Geotechnical Services Report · -6-3.0 FIELD INVESTIGATION The field exploration conducted consists of drilling two (2) Standard Penetration Test (SPT) borings on land at approximate

Geotechnical Services Report

Structures

Project Description:

SR-847/NW 47th Avenue PD&E Study

From SR-860/NW 183rd Street to Premier Parkway

Miami-Dade County, Florida

FM No.: 430637-1-22-01

Prepared for:

District VI

1000 NW 111 Avenue Miami, FL 33172

December 13, 2013

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TABLE OF CONTENTS ITEM...................................................................................................................PAGE NUMBER LETTER OF TRANSMITTAL...............................................................................................................1 TABLE OF CONTENTS.........................................................................................................................2 1.0 INTRODUCTION..............................................................................................................................4 1.1 Project Description ................................................................................................................4 2.0 PURPOSE AND SCOPE OF STUDY..............................................................................................5 3.0 FIELD INVESTIGATION ................................................................................................................6 4.0 LABORATORY TESTS ...................................................................................................................7 4.1 Soil Classification Testing.................................................................................................... 7 4.2 Grain-Size Analysis...............................................................................................................7 4.3 Moisture and Organic Content Tests ....................................................................................7 4.4 Corrosion Testing ..................................................................................................................7 4.5 Summary of Laboratory Test Results ...................................................................................8 5.0 SUBSURFACE CONDITIONS........................................................................................................9 5.1 Stratigraphy............................................................................................................................9 5.2 Groundwater ..........................................................................................................................9 5.3 Laboratory Test Results.........................................................................................................9 6.0 BRIDGE STRUCTURE FOUNDATION ALTERNATIVES ................................................11

6.1 Foundation Alternatives for Bridge Structures............................................................11 7.0 BRIDGE STRUCTURE FOUNDATION EVALUATION ....................................................12

7.1 Precast Concrete Driven Piles......................................................................................12 7.1.1 Axial Capacity of Precast Concrete Piles .....................................................12 7.1.2 Lateral Capacity of Precast Concrete Piles...................................................12 7.1.3 Construction Considerations - Driven Piles..................................................13

7.2 Drilled Shafts ...............................................................................................................13 7.2.1 Vertical Capacity of Drilled Shaft Foundations ...........................................13 7.2.2 Lateral Capacity of Drilled Shafts ................................................................13 7.2.3 Construction Considerations - Drilled Shafts ...............................................14

7.3 Construction Considerations........................................................................................13 8.0 BOX CULVERT STRUCTURES EVALUATION AND RECOMMENDATION ...............15

8.1 General.............................................................................................................15 8.2 Recommended Geotechnical Design Parameters ............................................15 8.3 Foundation Support..........................................................................................15 8.4 Construction and Other Considerations...........................................................16

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TABLE OF CONTENTS (cont’d) ITEM...................................................................................................................PAGE NUMBER 9.0 LIMITATIONS OF STUDY...........................................................................................................17 SUMMARY OF LABORATORY TEST RESULTS..............................................................TABLE 1 SUMMARY OF CORROSION TEST RESULTS ..................................................................TABLE 2 FB-PIER INPUT PARAMETERS - PILES..............................................................................TABLE 3 FB-PIER INPUT PARAMETERS - SHAFTS .........................................................................TABLE 4 SITE VICINITY MAP...............................................................................................................PLATE 1 APPROXIMATE BORING LOCATION PLAN......................................................PLATES 2 AND 3 REPORT OF CORE BORINGS -BRIDGE STRUCTURES .................................FIGURES 1 AND 2 GRAPHS - VERTICAL CAPACITY ANALYSIS OF 18 & 24-INCH PRECAST CONCRETE DRIVEN PILES .......................................... APPENDIX - A OUTPUTS - VERTICAL CAPACITY ANALYSIS OF 18 & 24-INCH PRECAST CONCRETE DRIVEN PILES .......................................... APPENDIX - B GRAPHS & OUTPUTS- VERTICAL CAPACITY ANALYSIS OF 48-INCH DIAMETER DRILLED SHAFTS................................................................. APPENDIX - C GRAPHS & OUTPUTS- VERTICAL CAPACITY ANALYSIS OF 60-INCH DIAMETER DRILLED SHAFTS ............................................................... APPENDIX – D GROUND WATER INFORMATION ..........................................................................APPENDIX - E

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1.0 INTRODUCTION 1.1 Project Description This entire project corridor runs along NW 47th Avenue (SR-847) with limits beginning at Station 110+00, NW 183rd Street (SR-860), in Miami-Dade County, proceeding north to Station 235+00, Premier Parkway, in Broward County, Florida, a distance of about 2.4 miles. The project includes widening SR-847 from two (2) to four (4) lanes, where one 12 feet travel lane will be added in each direction by widening to outside of SR-847. All improvements will be within the existing right of way. The existing bridge over C-9/Snake Creek Canal will be widened to accommodate the proposed improvements. We understand that the existing box culvert over A-2/Carol City Canal will also be replaced / widened to accommodate the proposed improvements. The majority of the project site is located in Miami-Dade County along NW 47th Avenue (SR-847). Land in the project vicinity is urban. Terrain in the area is relatively flat. The subject project corridor consists of generally one (1) lane of through traffic in each direction, northbound and southbound. The Site Vicinity Map, Plate 1, presents the project limits.

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2.0 PURPOSE AND SCOPE OF STUDY The purpose of this study was to explore the subsurface conditions within the general vicinity of the project corridor in order to catalog the general subsurface stratigraphy and provide geotechnical engineering information and recommendations to guide the design and construction of the proposed bridge and box culvert structures, in each of the following areas.

1. General assessment of the area geology based on our past experience and study of available geological literature.

2. Soil stratigraphy at the boring locations. Development of soil profiles along the

proposed bridge and box culvert structure locations.

3. Assessment of the existing soil and groundwater conditions along the subject alignment for suitability for bridge and box culvert structures foundation system.

4. General location and description of potential deleterious materials encountered in the

borings, which may interfere with construction progress or pavement performance, including existing fills or surficial organics.

5. Preliminary recommendations for bridge and box culvert structure foundation.

The scope of work for this project included the following:

1. Conducted a general visual reconnaissance of the project alignment.

2. Reviewed readily available published geologic and topographic information. This published information was obtained from the “Opa-Locka, Florida” Quadrangle Maps published by the USGS and the “Soil Survey of Miami-Dade County and Broward County, Florida” published by the USDA Soil Conservation Service (SCS).

3. Executed a program of subsurface exploration consisting of subsurface sampling and

field testing. The subsurface sampling was accomplished by Standard Penetration Test (SPT) borings for the bridge and box culvert structures.

4. Visually classified the samples in the laboratory using the Unified Soil Classification

System in general accordance with the American Society of Testing and Materials (ASTM) test designation D-2487, titled “Standard Classification of Soils for Engineering purposes”. The laboratory testing program included grain-size analyses, moisture content determination, organic content determination and FDOT corrosion series (pH, sulfates, chlorides, and resistivity).

5. Measured groundwater levels in the borings.

6. Prepared an engineering report summarizing our field and laboratory testing, the

subsurface soil and groundwater conditions encountered and general (preliminary) evaluation and design recommendations for bridge and box culvert structures.

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3.0 FIELD INVESTIGATION The field exploration conducted consists of drilling two (2) Standard Penetration Test (SPT) borings on land at approximate locations of the proposed bridge replacement/widening. The borings were generally located at the proposed locations of the bridge end bents. The bridge borings were extended to 85 feet below existing grade. Additional two (2) Standard Penetration Test (SPT) borings were drilled at the proposed locations for the box culvert structures and extended to depths of 50 feet below existing grade. The numbering schedule and locations of the borings drilled for the proposed bridge and box culvert structures are as follows: • Bridge over C-9/Snake Creek Canal: Two (2) borings, numbered B-101 and B-102. • A-2/Carol City Canal: Two (2) borings, numbered B-201 and B-202. The station, offset, elevation and coordinates information of the locations where the borings were drilled were provided to us by FDOT. The locations of the borings are presented on the plates titled ‘Approximate Boring Location Plan’ Plates 2 and 3. The subsurface geologic profiles encountered at the boring locations, along with the SPT results, are presented in Figures 1 and 2. The soil profiles are drawn with reference to elevation NGVD, 1929. The borings were drilled with a CME 45 drill rig. The SPT borings were advanced using mud rotary procedures. The borings were drilled to depths of 50 or 100 feet below grade. Samples of the in-place materials were recovered with a standard split barrel advanced with a 140-pound hammer falling 30 inches (the SPT after ASTM D 1586). Soil samples were field classified, placed in sealed containers and transported to our laboratory for further analysis by a soils engineer. Classification of the subsoils found in the borings followed the Unified Soil Classification System (ASTM D 2487). The boreholes were filled with cement grout at the completion of the drilling activities. The above subsurface description is of a generalized nature provided to highlight the major soil strata encountered. The records of subsurface exploration included in the boring logs should be reviewed for specific information as to individual boring locations. The stratifications shown on the records of subsurface exploration represent the conditions only at the actual boring location. The stratifications represent the proximate boundary between subsurface materials and the transition may be gradual.

4.0 LABORATORY TESTS

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4.1 Soil Classification Testing Representative samples collected from the SPT borings were visually reviewed in the laboratory by a geotechnical engineer to confirm the field classification. The SPT boring samples were classified in general accordance with the Unified Soil Classification System (USCS). Classification was based on visual observations with the results of the laboratory testing used to confirm the visual classifications. Laboratory index tests consisting of sieve analyses, natural moisture content determination and organic content determination tests were performed on selected samples. Corrosion tests are also being performed on selected soil samples. 4.2 Grain-Size Analysis The grain-size analyses were conducted in general accordance with the FDOT test designation Florida Manual (FM) 1-T088 (ASTM test designation D-422). The grain-size analysis test measures the percentage by weight of a dry soil sample passing a series of U.S. standard sieves, including the percentage passing the No. 200 Sieve. In this manner, the grain-size distribution of a soil is measured. The percentage by weight passing the No. 200 Sieve is the amount of silt and clay sized particles. The gradation of a soil, including the amount of silt and clay in a soil, affects its engineering properties, including permeability, consolidation rate, suitability as roadway subgrade, and suitability as general fill material. 4.3 Moisture and Organic Content Tests Laboratory moisture content and organic content tests consist of the determination of the percentage of moisture and organic content in selected samples in general accordance with FM 1-T265 and 1-T267 (ASTM D-2216 and AASHTO T267-86). Briefly, natural moisture content was determined by weighing a sample of the selected material and then drying it in a warm oven. Care was taken to use a gentle heat so as not to burn off any organics. The sample was removed from the oven and reweighed. The difference of the two weights was the amount of moisture removed from the sample. The weight of the moisture divided by the weight of the dry soil sample is the percentage by weight of the moisture in the sample. The dried soil samples were then heated in a small muffle furnace to 455±10 degrees Centigrade for six hours, thereby burning off all organic-type material, leaving only the soil minerals. The difference in weight prior to and after the burning is the weight of organics. The weight of the organics divided by the weight of the dried soil is the percentage of organics within a sample. Organic contents in excess of five (5) percent are generally considered unsuitable. 4.4 Corrosion Testing Corrosion tests were conducted in accordance with FDOT test designations FM 5-550, FM 5-551, FM 5-552 and FM 5-553. These tests are performed on recovered soil samples obtained from the SPT boring location. Corrosion tests measure parameters such as pH, resistivity, sulfate content, and chloride content. 4.5 Summary of Laboratory Test Data

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Index property tests such as grain size analysis, moisture content and organic content were performed on representative samples from the borings. The summary of the laboratory test results are presented on Table - 1. The corrosion test results were compared with FDOT criteria for corrosivity to enable the materials to be classified accordingly. A summary of the corrosion (environmental) test results are presented in Table - 2.

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5.0 SUBSURFACE CONDITIONS 5.1 Stratigraphy The bridge borings drilled along the project alignment generally indicate the bridge site to be underlain with very loose to medium dense sands to approximately 50 feet deep, followed by sandy to silty limestone. Layers of silty sands are occasionally encountered at discrete depths within the sand layer. The box culvert borings drilled along the project alignment generally indicated the site to be underlain with interlayering of very loose to medium dense sands to approximately 50 feet deep Details regarding the interlayering of the subsoil layers are shown on the soil profile sheets titled “Report of Core Borings”, are presented in Figures – 1 and 2. 5.2 Groundwater The depths of groundwater tables were measured at the locations of the structural borings drilled. In the four (4) boring locations, groundwater was encountered within the depth interval of 7.0 and 10.5 feet below existing ground surface. Fluctuations of the groundwater should be anticipated. The groundwater table levels measured are shown on the “Report of Core Borings” sheets, Figures 1 and 2 adjacent to the boring logs. The U.S. Geological Survey (USGS) Water Resources were reviewed and there are two (2) existing wells close the project corridor. The South Florida Water Management (SFWM) Water Resources were reviewed and there are two (2) stations on C-9 Canal, close the project corridor. The location and available data in reference to these two (2) USGS wells and two (2) SFWM stations were also present in Appendix – E for information purposes only. Based on information above, we estimate that the seasonal high groundwater table will be +4.00’ NGVD, 1929. Groundwater condition will vary with environmental variation and seasonal condition, such as the frequency and magnitude of rainfall patterns, as well as man-made influences, such as existing swales, drainage ponds, and under drains. We recommend that the contractor determine the actual groundwater levels at the time of the construction to determine groundwater impact on his or her construction procedure. 5.3 Laboratory Test Results Index property tests such as moisture content, organic content and grain size distribution were completed on representative samples from the borings. All the available laboratory test results are presented in Tables 1. The corrosion parameters of pH, resistivity, sulfates and chlorides were measured for selected soil samples from the borings. The test results were compared with FDOT criteria for corrosivity to enable the materials to be classified accordingly. Based on the laboratory test results and the FDOT Structures Design Guidelines, the environment of the substructure at the site of the bridge over C-9/Snake Creek Canal is classified as slightly aggressive for concrete

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and steel; the environment of the substructure at the site of box culvert over A-2/Carol City Canal are classified as slightly aggressive for concrete and steel; the environment of the superstructure is classified as slightly aggressive. A summary of these corrosion (environmental) test results are presented in Table - 2.

