management District. (2002). “MFLs for the Northwest Fork of the Loxahatchee River,” South Florida Water Management District, West Palm Beach, Florida.

2. South Florida Water Management District. (2006). South Florida Environmental Report. South Florida Water Management District, West Palm Beach, Florida.

3. South Florida Water Management District. (2013). Project Definition Report – Lainhart and Masten Dams. South Florida Water Management District, West Palm Beach, Florida.

FIGURES

FIGURE 1 Site Layout



2000 E Edgewood Dr.,

Ste # 215 Lakeland, FL 33803

www.amec.com 863.667.2345

DRAWN BY:

SCALE:

DATE:

PROJECT NO.:

NTS

4/10/14 300575x3

LAINHART &

MASTEN DAMS

GEOTECHNICAL DATA

REPORT

SITE LOCATION

MAP

FIGURE 1




DRAWN BY:

SCALE:

DATE:

PROJECT NO.:

NTS

4/10/14 300575x3

LAINHART &

MASTEN DAMS

GEOTECHNICAL DATA

REPORT

BORING LOCATIONS

B-1 and B-2

FIGURE 2




DRAWN BY:

SCALE:

DATE:

PROJECT NO.:

NTS

4/10/14 300575x3

LAINHART &

MASTEN DAMS

GEOTECHNICAL DATA

REPORT

BORING LOCATIONS

B-3 and B-4

FIGURE 3

APPENDIX A

Photographs

South Florida Water Management District AMEC Project: 300575x3 Lainhart and Masten Dams Photographs Geotechnical Data Report APPENDIX A

Photograph 1: View of Lainhart Dam west abutment area during elevated river stage

and flow levels looking northwest

Photograph 2: View of Lainhart Dam west portage during elevated river stage

and flow levels looking northeast


Photograph 3: Secondary View of Lainhart Dam west portage during elevated river stage and flow levels looking east/southeast

Photograph 4: View of elevated flow turbulence adjacent to Lainhart Dam east abutment area


Photograph 5: View of Lainhart Dam east abutment area as seen from western portage

Photograph 6: View of Masten Dam overflow weir during elevated river stage and flow levels looking west/northwest


Photograph 7: View of Lainhart Dam upstream river stage and flow level instrumentation

Photograph 8: View of limited access to Lainhart Dam west abutment area


Photograph 9: View of Lainhart Dam west abutment area looking east/southeast

Photograph 10: Alternate View of Lainhart Dam west abutment area looking north/northwest


Photograph 11: View of Lainhart Dam overflow weir and east abutment area as seen from western portage

Photograph 12: View of flow below the portage and around the northwest end of the Lainhart overflow weir


Photograph 13: View of Lainhart Dam eastern abutment area looking east/northeast

Photograph 14: View of flow below east portage and around southeast end of Lainhart Dam overflow weir


Photograph 15: View of flow bypass located west of the Masten Dam looking east

Photograph 16: Alternate view of flow bypass and Masten Dam east portage looking east/southeast


Photograph 17: Closer perspective of the Masten Dam flow bypass looking east

Photograph 18: View of historical high river flood stage level as indicated on the trunks of the bald cypress tree cluster located adjacent to the southwest river bank

of the Masten Dam west abutment area


Photograph 19: View of Masten Dam east abutment area looking east/northeast

Photograph 20: View of Masten Dam weir structure and distant west abutment area looking west

APPENDIX B

Boring Logs

4-4-4-4(8)

2-2-1-1(3)

1-1-0-1(1)

2-2-3-2(5)

3-3-4-3(7)

3-1-2-1(3)

3-3-2-3(5)

2-1-2-2(3)

1-1-2-4(3)

1-3-4-7(7)

6-5-4-4(9)

2-2-2-5(4)

7-10-12-15(22)

8-10-12-15(22)

3-6-11-14(17)

MC=33.1%

MC=54.1%

MC=24.9%-200=0.3%

MC=25.9%-200=9.7%

MC=24.3%-200=8.0%

MC=21.3%-200=1.9%

MC=22.9%-200=7.1%

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

SP-SM

SM

SP-SM

SP

SP-SM

SP-SM

SP

SP-SM

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,little sand to gravel-sized shell fragments, dry to moist, 2.5Y 8/2 palebrown (SP-SM)

SAND, silty, mostly fine-grained sand-sized quartz, trace shellfragments, wet, 7.5YR 2.5/2 very dark brown (SM)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,trace shell fragments, 2.5Y 6/2 light brownish-gray (SP-SM)