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6.0 BRIDGE STRUCTURE FOUNDATION ALTERNATIVES 6.1 Foundation Alternatives for Bridge Structures The borings generally indicated that the project site was underlain by thick deposits of loose to medium dense sands to 50 feet deep followed by limestone layer. Foundation alternatives for the project considered the results of our field study and the location of the proposed roadway corridor improvements. Based on our experience with similar projects, we initially considered the following foundation alternatives for the study:

i. Precast Prestressed Concrete Piles ii. Drilled Shafts

Each of these foundation alternatives will be discussed individually.

i. Precast Prestressed Concrete Piles

Prestressed concrete (PSC) piles are a feasible foundation alternative. They are a widely used and proven foundation system in South Florida. Precast prestressed piles are readily available and generally have a lower cost per ton of capacity than other pile types. However, sometimes when dense subsoil conditions are found at some of the boring/bridge pier locations, it is our opinion that driving of the piles at those locations to the recommended depths may be difficult, and induce high driving stresses which could potentially damage the piles. However, these concerns of driving through dense soils can be minimized (if required) through the use of pre-drilled pile holes or jetting to achieve the recommended penetration. The minimum size for prestressed concrete piles should be 18 inches as referenced in the Structures Design Guidelines (625-020-150-b). A disadvantage of the precast prestressed concrete piles is the potential impact the driving operation may have on nearby structures (if any). ii. Drilled Shafts

Drilled cast-in place straight sided concrete shafts are a feasible foundation alternative. Drilled shafts have the advantage of being able to develop high axial and lateral capacities in a single unit. However, the quality control of drilled shaft installation requires more engineering judgment and precaution compared with driven piles to ensure that the specifications are complied. This type of foundation system may become a favorite alternative for sites where limestone or very dense bearing strata are present at a relatively shallow depth. Significant concrete volume overruns may also occur during construction. As a result, the temporary casing method of installation should be used. Shafts could be drilled and socketed into the limestone stratum (if applicable).

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7.0 BRIDGE STRUCTURE FOUNDATION EVALUATION For this PD&E Study phase, we have considered evaluating the capacities of 18 and 24-inch square driven, prestressed, precast concrete piles and 4 and 5-foot diameter drilled shafts. We understand that for this study the final loads for the bridge structures will not be available soon and hence no information with reference to vertical and lateral loadings and other related structural details were provided to us at the time of writing this report. 7.1 Precast Concrete Driven Piles

7.1.1. Axial Capacity of Precast Concrete Piles

We considered 18-inch and 24-inch square, precast concrete piles of various lengths in order to provide a range of design compressive capacities. The capacities were estimated from a computer-generated analysis based on a method to predict Davisson vertical pile capacity versus depth in sand. Computer program “FB-Deep Version 2.04” developed by Florida Bridge Software Institute, University of Florida was utilized to perform the axial capacity analysis of the driven concrete piles. The Davisson capacities, as mentioned in this report, are the same as the estimated Davisson capacities reported in the FB-Deep Version 2.04 output. The analysis was done for each individual boring drilled at the project site. The Davisson capacity curves for 18-inch and 24-inch square piles with reference to pile tip elevations at each boring location for the bridge sites are presented in Appendix A. The FB-Deep computer output files for 18-inch and 24-inch square piles are presented in Appendix B. The vertical capacity analysis at bridge locations was completed with ground lines set approximately at grades where the individual borings were drilled. Base on depth of borings drilled, we estimate the maximum nominal bearing resistance to be about 230 tons for 18-inch pile and 360 tons for 24-inch pile, based on estimated pile length of about 80 feet below grade. The vertical capacity analysis results (Graphs and Outputs) for the bridge location are arranged in the following format:

Appendix A – Davisson capacity curves for 18-inch and 24-inch Driven

Precast Concrete Piles

Appendix B – FB-Deep computer output files for 18-inch and 24-inch Driven Precast Concrete Piles

We recommend using a resistance factor (Φ) equal to 0.65 for Load Resistance Factor Design (LRFD) for driven precast piles. Please note that the pile tip elevations mentioned in the Appendices are based on ground elevations at the boring locations.

7.1.2 Lateral Capacity of Precast Concrete Piles We have calculated the FB-Pier input geotechnical parameters to be utilized by structural

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designers for performing lateral load analyses for the driven piles. The recommended soil parameters for FB-Pier analysis are presented in Table-3 for 18-inch and 24-inch piles. These parameters are based on correlations with SPT N-values. 7.1.3 Construction Considerations – Driven Piles

We recommend the piles be installed according to the FDOT Standard Specifications for Road and Bridge Construction, 2013, Section 455. Vibrations resulting from pile driving at the project location should be carefully monitored to limit the impact of ground motion on existing structures (if any).

7.2 Drilled Shafts

7.2.1 Vertical Capacity of Drilled Shaft Foundations Drilled cast-in-place straight-sided concrete shafts are also a technically feasible foundation alternative for the project. Installation procedures for drilled shafts in cohesionless soils normally involve helical auger drilling in combination with bentonite slurry and sometimes steel casings for stabilization of borehole walls. Drilled shaft diameter 4 and 5 feet were considered for our analysis. Vertical (axial) capacity of drilled shafts is normally obtained through a combination of side shear and end bearing. The ultimate vertical capacities were calculated by utilizing the computer program “FB-Deep, Version 2.04” developed by Florida Bridge Software Institute, University of Florida. The analysis was done using SPT N-values and subsoil information developed from each individual boring drilled at the proposed bridge sites and with varying shaft lengths in order to provide a range of design compressive capacities. Based on depth of borings drilled, we estimate the maximum nominal bearing resistance would be about 430 tons for 4-foot shaft and 530 tons for 5-foot shaft, based on an estimated shaft length of about 65 feet below grade. The graphs for ultimate capacities (including ultimate skin friction and end bearing) for 4 and 5-foot diameter shafts are presented in Appendix C and Appendix D, respectively. We have calculated the shaft capacities with 0.5 inch settlement of the corresponding shafts. The drilled shaft length mentioned in our analysis results indicates shaft length embedded in the ground at the respective bridge boring location. We recommend using a resistance factor (Φ) equal to 0.55 for drilled shafts. The FB-Deep computer output files for 4 and 5-foot diameter shafts are also included (following the graphs) in Appendix C and Appendix D, respectively. 7.2.2 Lateral Capacity of Drilled Shafts We have calculated the FB-Pier input geotechnical parameters to be utilized by structural designers for performing lateral load analyses for the drilled shafts. The recommended soil parameters for FB-Pier analysis are presented in Table-4. These parameters are based on correlations with SPT N-values.

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7.2.3 Construction Considerations - Drilled Shafts Review of the soil profiles from the borings drilled for this project indicates that the subsoils at the location of the bridge piers are underlain by thick deposits of loose to medium dense sands to 50 feet deep followed by limestone layer. The shafts should be installed in accordance with the FDOT Standard Specifications for Road and Bridge Construction, 2013, Section 455.

7.3 Construction Considerations We understand that project corridor is located in an urban neighborhood. Vibrations resulting from use of construction equipment (e.g., vibratory roller, temporary sheet pile installation, etc.) at the project location should be carefully monitored to limit the impact of ground motion on existing structures. A precondition survey is often prudent to evaluate existing conditions (if any) before any construction operations. Also, during construction operation, vibration resulting from the operation should be monitored constantly in order to limit/avoid any impact of ground motion on the existing structures.

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8 .0 BOX CULVERT STRUCTURES EVALUATION AND RECOMMENDATION

8.1 General We understand that the box culvert structures will be generally supported on shallow foundation. Design loads, foundation sizes and depths have not been provided for this study. 8.2 Recommended Geotechnical Design Parameters The results of the field exploration and laboratory testing were used to estimate geotechnical parameters of the existing subsoils at the anticipated bottom of the structures for preliminary design of the project components. These parameters include moist and buoyant unit weights, angle of internal friction, angle of wall friction, cohesion, and active, passive and at-rest lateral earth pressure coefficients. Values for these parameters were selected based upon standard correlations available in the geotechnical literature that are dependent on SPT N-values and the results of laboratory testing completed for this project. A summary of the geotechnical design parameters is presented in the table that follows.

Unit Weight (pcf) Coefficient of Lateral Earth Pressure

Moist Buoyant

φ Degrees

δ Degrees

C (psf) Ka Ko Kp

110 47.6 31 17 0 0.32 0.48 3.12 Notes: φ indicates angle of internal friction (degrees)

δ indicates angle of wall friction (degrees) C indicates cohesion Ka indicates coefficient of active lateral earth pressure Ko indicates coefficient of at-rest lateral earth pressure Kp indicates coefficient of passive lateral earth pressure

8.3 Foundation Support The results of the borings drilled for the proposed culvert structures indicate that the structure will bottom on sands. These materials are suitable for support of the culvert structure on a reinforced concrete mat foundation. The excavation bottom may be more workable if the foundation soils are over-excavated and replaced with structural backfill or crushed stone such as FDOT No. 57 Stone. If the crushed stone is utilized, it should be wrapped in a geosynthetic to prevent movement of soil fines into the interstitial pore space of the stone. Considering that the imposed maximum bearing pressure is predicted to be relatively low, the resulting total structure settlement is estimated to be about less than 2-inch. This is an elastic response as the sand strata displace under the imposed embankment weight. The maximum displacement should occur within the shallow subsoils, particularly those that are relatively loose. We estimate that the maximum ground settlement occur mostly within the time period of embankment fill construction (i.e., 3 to 6 months). We believe that based on the granular subsurface soils found along the project corridor, the anticipated long-term settlement is estimated to be about less than 10 percent of the settlement anticipated along the culvert alignment, and is expected to be less than 0.25 inches. Total differential settlement along the culvert alignment is anticipated to be minimal.

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Lateral resistance of the foundation to lateral loads will be provided by earth pressure mobilized on the vertical faces of the substructure located orthogonal to and leeward of the direction of thrust and shearing forces acting at the footing–subgrade interface. Calculations for lateral resistance should be based upon the geotechnical design parameters provided earlier in this report, and a friction factor of 0.4 for mass concrete in contact with structural backfill. Use of these values assumes that the substructures can safely sustain a horizontal translation on the order of three eighth to one half inch. Horizontal resistance determined in accordance with the above recommended values should be factored for safety. We suggest that the safety factor be not less than 1.5. Lateral earth pressures associated with the structural backfill should be calculated based upon moist and buoyant unit weights of 115 and 60 pounds per cubic foot, respectively, and active, at-rest and passive earth pressure coefficients of 0.32, 0.48 and 3.12, respectively. The resulting equivalent fluid pressures should be factored to account for allowable wall strain. 8.4 Construction and Other Considerations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P.” This document was issued to better ensure the safety of workmen entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottoms. The contractor's "responsible person,” as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Considering that an excavation will be made for construction of the proposed culvert structures, and that this excavation will extend below the groundwater table, it is expected that the construction will be completed within dewatered open cuts at the structure locations. Dewatering will likely take the form of pumping from wells, wellpoints, sumps or horizontal wells. Concrete placement and backfilling should be completed in a dry condition. Dewatering should be carefully monitored to limit the impact of ground motion on existing structures. The recommendations presented herein related to excavations and construction dewatering are for planning purposes for the Stanley Consultants, Inc. design team. We recommend the contractor should consult and work with an experienced hydrogeologist for the design of an appropriate excavation and dewatering methodology for the proposed culvert construction, in order to avoid any impact of dewatering to the proximate existing structure (house). GCME does not assume responsibility for construction methods, site safety or the contractor's or other parties’ compliance with local, state, and federal safety or other regulations.

LL (%) PL (%) PI (%) 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200

B-101 2.0 - 4.0 SP-SM 3.6 1.3B-101 13.0 - 15.0 SM 18.2 100.0 100.0 99.5 99.2 98.6 93.4 72.7 29.9 16.0B-101 16.0 - 18.0 SP-SM 20.9 100.0 99.2 99.2 99.1 98.9 94.1 73.1 24.6 5.9B-101 78.0 - 80.0 - 8.0 100.0 90.0 74.5 59.9 51.2 44.8 37.0 19.3 12.5B-102 11.0 - 13.0 SP-SM 19.9 100.0 100.0 99.1 99.1 98.7 91.2 66.6 23.6 5.9B-102 26.0 - 28.0 SP-SM 16.3 100.0 100.0 100.0 100.0 99.4 92.0 72.0 24.5 6.9B-102 41.0 - 43.0 - 19.2 100.0 93.1 79.9 66.0 59.1 54.1 43.1 19.3 8.0B-102 56.0 - 58.0 - 10.5 100.0 79.3 69.6 62.2 58.9 51.4 42.0 34.0 8.7B-201 6.0 - 6.5 Peat 23.1 44.2B-201 16.0 - 18.0 SP 20.5 100.0 100.0 100.0 100.0 99.8 93.6 72.6 29.6 4.0B-201 46.0 48.0 SP-SM 25.6 100.0 100.0 100.0 100.0 100.0 99.7 97.8 47.8 6.5B-202 11.0 - 13.0 SP 21.3 100.0 100.0 100.0 99.9 99.5 92.6 69.3 23.1 1.0B-202 28.0 - 30.0 SP-SM 15.4 100.0 100.0 100.0 100.0 99.5 88.1 63.1 27.6 9.8

Atterberg LimitsSample Depth

(ft)

Natural

Moisture

Content

(%)

Organic

Content

(%)

TABLE - 1

SUMMARY OF LABORATORY TESTING RESULTS [STRUCTURES]

Project: SR-847/47th Ave. From SR-860/NW 183rd St. to Premier Pkwy

Boring No.

Sieve AnalysisUSCS

Symbol

GCME Project No.: 2000-01-12009 SR 847_47 Ave_Bridge

U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 99.5

OC #10 99.2

13.0 - 15.0 #20 98.6

#40 93.4

#60 72.7

MC - Moisture Content (%) #100 29.9

OC - Organic Content (%) #200 16.0

Project Name : SR-847 / 47th Ave.

Note :

18.2

BORING NO. DEPTH INTERVAL [FT] SOIL DESCRIPTION

GCMEGeotechnical - Consulting - Engineering - Testing

MC

7/5/2013Project No. : 2000-01-12009

B-101 SM

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

GRAIN SIZE in millimeters

HYDROMETERU.S. STANDARD SIEVE NUMBERSU.S. STANDARD SIEVE OPENING IN INCHES

U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 99.2

#4 99.2

OC #10 99.1

16.0 - 18.0 #20 98.9

#40 94.1

#60 73.1




B-101 SP-SM 20.9


Project No. : 2000-01-12009 6/26/2013

BORING NO. DEPTH INTERVAL [FT] SOIL DESCRIPTION MC

Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 90.0

#4 74.5

OC #10 59.9

78.0 - 80.0 #20 51.2

#40 44.8

#60 37.0




B-101 - 8.0


Project No. : 2000-01-12009 7/2/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 99.1

OC #10 99.1

11.0 - 13.0 #20 98.7

#40 91.2

#60 66.6




B-102 SP-SM 19.9


Project No. : 2000-01-12009 7/2/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 100.0

OC #10 100.0

26.0 - 28.0 #20 99.4

#40 92.0

#60 72.0




B-102 SP-SM 16.3


Project No. : 2000-01-12009 7/5/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 93.1

#4 79.9

OC #10 66.0

41.0 - 43.0 #20 59.1

#40 54.1

#60 43.1




B-102 - 19.2


Project No. : 2000-01-12009 7/2/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 79.3

#4 69.6

OC #10 62.2

56.0 - 58.0 #20 58.9

#40 51.4

#60 42.0




B-102 - 10.5


Project No. : 2000-01-12009 6/26/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 100.0

OC #10 100.0

16.0 - 18.0 #20 99.8

#40 93.6

#60 72.6




B-201 SP 20.5


Project No. : 2000-01-12009 6/26/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 100.0

OC #10 100.0

46.0 - 48.0 #20 100.0

#40 99.7

#60 97.8




B-201 SP-SM 25.6


Project No. : 2000-01-12009 6/26/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 100.0

OC #10 99.9

11.0 - 13.0 #20 99.5

#40 92.6

#60 69.3




B-202 SP 21.3


Project No. : 2000-01-12009 6/26/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



U.S SIEVE CUMM. %

NO. PASSING

3/4" 100.0

Date : 3/8" 100.0

#4 100.0

OC #10 100.0

28.0 - 30.0 #20 99.5

#40 88.1

#60 63.1




B-202 SP-SM 15.4


Project No. : 2000-01-12009 6/26/2013


Note :

0

10

20

30

40

50

60

70

80

90

100

0.010.11101001000

PE

RC

EN

T F

INE

R B

Y W

EIG

HT



pH Resistivity Chloride Sulfate

(ohm-cm) (ppm) (ppm) Steel Concrete

B-102 202+00 50 Soil 6.0 - 8.0 8.0 26100 5.6 14.5 Slightly Aggressive

Slightly Aggressive

B-201 150+80 39 Soil 8.0 - 10.0 8.0 10500 11.0 120.0 Slightly Aggressive

Slightly Aggressive

Water Soil Water

ppm

ppm > 1500Ohm-

cm

ppm

ppm < 150Ohm-

cm

Moderately Aggressive This classification must be used at all sites not meeting requirements for either slightly aggressive or extremely aggressive environments.

pH = acidity (-log10H+; potential of Hydrogen), Cl = chloride content, SO4 = Sulfate content.

SO4 N.A. < 1000

Resistivity > 5000 > 3000

Resistivity < 1000 < 500

Slightly Aggressive (If all of these conditions

exist)

pH > 7.0 > 6.0

Cl <500 < 500

Extremely Aggressive (If any of these conditions

exist)

pH < 6.0 < 5.0

Cl > 2000 > 2000

SO4 N.A. > 2000

Reference: Structures Design Guidelines Jan-2012, Page 1-4.

Table 1.3.2-1 Criteria for Substructure Environmental Classifications

ClassificationEnvironmental

UnitsSteel Concrete

Condition Soil

Boring No.

Location Environmental

Classification

(Substructure)Station

Offset

(ft)

DepthSample

TABLE - 2

SUMMARY OF CORROSION TEST RESULTS

Project: SR-847 / 47 Ave. (From NW 183 St. to Premier Pkwy)

GCME Project No. 2000-01-12009 Table-2_Corrosion Test Results_SR-847 SR-847 (Structures)

Enclosed is the laboratory report for your project. All results meet the requirements of the NELAC standards. Please note the following:

(1) The samples were received as stated on the chain of custody, correctly labeled and at the proper temperature unless otherwise noted. The results contained in this report relate only to the items tested or to the samples as received by the laboratory.

(2) This report may not be reproduced except in full, without the written approval of the laboratory. Any

anomalies are noted in the case narrative.

(3) Results for all solid matrices are reported in dry weight unless otherwise noted.

(4) Results for all liquid matrices are analyzed as received in the laboratory unless otherwise noted.

(5) Samples are disposed of within 30 days of their receipt by the laboratory.

(6) A statement of Qualifiers is available upon request.

(7) Certain analyses are subcontracted to outside NELAC certified laboratories and are designated on your report.

(8) Precision & Accuracy will be provided when clients require a measure of estimated uncertainty.

(9) The issuance of the final Certificate of Analysis takes precedence over any previous Preliminary Report

Preliminary Data should not be used for regular purposes. Authorized signature(s) is provided on final report only

Please contact me if you have any questions or concerns regarding this report. Sincerely,

Pamela Shore QA Officer

July 05, 2013GCME

0011529

Partha Ghosh

West Palm Beach, FL 33411

(561) 640-0085

LOG #:

Page 1 of 101550 Latham Road, Suite 2, West Palm Beach, FL 33409, phone: (561)689-6701, fax: (561)689-6702

EPA # FL01227 DOH# E86957 SFWMD# 48141 PBC # VC0000018083

LOG #:

PROJECT:

PROJECT #:

REPORTED:

COC#:

ATTN:

FAX: PHONE:

GCME

6903 Vista Parkway N, Suite 8

(561) 640-0085 (561) 640-0409 Miami 47th Ave

[none]

18647

7/5/2013 1:32:15PM

Partha Ghosh


CERTIFICATE OF ANALYSIS

0011529

B-102-4Description:

Received:

Sampled:Lab ID: 0011529-06 03/13/13 00:00

06/28/13 11:15Matrix: Soil Sampled By: client

pH

Parameter UnitsResults MDLMethod AnalystDateCAS # DF

Extraction Analysis

DatePQLQ

pH SLS.U. 06/29/13 06/29/13EPA 9045CNA 0.0318.0 0.01JEE

Resistivity


Extraction Analysis

DatePQLQ

Resistivity SLohms*cm 06/29/13 06/29/13ASTM-D1125NA 3.0126100 1.0JEE

SM4500CL-B


Extraction Analysis

DatePQLQ

Chloride SLmg/kg 06/29/13 06/29/13EPA 300.016887-00-

6

1515.6 5.0JEE, I

Sulfate


Extraction Analysis

DatePQLQ

Sulfate as SO4 SLmg/kg 06/29/13 06/29/13EPA 9056148-08-79

8

8.4114.5 2.8JEE



LOG #:

PROJECT:

PROJECT #:

REPORTED:

COC#:

ATTN:

FAX: PHONE:

GCME

6903 Vista Parkway N, Suite 8

(561) 640-0085 (561) 640-0409 Miami 47th Ave

[none]

18647

7/5/2013 1:32:15PM

Partha Ghosh


CERTIFICATE OF ANALYSIS

0011529

B-201-5Description:

Received:

Sampled:Lab ID: 0011529-07 03/13/13 00:00

06/28/13 11:15Matrix: Soil Sampled By: client

pH


Extraction Analysis

DatePQLQ

pH SLS.U. 06/29/13 06/29/13EPA 9045CNA 0.0318.0 0.01JEE

Resistivity


Extraction Analysis

DatePQLQ

Resistivity SLohms*cm 06/29/13 06/29/13ASTM-D1125NA 3.0110500 1.0JEE

SM4500CL-B


Extraction Analysis

DatePQLQ

Chloride SLmg/kg 06/29/13 06/29/13EPA 300.016887-00-

6

15111 5.0JEE, I

Sulfate


Extraction Analysis

DatePQLQ

Sulfate as SO4 SLmg/kg 06/29/13 06/29/13EPA 9056148-08-79

8

8.41120 2.8JEE



Notes and Definitions

Analyte included in the analysis, but not detectedU

The reported value is between the laboratory Method Detection Limit & the laboratory Practical Quantitation LimitI

Analysis performed by Florida Environmental Cert#E86006JEE



Elevations and Soil Type: Layer 0 Layer 1 Layer 2 Layer 3 Layer 4 Layer 5 Layer 6 Layer 7 Layer 8 Layer 9

Depth at top of layer (ft) Ground Level 0 12 14 38 40 58 66 70 75

Depth at bottom of layer (ft) 12 14 38 40 58 66 70 75 85

Depth at water table (ft) 10.5

Elevation at top of layer (ft, NAVD) 12.7 0.7 -1.3 -25.3 -27.3 -45.3 -53.3 -57.3 -62.3

Elevation at bottom of layer (ft, NAVD) 0.7 -1.3 -25.3 -27.3 -45.3 -53.3 -57.3 -62.3 -72.3

Water Table Elevation (ft, NAVD) 2.2

Soil Layer Type (Cohesionless, Rock) Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless

USCS Soil Layer Type Fill SP-SM SM SP-SM SP-SM SP-SMLimestone (Model as

Sandy Gravel)

Limestone (Model as

Sandy Gravel)SP

Limestone (Model as

Sandy Gravel)Average SPT N value (Blows/ft) (Safety) 10 24 5 16 2 21 60 32 44 43

Soil Properties for Lateral Soil Model:

Lateral Soil Model 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill)

Internal Friction Angle, Φ (degrees) 31 34 29 32 29 33 40 40 38 40

Subgrade Soil Modulus, RK (pci) 28 67 14 44 6 58 125 89 122 119

Total Unit Weight, γ (pcf) 110 115 105 110 100 115 130 125 125 130

Soil Properties for Axial Soil Model:

Axial Soil Model 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay)

Shear Modulus, G (ksi) 1.16 2.11 0.73 1.60 0.39 1.93 3.93 2.57 3.19 3.14

Poisson's Ratio, μ 0.2 0.25 0.2 0.25 0.2 0.25 0.3 0.3 0.3 0.3

Vertical Failure Shear Stress (psf) 0 912 190 608 76 798 2280 1216 1672 1634

Soil Properties for Torsional Soil Model:

Torsional Soil Model Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic


Torsional Shear Stress (psf) 0 912 190 608 76 798 2280 1216 1672 1634

Soil Properties for Tip Soil Model:

Tip Soil Model 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay)


Poisson's Ratio, μ 0.2 0.25 0.2 0.25 0.2 0.25 0.3 0.3 0.3 0.3

Axial Bearing Failure Load, Qult (kip), 18" Pile 0 346 72 230 29 302 864 461 634 619