SAND, poorly-graded, mostly subrounded to rounded fine tomedium-grained sand-sized quartz, 2.5Y 7/2 light gray (SP)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,little sand to gravel-sized shell fragments (approx. 15%), 2.5Y 4/4 olivebrown (SP-SM)

Trace sand to gravel sized shell fragments (less than 3%), 2.5Y 3/3dark olive brown (SP-SM)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,few sand to gravel-sized phosphate and shell fragments, 5YR 5/1 gray(SP-SM)

SAND, poorly-graded, mostly fine to medium-grained sand-sizedquartz, few sand to gravel-sized phosphate and shell fragments(approx. 5%), 5YR 6/1 gray (SP)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,trace clay, trace sand to gravel-sized phosphate and shell fragments(less than 3%), 5YR 6/1 gray (SP-SM)

Boring terminated at a depth of 30.0 feet.

NOTES Location: Lainhart Dam, West Abutment

GROUND ELEVATION +11 ft NAVD

LOGGED BY Walt Faulk

DRILLING METHOD Mud Rotary

DRILLING CONTRACTOR Independent Drilling, Inc. (John W.)

CHECKED BY Les Bromwell

DATE STARTED 4/22/14 COMPLETED 4/22/14

AT TIME OF DRILLING 3.00 ft

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3.7 inches

GROUND WATER LEVELS:

BLOWCOUNTS

(N VALUE)

ADDITIONALREMARKS

RE

CO

VE

RY

%

SA

MP

LE

R /

IN

TE

RV

AL

SA

MP

LE

NO

.

U.S

.C.S

.C

LA

SS

IFIC

AT

ION

DE

PT

H(f

t)

0

5

10

15

20

25

30

GR

AP

HIC

LO

G

MATERIAL DESCRIPTION SPT N VALUE

20 40 60 80

PAGE 1 OF 1

BORING NUMBER B-1

PROJECT LOCATION Palm Beach County, FL

PROJECT NAME SFWMD Lainhart & Masten Dam Repairs

PROJECT NUMBER 300575X3.01

CLIENT South Florida Water Management District

GE

OT

EC

H B

H P

LO

TS

- A

ME

C.G

DT

- 6

/10

/14

14

:24

- L

:\G

INT

8\G

INT

FIL

ES

\PR

OJE

CT

S\3

00

57

5X

3.0

1_

LA

INH

AR

T &

MA

ST

EN

DA

M R

EP

AIR

S.G

PJ

APPENDIX B

3-4-3-2(7)

3-3-3-7(6)

5-4-3-4(7)

3-2-2-3(4)

2-3-3-3(6)

3-2-4-6(6)

4-4-4-5(8)

2-2-1-2(3)

1-1-0-1(1)

1-1-4-7(5)

4-6-13-19(19)

13-12-12-12(24)

7-10-13-16(23)

8-12-14-15(26)

MC=10.9%

MC=20.5%-200=18.2%

MC=19.5%

MC=23.4%-200=12.8%

MC=23.1%-200=10.8%

MC=24.5%-200=10.1%

MC=24.1%-200=5.3%

1

2

3

4

5

6

7

8

9

10

11

12

13

14

SP-SC

SC

SP-SM

SM

SP-SM

SP-SM

SP-SM

SAND, poorly-graded with silt and clay, mostly fine-grained sand-sizedquartz, trace organic matter, minor roots and shell fragments, dry tomoist, 10YR 3/3 dark brown (SP-SC)

SAND, clayey, low to medium plasticity, mostly subroundedfine-grained sand-sized quartz, little silt, moist, few orange mottles,2.5Y 4/3 olive brown (SC)

SAND, poorly-graded with silt and clay, mostly fine-grained sand-sizedquartz, little sand to gravel-sized shell fragments (approx. 15%), moistto wet, 7.5YR 6/1 gray (SP-SM)

SAND, silty, poorly-graded with clay, mostly fine-grained sand sizedquartz, little sand to gravel-sized shell fragments (approx. 15%), 7.5YR5/1 gray (SM)

SAND, poorly-graded with silt and clay, mostly fine-grained sand-sizedquartz, few sand to gravel-sized shell fragments (approx. 10%), 7.5YR5/1 to 2.5Y 6/1 gray (SP-SM)

SAND, poorly-graded with silt and clay, trace sand to gravel-sizedphosphate and shell fragments (approx. 5%), 5YR 5/1 gray (SP-SM)

LIMESTONE, fossiliferous, moderately to highly weathered, someangular sand-sized carbonate and phosphate, 5YR 8/1 white

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,little clay, some fine to coarse-grained sand-sized carbonate,phosphate and limestone, trace sand to gravel-sized shell fragments,5YR 6/1 to 5YR 5/1 gray (SP-SM)


NOTES Location: Lainhart Dam, East Abutment

GROUND ELEVATION +12.5 ft NAVD








AFTER DRILLING ---



BLOWCOUNTS

(N VALUE)

ADDITIONALREMARKS

RE

CO

VE

RY

%

SA

MP

LE

R /

IN

TE

RV

AL

SA

MP

LE

NO

.