Table 1. P-Y Curves for Rock

Unconfined Compressive Strength, qu (psf) =

Undrained Strength, Su (psi) =

Project: SR-847 / NW 47th Ave. PD&E

Table - 3

Summary of Recommended Soil Parameters for FB-Pier Analysis for Driven Piles (18 & 24in)

B-101

Table-3_FB-Pier_Parameter_Pile B-101

Elevations and Soil Type: Layer 0 Layer 1 Layer 2 Layer 3 Layer 4 Layer 5 Layer 6 Layer 7 Layer 8 Layer 9

Depth at top of layer (ft) Ground Level 0 4 6 8 16 23 33 43 48


Depth at water table (ft) 8

Elevation at top of layer (ft, NAVD) 9.8 5.8 3.8 1.8 -6.2 -13.2 -23.2 -33.2 -38.2

Elevation at bottom of layer (ft, NAVD) 5.8 3.8 1.8 -6.2 -13.2 -23.2 -33.2 -38.2 -75.2


Soil Layer Type (Cohesionless, Rock) Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless

USCS Soil Layer Type Fill SP-SM SP-SM SP-SM SP-SM SP-SM SP-SM SP-SM SP-SMLimestone (Model as

Sandy Gravel)Average SPT N value (Blows/ft) (Safety) 10 12 2 12 3 12 25 8 24 41


Lateral Soil Model 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill)

Internal Friction Angle, Φ (degrees) 31 31 29 31 29 31 34 30 34 40

Subgrade Soil Modulus, RK (pci) 28 33 6 33 8 33 69 22 67 114

Total Unit Weight, γ (pcf) 110 110 100 110 100 110 115 105 115 130


Axial Soil Model 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay)


Poisson's Ratio, μ 0.2 0.25 0.2 0.25 0.2 0.25 0.25 0.2 0.25 0.3

Vertical Failure Shear Stress (psf) 0 456 76 456 114 456 950 304 912 1558


Torsional Soil Model Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic


Torsional Shear Stress (psf) 0 456 76 456 114 456 950 304 912 1558


Tip Soil Model 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay) 1 (McVay)


Poisson's Ratio, μ 0.2 0.25 0.2 0.25 0.2 0.25 0.25 0.2 0.25 0.3



Table 1. P-Y Curves for Rock

Unconfined Compressive Strength, qu (psf) =

Undrained Strength, Su (psi) =

Table - 3

B-102

Summary of Recommended Soil Parameters for FB-Pier Analysis for Driven Piles (18 & 24in)


Table-3_FB-Pier_Parameter_Pile B-102

Elevations and Soil Type: Layer 1 Layer 2 Layer 3 Layer 4 Layer 5 Layer 6 Layer 7 Layer 8 Layer 9

Depth at top of layer (ft) 0 12 14 38 40 58 66 70 75


Depth at water table (ft) 10.5

Elevation at top of layer (ft, NAVD) 12.7 0.7 -1.3 -25.3 -27.3 -45.3 -53.3 -57.3 -62.3

Elevation at bottom of layer (ft, NAVD) 0.7 -1.3 -25.3 -27.3 -45.3 -53.3 -57.3 -62.3 -72.3


Soil Layer Type (Cohesionless, Rock) Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless

USCS Soil Layer Type SP-SM SM SP-SM SP-SM SP-SM

Limestone (Model as

Sandy Gravel)

Limestone (Model as

Sandy Gravel)

SP

Limestone (Model as

Sandy Gravel)

Average SPT N value (Blows/ft) (Safety) 24 5 16 2 21 60 32 44 43


Lateral Soil Model [LSM] 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill)

Soil Type (SP/SM/Gravel) 1 2 1 1 1 3 3 1 3

Internal Friction Angle, Φ (degrees) 34 29 32 29 33 40 40 38 40

Subgrade Soil Modulus [SFH-2012], RK (pci) 67 14 44 6 58 125 89 122 119

Total Unit Weight, γ (pcf) 115 105 110 100 115 130 125 125 130


Axial Soil Model [ASM] 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill)

Soil Type (Sand/Clay/Rock) 1 1 1 1 1 1 1 1 1


Clay:Undrained Shear Strength, Cu (psf) = NA NA NA NA NA NA NA NA NA

Rock:Unconfined Compressive Strength, qu (psf) = NA NA NA NA NA NA NA NA NA

Rock:Core Recovery NA NA NA NA NA NA NA NA NA

Rock:Modulus Ratio (Tip), Em/Ei = NA NA NA NA NA NA NA NA NA

Rock:Mass Modulus (Tip), Em (ksi) = NA NA NA NA NA NA NA NA NA


Torsional Soil Model [TSM] Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic


Shear Modulus, G (ksi) 2.11 0.73 1.60 0.39 1.93 3.93 2.57 3.19 3.14

Poisson's Ratio, μ 0.25 0.2 0.25 0.2 0.25 0.3 0.3 0.3 0.3

Shaft - Torsionall [Vertical Failure] Shear Stress [τf ] = Ultimate Unit Skin Friction (psf) 369 683 1045 1246 1336 1377 1372 1342 1265


Tip Soil Model 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill)


Sand:NSPT (Uncorrected SPT value at tip elevation)24 5 16 2 21 60 32 44 43

Clay:Undrained Shear Strength (Tip), Cu (psf) = NA NA NA NA NA NA NA NA NA



TABLE - 4

B-101

Summary of Recommended Soil Parameters for FB-Pier Analysis for Drilled Shafts

Table-4_FB-Pier_Parameter_Shaft B-101

Elevations and Soil Type: Layer 1 Layer 2 Layer 3 Layer 4 Layer 5 Layer 6 Layer 7 Layer 8 Layer 9

Depth at top of layer (ft) 0 4 6 8 16 23 33 43 48


Depth at water table (ft) 8

Elevation at top of layer (ft, NAVD) 9.8 5.8 3.8 1.8 -6.2 -13.2 -23.2 -33.2 -38.2

Elevation at bottom of layer (ft, NAVD) 5.8 3.8 1.8 -6.2 -13.2 -23.2 -33.2 -38.2 -75.2


Soil Layer Type (Cohesionless, Rock) Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless Cohesionless

USCS Soil Layer Type SP-SM SP-SM SP-SM SP-SM SP-SM SP-SM SP-SM SP-SM

Limestone (Model as

Sandy Gravel)

Average SPT N value (Blows/ft) (Safety) 12 2 12 3 12 25 8 24 41


Lateral Soil Model [LSM] 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill) 1 (O'Neill)

Soil Type (SP/SM/Gravel) 1 1 1 1 1 1 1 1 3

Internal Friction Angle, Φ (degrees) 31 29 31 29 31 34 30 34 40

Subgrade Soil Modulus [SFH-2012], RK (pci) 33 6 33 8 33 69 22 67 114



Axial Soil Model [ASM] 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill)



Clay:Undrained Shear Strength, Cu (psf) = NA NA NA NA NA NA NA NA NA

Rock:Unconfined Compressive Strength, qu (psf) = NA NA NA NA NA NA NA NA NA

Rock:Core Recovery NA NA NA NA NA NA NA NA NA

Rock:Modulus Ratio (Tip), Em/Ei = NA NA NA NA NA NA NA NA NA



Torsional Soil Model [TSM] Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic Hyperbolic


Shear Modulus, G (ksi) 1.32 0.39 1.32 0.51 1.32 2.17 1.00 2.11 3.04

Poisson's Ratio, μ 0.25 0.2 0.25 0.2 0.25 0.25 0.2 0.25 0.3

Shaft - Torsionall [Vertical Failure] Shear Stress [τf ] = Ultimate Unit Skin Friction (psf) 114 273 358 528 749 988 1158 1225 1381


Tip Soil Model 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill) 2 (O'Neill)


Sand:NSPT (Uncorrected SPT value at tip elevation)12 2 12 3 12 25 8 24 41

Clay:Undrained Shear Strength (Tip), Cu (psf) = NA NA NA NA NA NA NA NA NA


TABLE - 4


B-102

Summary of Recommended Soil Parameters for FB-Pier Analysis for Drilled Shafts

Table-4_FB-Pier_Parameter_Shaft B-102

FB-Deep B-101.spc 12/11/13 15:03:34

FB-Deep B-101.spc 12/11/13 15:06:28

FB-Deep B-102.spc 12/11/13 15:07:51

FB-Deep B-102.spc 12/11/13 15:08:41

B-101.outFlorida Bridge Software Institute Date: November 26, 2013Shaft and Pile Analysis (FB-Deep v.2.04) Time: 16:15:24_________________________________________________________________________________

General Information:==================== Input file: .....847_47 Ave SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-101.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/PG Units: English

Analysis Information:=====================Analysis Type: SPT

Soil Information:================= Boring date: 3-21-2013, Boring Number: B-101 Station number: 200+00 Offset: +33.8

Ground Elevation: 12.700(ft)

Hammer type: Automatic Hammer, Correction factor = 1.24

ID Depth No. of Blows Soil Type (ft) (Blows/ft) ----- ------------ ------------- ------------------------------- 1 0.00 32.00 5- Cavity layer 2 2.00 18.00 5- Cavity layer 3 4.00 19.00 3- Clean sand 4 6.00 14.00 3- Clean sand 5 8.00 22.00 3- Clean sand 6 11.00 15.00 3- Clean sand 7 13.50 4.00 2- Clay and silty sand 8 16.00 8.00 3- Clean sand 9 18.50 10.00 3- Clean sand 10 21.00 12.00 3- Clean sand 11 23.50 15.00 3- Clean sand 12 26.00 17.00 3- Clean sand 13 28.50 12.00 3- Clean sand 14 31.00 17.00 3- Clean sand 15 33.50 11.00 3- Clean sand 16 36.00 17.00 3- Clean sand 17 38.50 2.00 3- Clean sand 18 41.00 11.00 3- Clean sand 19 43.50 22.00 3- Clean sand 20 46.00 25.00 3- Clean sand 21 48.50 21.00 3- Clean sand 22 51.00 18.00 3- Clean sand 23 53.50 17.00 3- Clean sand 24 56.00 8.00 4- Lime Stone/Very shelly sand 25 58.50 60.00 4- Lime Stone/Very shelly sand 26 61.00 60.00 4- Lime Stone/Very shelly sand 27 63.50 60.00 4- Lime Stone/Very shelly sand 28 66.00 31.00 4- Lime Stone/Very shelly sand 29 68.50 21.00 4- Lime Stone/Very shelly sand 30 71.00 40.00 3- Clean sand 31 73.50 32.00 3- Clean sand 32 76.00 22.00 4- Lime Stone/Very shelly sand 33 78.50 43.00 4- Lime Stone/Very shelly sand 34 81.00 60.00 4- Lime Stone/Very shelly sand 35 83.50 15.00 4- Lime Stone/Very shelly sand 36 85.00 15.00 4- Lime Stone/Very shelly sand

Blowcount Average Per Soil Layer ----------------------------------

Layer Starting Bottom Thickness Average Soil Type Num. Elevation Elevation Blowcount (ft) (ft) (ft) (Blows/ft) ----- ---------- ---------- ---------- ------------- --------------------------------- 1 12.70 8.70 4.00 25.00 5-Void 2 8.70 -0.80 9.50 17.84 3-Clean Sand 3 -0.80 -3.30 2.50 4.00 2-Clay and Silty Sand 4 -3.30 -43.30 40.00 14.69 3-Clean Sand 5 -43.30 -58.30 15.00 40.00 4-Limestone, Very Shelly Sand 6 -58.30 -63.30 5.00 36.00 3-Clean Sand 7 -63.30 -72.30 9.00 37.22 4-Limestone, Very Shelly Sand

Driven Pile Data:=================

Page 1

B-101.out Pile unit weight = 150.00(pcf), Section Type: Square

Pile Geometry:-------------- Width Length Tip Elev. (in) (ft) (ft) ---------- ---------- ---------- 18.00 10.00 2.70 18.00 11.00 1.70 18.00 12.00 0.70 18.00 13.00 -0.30 18.00 14.00 -1.30 18.00 15.00 -2.30 18.00 16.00 -3.30 18.00 17.00 -4.30 18.00 18.00 -5.30 18.00 19.00 -6.30 18.00 20.00 -7.30 18.00 21.00 -8.30 18.00 22.00 -9.30 18.00 23.00 -10.30 18.00 24.00 -11.30 18.00 25.00 -12.30 18.00 26.00 -13.30 18.00 27.00 -14.30 18.00 28.00 -15.30 18.00 29.00 -16.30 18.00 30.00 -17.30 18.00 31.00 -18.30 18.00 32.00 -19.30 18.00 33.00 -20.30 18.00 34.00 -21.30 18.00 35.00 -22.30 18.00 36.00 -23.30 18.00 37.00 -24.30 18.00 38.00 -25.30 18.00 39.00 -26.30 18.00 40.00 -27.30 18.00 41.00 -28.30 18.00 42.00 -29.30 18.00 43.00 -30.30 18.00 44.00 -31.30 18.00 45.00 -32.30 18.00 46.00 -33.30 18.00 47.00 -34.30 18.00 48.00 -35.30 18.00 49.00 -36.30 18.00 50.00 -37.30 18.00 51.00 -38.30 18.00 52.00 -39.30 18.00 53.00 -40.30 18.00 54.00 -41.30 18.00 55.00 -42.30 18.00 56.00 -43.30 18.00 57.00 -44.30 18.00 58.00 -45.30 18.00 59.00 -46.30 18.00 60.00 -47.30 18.00 61.00 -48.30 18.00 62.00 -49.30 18.00 63.00 -50.30 18.00 64.00 -51.30 18.00 65.00 -52.30 18.00 66.00 -53.30 18.00 67.00 -54.30 18.00 68.00 -55.30 18.00 69.00 -56.30 18.00 70.00 -57.30 18.00 71.00 -58.30 18.00 72.00 -59.30 18.00 73.00 -60.30 18.00 74.00 -61.30 18.00 75.00 -62.30 18.00 76.00 -63.30 18.00 77.00 -64.30 18.00 78.00 -65.30 18.00 79.00 -66.30 24.00 10.00 2.70 24.00 11.00 1.70 24.00 12.00 0.70 24.00 13.00 -0.30 24.00 14.00 -1.30 24.00 15.00 -2.30 24.00 16.00 -3.30 24.00 17.00 -4.30 24.00 18.00 -5.30 24.00 19.00 -6.30 24.00 20.00 -7.30