U.S

.C.S

.C

LA

SS

IFIC

AT

ION

DE

PT

H(f

t)

0

5

10

15

20

25

30

GR

AP

HIC

LO

G


20 40 60 80

PAGE 1 OF 1

BORING NUMBER B-2





GE

OT

EC

H B

H P

LO

TS

- A

ME

C.G

DT

- 6

/10

/14

14

:25

- L

:\G

INT

8\G

INT

FIL

ES

\PR

OJE

CT

S\3

00

57

5X

3.0

1_

LA

INH

AR

T &

MA

ST

EN

DA

M R

EP

AIR

S.G

PJ

APPENDIX B

2-2-2-4(4)

5-6-7-8(13)

6-8-12-12(20)

4-3-2-2(5)

2-2-2-2(4)

2-2-2-2(4)

2-3-2-4(5)

2-1-0-0(1)

3-5-4-2(9)

1-0-0-2(0)

12-24-42-50/2"

42-48-32-50/6"

MC=26.7%

MC=19.8%-200=0.8%

MC=18.7%-200=5.2%

MC=26.9%

MC=33.2%-200=5.2%

MC=29.0%-200=2.5%

MC=31.1%-200=3.8%

MC=24.7%-200=3.2%

1

2

3

4

5

6

7

8

9

10

11

12

SC

SP

SP-SM

SP

SP

SP

SAND, clayey, low to medium plasticity, mostly subangular tosubrounded fine-grained sand-sized quartz, little silt, trace minor roots,wood fragments and organic materials, moist, 7.5YR 2.5/2 very darkbrown (SC)

SAND, poorly-graded, mostly subrounded to rounded fine tomedium-grained sand-sized quartz, moist to wet, 2.5Y 6/2 lightbrownish gray to 2.5Y 7/2 light gray (SP)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,trace shell fragments, 7.5YR 2.5/2 very dark brown to 7.5YR 3/3 darkbrown (SP-SM)

SAND, poorly-graded, mostly subrounded to rounded fine-grainedsand-sized quartz, trace silt and shell fragments, 7.5YR 3/3 darkbrown (SP)

SAND, poorly-graded, mostly subrounded to rounded fine-grainedsand-sized quartz, trace phosphate and shell fragments, 2.5Y 4/3 olivebrown (SP)

SAND, poorly-graded, mostly fine-grained sand-sized quartz, fewcemented sand fragments (approx. 10%) and phosphate, 5YR 4/1dark gray (SP)

LIMESTONE, fossiliferous, hard, hardness increases with depth,moderately weathered, some sand to gravel-sized cemented shell andphosphate fragments, 5YR 7/1 light gray


NOTES Location: Masten Dam, East Abutment









AFTER DRILLING ---



BLOWCOUNTS

(N VALUE)

ADDITIONALREMARKS

RE

CO

VE

RY

%

SA

MP

LE

R /

IN

TE

RV

AL

SA

MP

LE

NO

.

U.S

.C.S

.C

LA

SS

IFIC

AT

ION

DE

PT

H(f

t)

0

5

10

15

20

25

GR

AP

HIC

LO

G


20 40 60 80

PAGE 1 OF 1

BORING NUMBER B-3





GE

OT

EC

H B

H P

LO

TS

- A

ME

C.G

DT

- 6

/10

/14

14

:25

- L

:\G

INT

8\G

INT

FIL

ES

\PR

OJE

CT

S\3

00

57

5X

3.0

1_

LA

INH

AR

T &

MA

ST

EN

DA

M R

EP

AIR

S.G

PJ

>>

>>

APPENDIX B

2-1-3-6(4)

13-14-14-12(28)

10-11-15-10(26)

2-2-2-1(4)

2-4-5-8(9)

3-4-4-7(8)

5-6-6-7(12)

3-4-5-5(9)

2-4-2-4(6)

2-24-50/6"

MC=24.0%

MC=20.7%-200=3.0%

MC=47.0%

-200=9.5%

MC=39.0%

MC=28.6%-200=2.0%

MC=28.4%-200=3.9%

MC=24.1%-200=3.2%

MC=23.0%-200=6.8%

1

2

3A

3

4

5A

5

6

7

8

9

10

SP

OL

SP-SM

SM

SP

SP

SP-SM

SAND, poorly-graded, mostly subrounded to rounded sand-sizedquartz, trace silt, dry to moist to wet, 10YR 3/2 very darkgrayish-brown to 7.5YR 3/1 very dark gray (SP)