Page 2

B-101.out 24.00 21.00 -8.30 24.00 22.00 -9.30 24.00 23.00 -10.30 24.00 24.00 -11.30 24.00 25.00 -12.30 24.00 26.00 -13.30 24.00 27.00 -14.30 24.00 28.00 -15.30 24.00 29.00 -16.30 24.00 30.00 -17.30 24.00 31.00 -18.30 24.00 32.00 -19.30 24.00 33.00 -20.30 24.00 34.00 -21.30 24.00 35.00 -22.30 24.00 36.00 -23.30 24.00 37.00 -24.30 24.00 38.00 -25.30 24.00 39.00 -26.30 24.00 40.00 -27.30 24.00 41.00 -28.30 24.00 42.00 -29.30 24.00 43.00 -30.30 24.00 44.00 -31.30 24.00 45.00 -32.30 24.00 46.00 -33.30 24.00 47.00 -34.30 24.00 48.00 -35.30 24.00 49.00 -36.30 24.00 50.00 -37.30 24.00 51.00 -38.30 24.00 52.00 -39.30 24.00 53.00 -40.30 24.00 54.00 -41.30 24.00 55.00 -42.30 24.00 56.00 -43.30 24.00 57.00 -44.30 24.00 58.00 -45.30 24.00 59.00 -46.30 24.00 60.00 -47.30 24.00 61.00 -48.30 24.00 62.00 -49.30 24.00 63.00 -50.30 24.00 64.00 -51.30 24.00 65.00 -52.30 24.00 66.00 -53.30 24.00 67.00 -54.30 24.00 68.00 -55.30 24.00 69.00 -56.30 24.00 70.00 -57.30 24.00 71.00 -58.30 24.00 72.00 -59.30 24.00 73.00 -60.30 24.00 74.00 -61.30 24.00 75.00 -62.30 24.00 76.00 -63.30 24.00 77.00 -64.30 24.00 78.00 -65.30 24.00 79.00 -66.30

Driven Pile Capacity:=====================

Section Type: Square Pile Width: 18.00 (in)

Test Pile Ultimate Mobilized Estimated Allowable Ultimate Pile Width Side End Davisson Pile Pile Length Friction Bearing Capacity Capacity Capacity (ft) (in) (tons) (tons) (tons) (tons) (tons) ----- ------ ---------- ---------- ---------- ---------- ---------- 10.00 18.0 18.00 30.23 48.23 24.12 108.70 11.00 18.0 20.29 28.13 48.42 24.21 104.69 12.00 18.0 21.98 27.04 49.02 24.51 103.10 13.00 18.0 22.83 28.75 51.58 25.79 109.08 14.00 18.0 22.99 12.48 35.47 17.74 60.43 15.00 18.0 23.44 17.07 40.51 20.26 74.65 16.00 18.0 24.35 34.04 58.38 29.19 126.46 17.00 18.0 25.53 34.04 59.58 29.79 127.66 18.00 18.0 26.79 34.15 60.93 30.47 129.23 19.00 18.0 28.11 34.36 62.47 31.24 131.20 20.00 18.0 29.54 34.57 64.12 32.06 133.26

Page 3

B-101.out 21.00 18.0 31.08 34.82 65.90 32.95 135.54 22.00 18.0 32.78 35.02 67.80 33.90 137.83 23.00 18.0 34.74 34.98 69.73 34.86 139.69 24.00 18.0 36.87 34.95 71.82 35.91 141.71 25.00 18.0 38.84 35.62 74.46 37.23 145.71 26.00 18.0 40.62 37.17 77.79 38.90 152.13 27.00 18.0 42.45 38.59 81.04 40.52 158.23 28.00 18.0 44.22 39.54 83.77 41.88 162.85 29.00 18.0 45.90 40.29 86.18 43.09 166.76 30.00 18.0 47.79 41.12 88.92 44.46 171.16 31.00 18.0 50.02 41.90 91.92 45.96 175.71 32.00 18.0 52.23 41.41 93.64 46.82 176.47 33.00 18.0 54.12 39.28 93.41 46.70 171.97 34.00 18.0 55.78 36.28 92.06 46.03 164.62 35.00 18.0 57.67 33.99 91.66 45.83 159.65 36.00 18.0 59.88 32.43 92.31 46.15 157.16 37.00 18.0 61.80 32.35 94.15 47.08 158.86 38.00 18.0 62.81 34.51 97.32 48.66 166.34 39.00 18.0 63.09 38.59 101.68 50.84 178.87 40.00 18.0 63.76 42.82 106.58 53.29 192.22 41.00 18.0 65.03 46.84 111.87 55.93 205.55 42.00 18.0 66.89 49.75 116.63 58.32 216.12 43.00 18.0 69.34 51.25 120.59 60.30 223.09 44.00 18.0 72.35 51.72 124.06 62.03 227.49 45.00 18.0 75.57 51.88 127.45 63.72 231.21 46.00 18.0 78.96 51.75 130.70 65.35 234.20 47.00 18.0 82.32 51.24 133.57 66.78 236.05 48.00 18.0 85.47 50.58 136.06 68.03 237.23 49.00 18.0 88.41 50.11 138.52 69.26 238.74 50.00 18.0 91.19 49.79 140.98 70.49 240.57 51.00 18.0 93.80 49.62 143.42 71.71 242.66 52.00 18.0 96.30 52.65 148.95 74.48 254.26 53.00 18.0 98.75 60.35 159.10 79.55 279.81 54.00 18.0 101.06 71.33 172.39 86.19 315.05 55.00 18.0 102.75 82.38 185.13 92.56 349.88 56.00 18.0 106.02 93.44 199.46 99.73 386.33 57.00 18.0 107.11 94.51 201.62 100.81 390.64 58.00 18.0 109.14 97.06 206.20 103.10 400.31 59.00 18.0 112.04 100.03 212.07 106.03 412.12 60.00 18.0 115.15 102.75 217.90 108.95 423.39 61.00 18.0 118.44 104.62 223.06 111.53 432.30 62.00 18.0 121.95 105.39 227.34 113.67 438.11 63.00 18.0 125.70 104.79 230.48 115.24 440.06 64.00 18.0 129.52 103.32 232.85 116.42 439.49 65.00 18.0 132.66 103.99 236.65 118.32 444.62 66.00 18.0 135.25 106.52 241.77 120.89 454.82 67.00 18.0 137.45 110.27 247.71 123.86 468.25 68.00 18.0 139.35 114.22 253.57 126.78 482.01 69.00 18.0 141.19 116.86 258.05 129.02 491.76 70.00 18.0 144.38 115.59 259.97 129.98 491.16 71.00 18.0 150.51 94.90 245.41 122.70 435.22 72.00 18.0 155.53 95.34 250.87 125.44 441.55 73.00 18.0 160.22 95.70 255.92 127.96 447.32 74.00 18.0 164.10 96.50 260.60 130.30 453.59 75.00 18.0 166.69 97.93 264.61 132.31 460.46 76.00 18.0 170.93 115.53 286.46 143.23 517.52 77.00 18.0 172.85 115.73 288.58 144.29 520.03 78.00 18.0 175.45 114.25 289.70 144.85 518.20 79.00 18.0 178.59 107.55 286.14 143.07 501.23


Test Pile Ultimate Mobilized Estimated Allowable Ultimate Pile Width Side End Davisson Pile Pile Length Friction Bearing Capacity Capacity Capacity (ft) (in) (tons) (tons) (tons) (tons) (tons) ----- ------ ---------- ---------- ---------- ---------- ---------- 10.00 24.0 24.00 53.83 77.83 38.92 185.50 11.00 24.0 27.05 52.03 79.07 39.54 183.12 12.00 24.0 29.31 51.04 80.35 40.17 182.43 13.00 24.0 30.44 51.44 81.88 40.94 184.75 14.00 24.0 30.65 52.30 82.96 41.48 187.56 15.00 24.0 31.23 52.82 84.04 42.02 189.67 16.00 24.0 32.47 57.35 89.82 44.91 204.52 17.00 24.0 33.95 57.57 91.52 45.76 206.65 18.00 24.0 35.40 58.23 93.63 46.82 210.08 19.00 24.0 36.89 59.22 96.11 48.06 214.56 20.00 24.0 38.54 60.16 98.70 49.35 219.02 21.00 24.0 40.43 60.83 101.27 50.63 222.93 22.00 24.0 42.56 61.37 103.92 51.96 226.66 23.00 24.0 44.89 61.92 106.82 53.41 230.67 24.00 24.0 47.48 62.38 109.86 54.93 234.63 25.00 24.0 50.32 62.60 112.92 56.46 238.11 26.00 24.0 53.51 62.33 115.85 57.92 240.51

Page 4

B-101.out 27.00 24.0 56.75 61.80 118.54 59.27 242.14 28.00 24.0 59.24 62.27 121.51 60.76 246.06 29.00 24.0 60.90 64.36 125.26 62.63 253.98 30.00 24.0 62.93 66.43 129.36 64.68 262.23 31.00 24.0 66.17 65.95 132.11 66.06 264.01 32.00 24.0 70.19 63.07 133.26 66.63 259.39 33.00 24.0 73.55 60.99 134.54 67.27 256.52 34.00 24.0 75.97 60.54 136.51 68.26 257.60 35.00 24.0 78.49 61.03 139.52 69.76 261.58 36.00 24.0 81.46 62.54 143.99 72.00 269.07 37.00 24.0 84.02 65.89 149.91 74.96 281.69 38.00 24.0 85.33 71.13 156.46 78.23 298.72 39.00 24.0 85.64 77.77 163.41 81.70 318.95 40.00 24.0 86.50 83.51 170.01 85.00 337.03 41.00 24.0 88.17 87.57 175.73 87.87 350.87 42.00 24.0 90.65 89.97 180.62 90.31 360.57 43.00 24.0 93.95 91.07 185.02 92.51 367.15 44.00 24.0 97.99 91.19 189.18 94.59 371.56 45.00 24.0 102.33 90.92 193.25 96.63 375.09 46.00 24.0 106.90 89.99 196.89 98.44 376.88 47.00 24.0 111.43 88.50 199.92 99.96 376.91 48.00 24.0 115.66 86.29 201.96 100.98 374.55 49.00 24.0 119.61 83.61 203.22 101.61 370.44 50.00 24.0 123.33 84.32 207.65 103.82 376.28 51.00 24.0 126.82 91.85 218.67 109.34 402.38 52.00 24.0 130.17 105.17 235.34 117.67 445.68 53.00 24.0 133.44 119.79 253.24 126.62 492.82 54.00 24.0 136.53 135.70 272.23 136.12 543.64 55.00 24.0 138.78 153.11 291.88 145.94 598.10 56.00 24.0 141.36 170.70 312.06 156.03 653.46 57.00 24.0 142.83 171.94 314.78 157.39 658.66 58.00 24.0 145.64 174.47 320.11 160.06 669.05 59.00 24.0 149.77 176.52 326.29 163.14 679.33 60.00 24.0 154.29 177.52 331.81 165.91 686.86 61.00 24.0 159.09 177.24 336.33 168.16 690.80 62.00 24.0 164.21 175.47 339.68 169.84 690.61 63.00 24.0 169.34 173.83 343.17 171.58 690.83 64.00 24.0 174.14 173.46 347.61 173.80 694.53 65.00 24.0 178.08 174.65 352.73 176.36 702.03 66.00 24.0 181.25 176.58 357.83 178.92 710.98 67.00 24.0 183.87 179.09 362.96 181.48 721.13 68.00 24.0 186.13 181.92 368.06 184.03 731.91 69.00 24.0 188.58 183.63 372.21 186.11 739.48 70.00 24.0 192.83 185.61 378.43 189.22 749.64 71.00 24.0 200.67 173.34 374.01 187.00 720.68 72.00 24.0 207.23 174.10 381.33 190.67 729.53 73.00 24.0 213.17 175.00 388.17 194.09 738.18 74.00 24.0 218.22 176.31 394.53 197.27 747.16 75.00 24.0 222.00 177.75 399.75 199.88 755.26 76.00 24.0 227.90 214.70 442.61 221.30 872.01 77.00 24.0 230.50 206.52 437.03 218.51 850.07 78.00 24.0 233.94 195.63 429.56 214.78 820.81 79.00 24.0 0.00 0.00 0.00 0.00 0.00

NOTES ------- 1. MOBILIZED END BEARING IS 1/3 OF THE ORIGINAL RB-121 VALUES.