SILT, little fine-grained sand-sized quartz, trace minor roots and wood,wet (ORGANIC), 2.5Y 2.5/1 black (OL)

SAND, poorly-graded with silt, mostly fine-grained sand-sized quartz,7.5YR 2.5/2 very dark brown to 2.5Y 3/1 very dark gray (SP-SM)

SAND, silty, mostly fine-grained sand-sized quartz, little clay, traceorganic materials, 2.5Y 2.5/1 black (SM)

SAND, poorly-graded, mostly subrounded to rounded fine-grainedsand-sized quartz, 2.5Y 5/1 gray to 7.5YR 3/3 dark brown (SP)

SAND, poorly-graded, mostly subrounded to rounded fine-grainedsand-sized quartz, trace to few phosphate fragments, 7.5YR 3/3 darkbrown (SP)

SAND, poorly-graded with silt, mostly fine to medium-grainedsand-sized quartz, little to some sand-sized limestone and shellfragments, 5YR 4/1 dark gray (SP-SM)

LIMESTONE, hard, moderately weathered, fossiliferous, some silt andsand to gravel-sized cemented shell fragments, 5YR 7/1 light gray


NOTES Location: Masten Dam, West Abutment









AFTER DRILLING ---



BLOWCOUNTS

(N VALUE)

ADDITIONALREMARKS

RE

CO

VE

RY

%

SA

MP

LE

R /

IN

TE

RV

AL

SA

MP

LE

NO

.

U.S

.C.S

.C

LA

SS

IFIC

AT

ION

DE

PT

H(f

t)

0

5

10

15

GR

AP

HIC

LO

G


20 40 60 80

PAGE 1 OF 1

BORING NUMBER B-4





GE

OT

EC

H B

H P

LO

TS

- A

ME

C.G

DT

- 6

/10

/14

14

:25

- L

:\G

INT

8\G

INT

FIL

ES

\PR

OJE

CT

S\3

00

57

5X

3.0

1_

LA

INH

AR

T &

MA

ST

EN

DA

M R

EP

AIR

S.G

PJ

>>

APPENDIX B

APPENDIX C

Laboratory Test Results

APPENDIX C

Project Name: SFWMD Lainhart & Masten Dam Repairs Test Date: 4/29/2014Project Number: 300575X3 Test By: Marcia Chacon

Sample: B-1 Sample 8/9 (Lainhart Dam) Sample Date: N/A

AMEC Environment & Infrastructure, Inc.2580 Metrocentre Blvd., Suite # 6West Palm Beach, Florida 33407

PARTICLE SIZE DISTRIBUTION ANALYSIS REPORT1

1/2"

1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s

Sieve Size (mm) Cum. Weight Retained(g) % Coarser by Mass % Finer by Mass

1 1/2" 37.5 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 0.0 0.0% 100.0%3/8" 9.5 0.0 0.0% 100.0%

No. 4 4.75 3.3 0.9% 99.1%No. 10 2.00 5.6 1.5% 98.5%No. 40 0.425 49.4 13.4% 86.6%No. 60 0.250 215.4 58.5% 41.5%

No. 100 0.150 304.0 82.5% 17.5%No. 200 0.075 339.1 92.0% 8.0%

Pan 340.2 100.0%Total dry sample weight: 368.5 g

Test Method: ASTM D-6913 Percent finer than # 200 sieve : 8.0%Unified Soil Classification System : SP-SM

Material Description: Grayish brown fine SAND with silt, trace sand to gravel sized shell fragments (less than 3%)

D10 = 0.091 mmD30 = 0.202 mmD60 = 0.322 mmCc= 1.39Cu= 3.54

The results presented in this report relate only to the items tested.This report shall not be reproduced, except in full, without written approval from AMEC E&I, Inc.