2. DAVISSON PILE CAPACITY IS AN ESTIMATE BASED ON FAILURE CRITERIA, AND EQUALS ULTIMATE SIDE FRICTION PLUS MOBILIZED END BEARING.

3. ALLOWABLE PILE CAPACITY IS 1/2 THE DAVISSON PILE CAPACITY.

4. ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 3 x THE MOBILIZED END BEARING. EXCEPTION: FOR H-PILES TIPPED IN SAND OR LIMESTONE, THE ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 2 x THE MOBILIZED END BEARING.

Page 5

B-102.outFlorida Bridge Software Institute Date: November 25, 2013Shaft and Pile Analysis (FB-Deep v.2.04) Time: 15:19:22_________________________________________________________________________________

General Information:==================== Input file: .....847_47 Ave SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-102.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/QQ Units: English

Analysis Information:=====================Analysis Type: SPT

Soil Information:================= Boring date: 3-20-2013, Boring Number: B-102 Station number: 202+00 Offset: +89.4

Ground Elevation: 9.800(ft)


ID Depth No. of Blows Soil Type (ft) (Blows/ft) ----- ------------ ------------- ------------------------------- 1 0.00 9.00 5- Cavity layer 2 2.00 11.00 5- Cavity layer 3 4.00 2.00 3- Clean sand 4 6.00 10.00 3- Clean sand 5 8.00 2.00 3- Clean sand 6 11.00 2.00 3- Clean sand 7 13.50 4.00 3- Clean sand 8 16.00 11.00 3- Clean sand 9 18.50 7.00 3- Clean sand 10 21.00 12.00 3- Clean sand 11 23.50 20.00 3- Clean sand 12 26.00 20.00 3- Clean sand 13 28.50 22.00 3- Clean sand 14 31.00 20.00 3- Clean sand 15 33.50 5.00 3- Clean sand 16 36.00 6.00 3- Clean sand 17 38.50 8.00 4- Lime Stone/Very shelly sand 18 41.00 9.00 4- Lime Stone/Very shelly sand 19 43.50 17.00 3- Clean sand 20 46.00 22.00 3- Clean sand 21 48.50 32.00 4- Lime Stone/Very shelly sand 22 51.00 18.00 4- Lime Stone/Very shelly sand 23 53.50 30.00 4- Lime Stone/Very shelly sand 24 56.00 35.00 4- Lime Stone/Very shelly sand 25 58.50 60.00 4- Lime Stone/Very shelly sand 26 61.00 20.00 4- Lime Stone/Very shelly sand 27 63.50 17.00 4- Lime Stone/Very shelly sand 28 66.00 41.00 4- Lime Stone/Very shelly sand 29 68.50 36.00 4- Lime Stone/Very shelly sand 30 71.00 31.00 4- Lime Stone/Very shelly sand 31 73.50 60.00 4- Lime Stone/Very shelly sand 32 76.00 58.00 4- Lime Stone/Very shelly sand 33 78.50 17.00 4- Lime Stone/Very shelly sand 34 81.00 20.00 4- Lime Stone/Very shelly sand 35 83.50 21.00 4- Lime Stone/Very shelly sand 36 85.00 21.00 4- Lime Stone/Very shelly sand

Blowcount Average Per Soil Layer ----------------------------------

Layer Starting Bottom Thickness Average Soil Type Num. Elevation Elevation Blowcount (ft) (ft) (ft) (Blows/ft) ----- ---------- ---------- ---------- ------------- --------------------------------- 1 9.80 5.80 4.00 10.00 5-Void 2 5.80 -28.70 34.50 10.22 3-Clean Sand 3 -28.70 -33.70 5.00 8.50 4-Limestone, Very Shelly Sand 4 -33.70 -38.70 5.00 19.50 3-Clean Sand 5 -38.70 -75.20 36.50 33.40 4-Limestone, Very Shelly Sand

Driven Pile Data:================= Pile unit weight = 150.00(pcf), Section Type: Square

Page 1

B-102.outPile Geometry:-------------- Width Length Tip Elev. (in) (ft) (ft) ---------- ---------- ---------- 18.00 10.00 -0.20 18.00 11.00 -1.20 18.00 12.00 -2.20 18.00 13.00 -3.20 18.00 14.00 -4.20 18.00 15.00 -5.20 18.00 16.00 -6.20 18.00 17.00 -7.20 18.00 18.00 -8.20 18.00 19.00 -9.20 18.00 20.00 -10.20 18.00 21.00 -11.20 18.00 22.00 -12.20 18.00 23.00 -13.20 18.00 24.00 -14.20 18.00 25.00 -15.20 18.00 26.00 -16.20 18.00 27.00 -17.20 18.00 28.00 -18.20 18.00 29.00 -19.20 18.00 30.00 -20.20 18.00 31.00 -21.20 18.00 32.00 -22.20 18.00 33.00 -23.20 18.00 34.00 -24.20 18.00 35.00 -25.20 18.00 36.00 -26.20 18.00 37.00 -27.20 18.00 38.00 -28.20 18.00 39.00 -29.20 18.00 40.00 -30.20 18.00 41.00 -31.20 18.00 42.00 -32.20 18.00 43.00 -33.20 18.00 44.00 -34.20 18.00 45.00 -35.20 18.00 46.00 -36.20 18.00 47.00 -37.20 18.00 48.00 -38.20 18.00 49.00 -39.20 18.00 50.00 -40.20 18.00 51.00 -41.20 18.00 52.00 -42.20 18.00 53.00 -43.20 18.00 54.00 -44.20 18.00 55.00 -45.20 18.00 56.00 -46.20 18.00 57.00 -47.20 18.00 58.00 -48.20 18.00 59.00 -49.20 18.00 60.00 -50.20 18.00 61.00 -51.20 18.00 62.00 -52.20 18.00 63.00 -53.20 18.00 64.00 -54.20 18.00 65.00 -55.20 18.00 66.00 -56.20 18.00 67.00 -57.20 18.00 68.00 -58.20 18.00 69.00 -59.20 18.00 70.00 -60.20 18.00 71.00 -61.20 18.00 72.00 -62.20 18.00 73.00 -63.20 18.00 74.00 -64.20 18.00 75.00 -65.20 18.00 76.00 -66.20 18.00 77.00 -67.20 18.00 78.00 -68.20 18.00 79.00 -69.20 24.00 10.00 -0.20 24.00 11.00 -1.20 24.00 12.00 -2.20 24.00 13.00 -3.20 24.00 14.00 -4.20 24.00 15.00 -5.20 24.00 16.00 -6.20 24.00 17.00 -7.20 24.00 18.00 -8.20 24.00 19.00 -9.20 24.00 20.00 -10.20 24.00 21.00 -11.20 24.00 22.00 -12.20

Page 2

B-102.out 24.00 23.00 -13.20 24.00 24.00 -14.20 24.00 25.00 -15.20 24.00 26.00 -16.20 24.00 27.00 -17.20 24.00 28.00 -18.20 24.00 29.00 -19.20 24.00 30.00 -20.20 24.00 31.00 -21.20 24.00 32.00 -22.20 24.00 33.00 -23.20 24.00 34.00 -24.20 24.00 35.00 -25.20 24.00 36.00 -26.20 24.00 37.00 -27.20 24.00 38.00 -28.20 24.00 39.00 -29.20 24.00 40.00 -30.20 24.00 41.00 -31.20 24.00 42.00 -32.20 24.00 43.00 -33.20 24.00 44.00 -34.20 24.00 45.00 -35.20 24.00 46.00 -36.20 24.00 47.00 -37.20 24.00 48.00 -38.20 24.00 49.00 -39.20 24.00 50.00 -40.20 24.00 51.00 -41.20 24.00 52.00 -42.20 24.00 53.00 -43.20 24.00 54.00 -44.20 24.00 55.00 -45.20 24.00 56.00 -46.20 24.00 57.00 -47.20 24.00 58.00 -48.20 24.00 59.00 -49.20 24.00 60.00 -50.20 24.00 61.00 -51.20 24.00 62.00 -52.20 24.00 63.00 -53.20 24.00 64.00 -54.20 24.00 65.00 -55.20 24.00 66.00 -56.20 24.00 67.00 -57.20 24.00 68.00 -58.20 24.00 69.00 -59.20 24.00 70.00 -60.20 24.00 71.00 -61.20 24.00 72.00 -62.20 24.00 73.00 -63.20 24.00 74.00 -64.20 24.00 75.00 -65.20 24.00 76.00 -66.20 24.00 77.00 -67.20 24.00 78.00 -68.20 24.00 79.00 -69.20

Driven Pile Capacity:=====================


Test Pile Ultimate Mobilized Estimated Allowable Ultimate Pile Width Side End Davisson Pile Pile Length Friction Bearing Capacity Capacity Capacity (ft) (in) (tons) (tons) (tons) (tons) (tons) ----- ------ ---------- ---------- ---------- ---------- ---------- 10.00 18.0 2.83 4.89 7.71 3.86 17.48 11.00 18.0 2.34 6.55 8.89 4.45 21.99 12.00 18.0 1.97 8.19 10.16 5.08 26.54 13.00 18.0 1.81 10.05 11.87 5.93 31.97 14.00 18.0 1.80 12.07 13.87 6.94 38.02 15.00 18.0 2.16 14.34 16.50 8.25 45.17 16.00 18.0 2.95 16.78 19.73 9.87 53.30 17.00 18.0 3.89 19.77 23.66 11.83 63.21 18.00 18.0 4.79 23.00 27.79 13.90 73.80 19.00 18.0 5.67 26.53 32.19 16.10 85.25 20.00 18.0 6.72 30.45 37.17 18.59 98.07 21.00 18.0 8.00 34.37 42.37 21.19 111.12 22.00 18.0 9.57 38.04 47.62 23.81 123.70

Page 3

B-102.out 23.00 18.0 11.52 41.43 52.95 26.47 135.81 24.00 18.0 13.80 44.47 58.27 29.14 147.21 25.00 18.0 16.18 47.23 63.41 31.71 157.88 26.00 18.0 18.59 49.66 68.25 34.12 167.56 27.00 18.0 21.09 50.25 71.34 35.67 171.84 28.00 18.0 23.71 48.47 72.18 36.09 169.13 29.00 18.0 26.42 45.23 71.66 35.83 162.13 30.00 18.0 29.10 42.35 71.45 35.72 156.14 31.00 18.0 31.71 39.85 71.56 35.78 151.26 32.00 18.0 33.94 37.98 71.92 35.96 147.88 33.00 18.0 35.48 37.16 72.64 36.32 146.95 34.00 18.0 36.41 37.12 73.53 36.77 147.78 35.00 18.0 37.28 36.89 74.17 37.09 147.95 36.00 18.0 38.20 36.39 74.59 37.30 147.37 37.00 18.0 39.09 36.31 75.40 37.70 148.03 38.00 18.0 39.89 36.82 76.71 38.36 150.36 39.00 18.0 47.34 37.31 84.65 42.32 159.27 40.00 18.0 47.92 37.60 85.53 42.76 160.73 41.00 18.0 48.49 38.33 86.83 43.41 163.49 42.00 18.0 49.32 39.90 89.22 44.61 169.03 43.00 18.0 50.61 42.76 93.37 46.69 178.89 44.00 18.0 53.65 50.87 104.52 52.26 206.26 45.00 18.0 56.00 51.44 107.44 53.72 210.32 46.00 18.0 58.49 52.29 110.78 55.39 215.35 47.00 18.0 60.86 53.47 114.34 57.17 221.29 48.00 18.0 62.83 55.19 118.03 59.01 228.41 49.00 18.0 67.33 65.71 133.03 66.52 264.45 50.00 18.0 69.06 66.68 135.75 67.87 269.11 51.00 18.0 70.22 69.12 139.34 69.67 277.57 52.00 18.0 71.21 73.48 144.69 72.35 291.65 53.00 18.0 72.43 79.93 152.36 76.18 312.21 54.00 18.0 73.93 87.76 161.70 80.85 337.22 55.00 18.0 75.81 94.25 170.05 85.03 358.54 56.00 18.0 78.09 97.98 176.06 88.03 372.01 57.00 18.0 80.83 99.44 180.27 90.13 379.14 58.00 18.0 83.98 96.81 180.79 90.39 374.41 59.00 18.0 87.25 91.72 178.97 89.48 362.42 60.00 18.0 89.95 90.56 180.51 90.25 361.62 61.00 18.0 91.91 93.87 185.78 92.89 373.51 62.00 18.0 93.46 99.30 192.76 96.38 391.36 63.00 18.0 94.91 105.09 200.00 100.00 410.18 64.00 18.0 96.36 110.27 206.63 103.32 427.18 65.00 18.0 98.35 112.67 211.02 105.51 436.36 66.00 18.0 101.00 112.17 213.17 106.59 437.52 67.00 18.0 103.91 112.08 215.99 108.00 440.16 68.00 18.0 106.69 114.29 220.98 110.49 449.56 69.00 18.0 109.34 117.94 227.27 113.64 463.14 70.00 18.0 111.85 121.26 233.11 116.56 475.64 71.00 18.0 114.22 124.37 238.59 119.29 487.33 72.00 18.0 116.77 125.44 242.21 121.11 493.10 73.00 18.0 119.80 122.85 242.66 121.33 488.37 74.00 18.0 123.27 117.28 240.54 120.27 475.10 75.00 18.0 126.80 111.96 238.76 119.38 462.68 76.00 18.0 130.33 107.00 237.33 118.66 451.32 77.00 18.0 133.43 102.20 235.63 117.82 440.04 78.00 18.0 135.64 98.45 234.10 117.05 431.01 79.00 18.0 137.09 96.21 233.30 116.65 425.72


Test Pile Ultimate Mobilized Estimated Allowable Ultimate Pile Width Side End Davisson Pile Pile Length Friction Bearing Capacity Capacity Capacity (ft) (in) (tons) (tons) (tons) (tons) (tons) ----- ------ ---------- ---------- ---------- ---------- ---------- 10.00 24.0 2.28 9.82 12.10 6.05 31.74 11.00 24.0 2.07 11.27 13.35 6.67 35.89 12.00 24.0 1.97 12.88 14.85 7.42 40.60 13.00 24.0 1.89 15.07 16.96 8.48 47.11 14.00 24.0 1.88 18.00 19.88 9.94 55.87 15.00 24.0 2.25 21.48 23.73 11.87 66.70 16.00 24.0 3.05 25.55 28.60 14.30 79.70 17.00 24.0 4.00 30.83 34.83 17.41 96.50 18.00 24.0 4.86 37.08 41.94 20.97 116.10 19.00 24.0 5.68 44.17 49.85 24.92 138.18 20.00 24.0 6.73 51.76 58.49 29.25 162.01 21.00 24.0 8.08 59.49 67.57 33.79 186.55 22.00 24.0 9.82 66.65 76.47 38.24 209.78 23.00 24.0 12.07 69.85 81.92 40.96 221.63 24.00 24.0 14.73 72.98 87.71 43.85 233.68 25.00 24.0 17.53 75.16 92.69 46.34 243.00 26.00 24.0 20.42 75.06 95.48 47.74 245.60 27.00 24.0 23.44 72.92 96.35 48.18 242.19 28.00 24.0 26.62 70.45 97.07 48.54 237.98

Page 4

B-102.out 29.00 24.0 29.95 68.01 97.96 48.98 233.98 30.00 24.0 33.26 65.91 99.17 49.58 230.98 31.00 24.0 36.51 63.79 100.30 50.15 227.88 32.00 24.0 39.35 62.09 101.44 50.72 225.61 33.00 24.0 41.40 61.63 103.03 51.51 226.29 34.00 24.0 42.72 62.72 105.44 52.72 230.88 35.00 24.0 43.98 64.69 108.66 54.33 238.03 36.00 24.0 45.27 67.35 112.62 56.31 247.32 37.00 24.0 46.54 70.52 117.05 58.53 258.09 38.00 24.0 47.68 73.79 121.47 60.74 269.05 39.00 24.0 63.11 75.49 138.60 69.30 289.57 40.00 24.0 63.87 76.14 140.01 70.00 292.28 41.00 24.0 64.57 77.88 142.45 71.23 298.22 42.00 24.0 65.58 81.00 146.58 73.29 308.57 43.00 24.0 67.34 84.40 151.74 75.87 320.53 44.00 24.0 71.59 100.63 172.22 86.11 373.48 45.00 24.0 75.10 100.75 175.85 87.92 377.34 46.00 24.0 78.79 101.21 180.00 90.00 382.42 47.00 24.0 82.19 102.22 184.41 92.21 388.85 48.00 24.0 85.03 103.76 188.79 94.39 396.31 49.00 24.0 89.77 115.71 205.48 102.74 436.90 50.00 24.0 92.07 117.04 209.11 104.56 443.20 51.00 24.0 93.53 120.60 214.13 107.07 455.34 52.00 24.0 94.78 126.65 221.42 110.71 474.72 53.00 24.0 96.51 133.04 229.55 114.78 495.63 54.00 24.0 98.81 138.08 236.90 118.45 513.06 55.00 24.0 101.51 141.70 243.21 121.60 526.60 56.00 24.0 104.53 144.49 249.02 124.51 538.00 57.00 24.0 108.02 146.33 254.34 127.17 547.00 58.00 24.0 111.92 149.24 261.17 130.58 559.65 59.00 24.0 115.97 154.50 270.47 135.24 579.48 60.00 24.0 119.05 163.34 282.39 141.19 609.07 61.00 24.0 121.42 172.29 293.72 146.86 638.30 62.00 24.0 123.52 179.48 303.00 151.50 661.97 63.00 24.0 125.48 185.49 310.97 155.48 681.94 64.00 24.0 127.44 189.68 317.12 158.56 696.47 65.00 24.0 130.11 192.27 322.37 161.19 706.91 66.00 24.0 133.62 196.31 329.93 164.97 722.56 67.00 24.0 137.48 203.08 340.56 170.28 746.72 68.00 24.0 141.17 210.77 351.94 175.97 773.48 69.00 24.0 144.69 218.05 362.73 181.37 798.83 70.00 24.0 148.03 222.30 370.33 185.17 814.94 71.00 24.0 151.19 221.26 372.46 186.23 814.99 72.00 24.0 154.58 214.65 369.24 184.62 798.54 73.00 24.0 158.61 205.47 364.09 182.04 775.04 74.00 24.0 163.21 194.35 357.56 178.78 746.27 75.00 24.0 167.89 182.76 350.65 175.33 716.17 76.00 24.0 172.59 173.06 345.64 172.82 691.76 77.00 24.0 176.70 167.12 343.82 171.91 678.06 78.00 24.0 179.66 165.37 345.03 172.52 675.77 79.00 24.0 0.00 0.00 0.00 0.00 0.00

NOTES ------- 1. MOBILIZED END BEARING IS 1/3 OF THE ORIGINAL RB-121 VALUES.

2. DAVISSON PILE CAPACITY IS AN ESTIMATE BASED ON FAILURE CRITERIA, AND EQUALS ULTIMATE SIDE FRICTION PLUS MOBILIZED END BEARING.

3. ALLOWABLE PILE CAPACITY IS 1/2 THE DAVISSON PILE CAPACITY.

4. ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 3 x THE MOBILIZED END BEARING. EXCEPTION: FOR H-PILES TIPPED IN SAND OR LIMESTONE, THE ULTIMATE PILE CAPACITY IS ULTIMATE SIDE FRICTION PLUS 2 x THE MOBILIZED END BEARING.

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FB-Deep B-101_Shaft-48in.spc 12/11/13 15:12:32


B-101_Shaft-48in.outFlorida Bridge Software Institute Date: November 25, 2013Shaft and Pile Analysis (FB-Deep v.2.04) Time: 15:08:11_________________________________________________________________________________

General Information:==================== Input file: .....SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-101_Shaft-48in.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/PG Units: English

Analysis Information:=====================Analysis Type: Drilled Shaft Analysis

Soil Information:================= Boring date: 3-21-2013 Boring number: B-101 Station number: 200+00 Offset: +33.8

Ground Elevation: 12.70(ft) Water table Elevation = 2.20(ft)


ID Depth Elevation SPT Blows Unit Weight Soil Type (ft) (ft) (Blows/ft) (pcf) ----- -------- --------- ------------- ----------- ------------------------------- 1 0.00 12.70 N/A 120.00 5- Cavity layer 2 2.00 10.70 N/A 115.00 5- Cavity layer 3 4.00 8.70 19.00 115.00 3- Clean sand 4 6.00 6.70 14.00 110.00 3- Clean sand 5 8.00 4.70 22.00 115.00 3- Clean sand 6 11.00 1.70 15.00 110.00 3- Clean sand 7 13.50 -0.80 4.00 105.00 3- Clean sand 8 16.00 -3.30 8.00 110.00 3- Clean sand 9 18.50 -5.80 10.00 110.00 3- Clean sand 10 21.00 -8.30 12.00 110.00 3- Clean sand 11 23.50 -10.80 15.00 110.00 3- Clean sand 12 26.00 -13.30 17.00 115.00 3- Clean sand 13 28.50 -15.80 12.00 110.00 3- Clean sand 14 31.00 -18.30 17.00 115.00 3- Clean sand 15 33.50 -20.80 11.00 110.00 3- Clean sand 16 36.00 -23.30 17.00 115.00 3- Clean sand 17 38.50 -25.80 2.00 100.00 3- Clean sand 18 41.00 -28.30 11.00 110.00 3- Clean sand 19 43.50 -30.80 22.00 115.00 3- Clean sand 20 46.00 -33.30 25.00 120.00 3- Clean sand 21 48.50 -35.80 21.00 115.00 3- Clean sand 22 51.00 -38.30 18.00 115.00 3- Clean sand 23 53.50 -40.80 17.00 115.00 3- Clean sand 24 56.00 -43.30 8.00 110.00 3- Clean sand 25 58.50 -45.80 60.00 130.00 3- Clean sand 26 61.00 -48.30 60.00 130.00 3- Clean sand 27 63.50 -50.80 60.00 130.00 3- Clean sand 28 66.00 -53.30 31.00 125.00 3- Clean sand 29 68.50 -55.80 21.00 120.00 3- Clean sand 30 71.00 -58.30 40.00 130.00 3- Clean sand 31 73.50 -60.80 32.00 130.00 3- Clean sand 32 76.00 -63.30 22.00 120.00 3- Clean sand 33 78.50 -65.80 43.00 130.00 3- Clean sand 34 81.00 -68.30 60.00 130.00 3- Clean sand 35 83.50 -70.80 15.00 115.00 3- Clean sand 36 85.00 -72.30 15.00 115.00 3- Clean sand

ID Cu-DIR qu qt Em qb (tsf) (tsf) (tsf) (ksi) (tsf) ----- ---------- ---------- ---------- ---------- ---------- 1 N/A N/A N/A N/A N/A 2 N/A N/A N/A N/A N/A 3 N/A N/A N/A N/A N/A 4 N/A N/A N/A N/A N/A 5 N/A N/A N/A N/A N/A 6 N/A N/A N/A N/A N/A 7 N/A N/A N/A N/A N/A 8 N/A N/A N/A N/A N/A 9 N/A N/A N/A N/A N/A 10 N/A N/A N/A N/A N/A 11 N/A N/A N/A N/A N/A 12 N/A N/A N/A N/A N/A 13 N/A N/A N/A N/A N/A 14 N/A N/A N/A N/A N/A 15 N/A N/A N/A N/A N/A

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B-101_Shaft-48in.out 16 N/A N/A N/A N/A N/A 17 N/A N/A N/A N/A N/A 18 N/A N/A N/A N/A N/A 19 N/A N/A N/A N/A N/A 20 N/A N/A N/A N/A N/A 21 N/A N/A N/A N/A N/A 22 N/A N/A N/A N/A N/A 23 N/A N/A N/A N/A N/A 24 N/A N/A N/A N/A N/A 25 N/A N/A N/A N/A N/A 26 N/A N/A N/A N/A N/A 27 N/A N/A N/A N/A N/A 28 N/A N/A N/A N/A N/A 29 N/A N/A N/A N/A N/A 30 N/A N/A N/A N/A N/A 31 N/A N/A N/A N/A N/A 32 N/A N/A N/A N/A N/A 33 N/A N/A N/A N/A N/A 34 N/A N/A N/A N/A N/A 35 N/A N/A N/A N/A N/A 36 N/A N/A N/A N/A N/A

ID RQD F.M. S.R.I. Rock Recovery ----- ---------- ---------- ------------- 1 N/A N/A N/A 2 N/A N/A N/A 3 N/A N/A N/A 4 N/A N/A N/A 5 N/A N/A N/A 6 N/A N/A N/A 7 N/A N/A N/A 8 N/A N/A N/A 9 N/A N/A N/A 10 N/A N/A N/A 11 N/A N/A N/A 12 N/A N/A N/A 13 N/A N/A N/A 14 N/A N/A N/A 15 N/A N/A N/A 16 N/A N/A N/A 17 N/A N/A N/A 18 N/A N/A N/A 19 N/A N/A N/A 20 N/A N/A N/A 21 N/A N/A N/A 22 N/A N/A N/A 23 N/A N/A N/A 24 N/A N/A N/A 25 N/A N/A N/A 26 N/A N/A N/A 27 N/A N/A N/A 28 N/A N/A N/A 29 N/A N/A N/A 30 N/A N/A N/A 31 N/A N/A N/A 32 N/A N/A N/A 33 N/A N/A N/A 34 N/A N/A N/A 35 N/A N/A N/A 36 N/A N/A N/A