0.00.11.010.0100.0Grain Size (mm)

APPENDIX C


Sample: B-1 Sample 11 (Lainhart Dam) Sample Date: N/A


PARTICLE SIZE DISTRIBUTION ANALYSIS REPORT1

1/2"

1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s


1 1/2" 37.5 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 6.4 2.1% 97.9%3/8" 9.5 6.4 2.1% 97.9%

No. 4 4.75 9.3 3.1% 96.9%No. 10 2.00 15.2 5.0% 95.0%No. 40 0.425 142.8 46.9% 53.1%No. 60 0.250 250.4 82.3% 17.7%

No. 100 0.150 284.6 93.5% 6.5%No. 200 0.075 298.5 98.1% 1.9%


Test Method: ASTM D-6913 Percent finer than # 200 sieve : 1.9%Unified Soil Classification System : SP

Material Description: Gray fine to medium grained SAND, trace silt, few sand to gravel sized shell fragments (approx. 5%)

D10 = 0.181 mmD30 = 0.311 mmD60 = 0.685 mmCc= 0.78Cu= 3.78


0.00.11.010.0100.0Grain Size (mm)

APPENDIX C


Sample: B-2 Sample 5 (Lainhart Dam) Sample Date: N/A


PARTICLE SIZE DISTRIBUTION ANALYSIS REPORT

1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s


1 1/2" 209.3 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 4.4 2.1% 97.9%3/8" 9.5 6.3 3.0% 97.0%

No. 4 4.75 17.3 8.3% 91.7%No. 10 2.00 32.0 15.3% 84.7%No. 40 0.425 67.2 32.1% 67.9%No. 60 0.250 123.8 59.2% 40.8%

No. 100 0.150 152.8 73.1% 26.9%No. 200 0.075 182.4 87.2% 12.8%


Test Method: ASTM D-6913 Percent finer than # 200 sieve : 12.8%Unified Soil Classification System : SM

Material Description: Gray sitly fine SAND, little sand to gravel sized shell fragments (approx. 15%)

D10 = N/AD30 = 0.172 mmD60 = 0.374 mmCc= N/ACu= N/A


0.00.11.010.0100.0Grain Size (mm)

APPENDIX C


Sample: B-3 Sample 8 (Masten Dam) Sample Date: N/A



1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s


1 1/2" 209.3 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 0.0 0.0% 100.0%3/8" 9.5 0.0 0.0% 100.0%

No. 4 4.75 0.0 0.0% 100.0%No. 10 2.00 0.5 0.2% 99.8%No. 40 0.425 19.7 7.9% 92.1%No. 60 0.250 45.7 18.3% 81.7%

No. 100 0.150 160.4 64.2% 35.8%No. 200 0.075 240.3 96.2% 3.8%



Material Description: Dark brown fine SAND, trace silt

D10 = 0.089 mmD30 = 0.136 mmD60 = 0.203 mmCc= 1.02Cu= 2.28


0.00.11.010.0100.0Grain Size (mm)

APPENDIX C


Sample: B-3 Sample 10 (Masten Dam) Sample Date: N/A



1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s


1 1/2" 209.3 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 0.0 0.0% 100.0%3/8" 9.5 0.0 0.0% 100.0%

No. 4 4.75 11.6 5.5% 94.5%No. 10 2.00 19.6 9.2% 90.8%No. 40 0.425 29.5 13.9% 86.1%No. 60 0.250 39.3 18.5% 81.5%

No. 100 0.150 121.8 57.4% 42.6%No. 200 0.075 205.3 96.8% 3.2%



Material Description: Gray fine SAND, trace silt, few cemented sand fragments (approx. 10%)

D10 = 0.088 mmD30 = 0.126 mmD60 = 0.195 mmCc= 0.93Cu= 2.22


0.00.11.010.0100.0Grain Size (mm)

APPENDIX C


Sample: B-4 Sample 6/7 (Masten Dam) Sample Date: N/A



1" 3/4"

1/2"

3/8"

No.

4

No.

10

No.

40

No.

60

No.

100

No.

200

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0 00 11 010 0100 0

Perc

ent F

iner

by

Mas

s


1 1/2" 209.3 0.0 0.0% 100.0%1" 25.0 0.0 0.0% 100.0%

3/4" 19.0 0.0 0.0% 100.0%1/2" 12.7 0.0 0.0% 100.0%3/8" 9.5 0.0 0.0% 100.0%

No. 4 4.75 0.0 0.0% 100.0%No. 10 2.00 0.0 0.0% 100.0%No. 40 0.425 12.6 4.8% 95.2%No. 60 0.250 78.9 30.2% 69.8%

No. 100 0.150 218.5 83.6% 16.4%No. 200 0.075 251.0 96.1% 3.9%



Material Description: Dark brown fine SAND, trace silt

D10 = 0.112 mmD30 = 0.175 mmD60 = 0.232 mmCc= 1.18Cu= 2.07


0.00.11.010.0100.0Grain Size (mm)

APPENDIX C

Corporate Office 2000 East Edgewood Drive Suite 215 Lakeland, Florida 33803 1.877.550.4224

amec.com

prepared for south florida water management districtdnhiggins.com/docs/rfb 775 geotechnical data...

Documents