Drilled Shaft Data:===================

Shaft Geometry:--------------- ID Length Tip Elev. Case Len. Diameter Base Diam. Bell Len. (ft) (ft) (ft) (in) (in) (ft) ----- ---------- ---------- ---------- ---------- ---------- ---------- 1 10.00 2.70 6.00 48.00 48.00 0.00 2 11.00 1.70 6.00 48.00 48.00 0.00 3 12.00 0.70 6.00 48.00 48.00 0.00 4 13.00 -0.30 6.00 48.00 48.00 0.00 5 14.00 -1.30 6.00 48.00 48.00 0.00 6 15.00 -2.30 6.00 48.00 48.00 0.00 7 16.00 -3.30 6.00 48.00 48.00 0.00 8 17.00 -4.30 6.00 48.00 48.00 0.00 9 18.00 -5.30 6.00 48.00 48.00 0.00 10 19.00 -6.30 6.00 48.00 48.00 0.00 11 20.00 -7.30 6.00 48.00 48.00 0.00 12 21.00 -8.30 6.00 48.00 48.00 0.00 13 22.00 -9.30 6.00 48.00 48.00 0.00 14 23.00 -10.30 6.00 48.00 48.00 0.00 15 24.00 -11.30 6.00 48.00 48.00 0.00 16 25.00 -12.30 6.00 48.00 48.00 0.00 17 26.00 -13.30 6.00 48.00 48.00 0.00

Page 2

B-101_Shaft-48in.out 18 27.00 -14.30 6.00 48.00 48.00 0.00 19 28.00 -15.30 6.00 48.00 48.00 0.00 20 29.00 -16.30 6.00 48.00 48.00 0.00 21 30.00 -17.30 6.00 48.00 48.00 0.00 22 31.00 -18.30 6.00 48.00 48.00 0.00 23 32.00 -19.30 6.00 48.00 48.00 0.00 24 33.00 -20.30 6.00 48.00 48.00 0.00 25 34.00 -21.30 6.00 48.00 48.00 0.00 26 35.00 -22.30 6.00 48.00 48.00 0.00 27 36.00 -23.30 6.00 48.00 48.00 0.00 28 37.00 -24.30 6.00 48.00 48.00 0.00 29 38.00 -25.30 6.00 48.00 48.00 0.00 30 39.00 -26.30 6.00 48.00 48.00 0.00 31 40.00 -27.30 6.00 48.00 48.00 0.00 32 41.00 -28.30 6.00 48.00 48.00 0.00 33 42.00 -29.30 6.00 48.00 48.00 0.00 34 43.00 -30.30 6.00 48.00 48.00 0.00 35 44.00 -31.30 6.00 48.00 48.00 0.00 36 45.00 -32.30 6.00 48.00 48.00 0.00 37 46.00 -33.30 6.00 48.00 48.00 0.00 38 47.00 -34.30 6.00 48.00 48.00 0.00 39 48.00 -35.30 6.00 48.00 48.00 0.00 40 49.00 -36.30 6.00 48.00 48.00 0.00 41 50.00 -37.30 6.00 48.00 48.00 0.00 42 51.00 -38.30 6.00 48.00 48.00 0.00 43 52.00 -39.30 6.00 48.00 48.00 0.00 44 53.00 -40.30 6.00 48.00 48.00 0.00 45 54.00 -41.30 6.00 48.00 48.00 0.00 46 55.00 -42.30 6.00 48.00 48.00 0.00 47 56.00 -43.30 6.00 48.00 48.00 0.00 48 57.00 -44.30 6.00 48.00 48.00 0.00 49 58.00 -45.30 6.00 48.00 48.00 0.00 50 59.00 -46.30 6.00 48.00 48.00 0.00 51 60.00 -47.30 6.00 48.00 48.00 0.00 52 61.00 -48.30 6.00 48.00 48.00 0.00 53 62.00 -49.30 6.00 48.00 48.00 0.00 54 63.00 -50.30 6.00 48.00 48.00 0.00 55 64.00 -51.30 6.00 48.00 48.00 0.00 56 65.00 -52.30 6.00 48.00 48.00 0.00 57 66.00 -53.30 6.00 48.00 48.00 0.00 58 67.00 -54.30 6.00 48.00 48.00 0.00 59 68.00 -55.30 6.00 48.00 48.00 0.00 60 69.00 -56.30 6.00 48.00 48.00 0.00 61 70.00 -57.30 6.00 48.00 48.00 0.00 62 71.00 -58.30 6.00 48.00 48.00 0.00 63 72.00 -59.30 6.00 48.00 48.00 0.00 64 73.00 -60.30 6.00 48.00 48.00 0.00 65 74.00 -61.30 6.00 48.00 48.00 0.00 66 75.00 -62.30 6.00 48.00 48.00 0.00 67 76.00 -63.30 6.00 48.00 48.00 0.00 68 77.00 -64.30 6.00 48.00 48.00 0.00 69 78.00 -65.30 6.00 48.00 48.00 0.00 70 79.00 -66.30 6.00 48.00 48.00 0.00 71 80.00 -67.30 6.00 48.00 48.00 0.00

Drilled Shaft Capacity (sorted by shaft diameter):================================================== Strength reduction factors: Skin-friction = 1.00, End-bearing = 1.00

ID Diameter Length Skin Fric. End Bearing Capacity (in) (ft) (tons) (tons) (tons) ----- ---------- ---------- ------------ ------------ ------------ 1 48.00 10.00 12.657 126.778 139.436 2 48.00 11.00 17.282 121.941 139.224 3 48.00 12.00 22.440 118.864 141.304 4 48.00 13.00 27.809 114.812 142.621 5 48.00 14.00 31.498 107.518 139.016 6 48.00 15.00 33.394 100.441 133.835 7 48.00 16.00 35.343 96.166 131.508 8 48.00 17.00 39.349 94.438 133.787 9 48.00 18.00 43.472 95.958 139.430 10 48.00 19.00 48.240 100.710 148.950 11 48.00 20.00 53.667 107.294 160.961 12 48.00 21.00 59.225 112.494 171.719 13 48.00 22.00 66.041 117.520 183.560 14 48.00 23.00 73.001 123.013 196.013 15 48.00 24.00 80.126 127.989 208.115 16 48.00 25.00 87.412 131.106 218.517 17 48.00 26.00 94.826 132.703 227.529 18 48.00 27.00 102.371 134.612 236.982 19 48.00 28.00 110.057 136.754 246.811 20 48.00 29.00 117.843 136.618 254.461 21 48.00 30.00 125.703 132.372 258.074 22 48.00 31.00 133.661 125.048 258.709 23 48.00 32.00 141.787 118.464 260.251 24 48.00 33.00 150.024 113.985 264.009 25 48.00 34.00 157.985 113.050 271.035

Page 3

B-101_Shaft-48in.out 26 48.00 35.00 165.640 116.205 281.845 27 48.00 36.00 173.363 120.997 294.360 28 48.00 37.00 181.932 124.814 306.746 29 48.00 38.00 190.585 128.320 318.905 30 48.00 39.00 196.597 132.644 329.242 31 48.00 40.00 199.952 137.903 337.855 32 48.00 41.00 203.365 141.555 344.921 33 48.00 42.00 211.344 143.386 354.731 34 48.00 43.00 219.361 146.776 366.137 35 48.00 44.00 227.815 155.151 382.966 36 48.00 45.00 236.717 167.344 404.061 37 48.00 46.00 245.666 177.434 423.100 38 48.00 47.00 254.662 182.810 437.472 39 48.00 48.00 263.713 182.654 446.367 40 48.00 49.00 272.810 181.494 454.304 41 48.00 50.00 281.933 184.528 466.461 42 48.00 51.00 291.078 192.693 483.772 43 48.00 52.00 300.237 200.712 500.949 44 48.00 53.00 309.408 208.808 518.216 45 48.00 54.00 318.585 217.996 536.581 46 48.00 55.00 327.764 227.767 555.531 47 48.00 56.00 336.941 237.539 574.481 48 48.00 57.00 343.000 247.248 590.248 49 48.00 58.00 349.041 257.919 606.961 50 48.00 59.00 356.611 268.848 625.458 51 48.00 60.00 365.739 278.377 644.116 52 48.00 61.00 374.888 288.909 663.797 53 48.00 62.00 384.045 305.840 689.885 54 48.00 63.00 393.210 323.577 716.787 55 48.00 64.00 402.375 332.436 734.811 56 48.00 65.00 411.533 329.976 741.509 57 48.00 66.00 420.682 323.601 744.284 58 48.00 67.00 429.806 314.195 744.001 59 48.00 68.00 438.895 301.673 740.568 60 48.00 69.00 447.944 289.627 737.570 61 48.00 70.00 456.936 283.424 740.360 62 48.00 71.00 465.869 284.991 750.860 63 48.00 72.00 474.746 290.427 765.173 64 48.00 73.00 483.576 298.251 781.827 65 48.00 74.00 492.352 305.589 797.941 66 48.00 75.00 501.069 308.235 809.305 67 48.00 76.00 509.724 300.132 809.856 68 48.00 77.00 518.297 285.692 803.989 69 48.00 78.00 ********** Not enough soil data ******* 70 48.00 79.00 ********** Not enough soil data ******* 71 48.00 80.00 ********** Not enough soil data *******

Drilled Shaft Capacity at User-Defined Settlement (sorted by shaft diameter):=============================================================================***** Capacity is NOT modified by the strength reduction factors ***** ---

User-Defined Settlement = 1.04%

ID Diameter Length Skin Fric. End Bearing Capacity (in) (ft) (tons) (tons) (tons) ----- ---------- ---------- ------------ ------------ ------------ 1 48.00 10.00 12.380 40.337 52.717 2 48.00 11.00 16.904 38.798 55.702 3 48.00 12.00 21.949 37.818 59.767 4 48.00 13.00 27.200 36.529 63.729 5 48.00 14.00 30.809 34.209 65.017 6 48.00 15.00 32.663 31.957 64.620 7 48.00 16.00 34.569 30.597 65.166 8 48.00 17.00 38.487 30.047 68.534 9 48.00 18.00 42.520 30.530 73.051 10 48.00 19.00 47.184 32.043 79.226 11 48.00 20.00 52.492 34.137 86.629 12 48.00 21.00 57.929 35.792 93.720 13 48.00 22.00 64.595 37.391 101.986 14 48.00 23.00 71.403 39.138 110.541 15 48.00 24.00 78.373 40.722 119.094 16 48.00 25.00 85.499 41.713 127.212 17 48.00 26.00 92.750 42.222 134.972 18 48.00 27.00 100.130 42.829 142.959 19 48.00 28.00 107.648 43.511 151.159 20 48.00 29.00 115.264 43.467 158.731 21 48.00 30.00 122.951 42.116 165.067 22 48.00 31.00 130.736 39.786 170.522 23 48.00 32.00 138.683 37.691 176.375 24 48.00 33.00 146.740 36.266 183.006 25 48.00 34.00 154.527 35.969 190.496 26 48.00 35.00 162.015 36.972 198.987 27 48.00 36.00 169.569 38.497 208.066 28 48.00 37.00 177.950 39.712 217.661 29 48.00 38.00 186.414 40.827 227.241 30 48.00 39.00 192.294 42.203 234.497

Page 4

B-101_Shaft-48in.out 31 48.00 40.00 195.575 43.876 239.451 32 48.00 41.00 198.914 45.038 243.952 33 48.00 42.00 206.718 45.621 252.339 34 48.00 43.00 214.560 46.699 261.259 35 48.00 44.00 222.829 49.364 272.192 36 48.00 45.00 231.536 53.243 284.779 37 48.00 46.00 240.289 56.453 296.742 38 48.00 47.00 249.088 58.164 307.252 39 48.00 48.00 257.941 58.114 316.055 40 48.00 49.00 266.839 57.745 324.584 41 48.00 50.00 275.762 58.711 334.473 42 48.00 51.00 284.707 61.308 346.016 43 48.00 52.00 293.665 63.860 357.525 44 48.00 53.00 302.635 66.436 369.071 45 48.00 54.00 311.612 69.359 380.971 46 48.00 55.00 320.590 72.468 393.058 47 48.00 56.00 329.566 75.577 405.143 48 48.00 57.00 335.492 78.666 414.158 49 48.00 58.00 341.402 82.061 423.463 50 48.00 59.00 348.805 85.538 434.343 51 48.00 60.00 357.734 88.570 446.304 52 48.00 61.00 366.682 91.921 458.603 53 48.00 62.00 375.639 97.308 472.947 54 48.00 63.00 384.603 102.951 487.555 55 48.00 64.00 393.568 105.770 499.338 56 48.00 65.00 402.526 104.987 507.513 57 48.00 66.00 411.475 102.959 514.433 58 48.00 67.00 420.398 99.966 520.364 59 48.00 68.00 429.289 95.982 525.271 60 48.00 69.00 438.139 92.149 530.288 61 48.00 70.00 446.935 90.176 537.111 62 48.00 71.00 455.672 90.674 546.347 63 48.00 72.00 464.355 92.404 556.759 64 48.00 73.00 472.991 94.893 567.885 65 48.00 74.00 481.576 97.228 578.804 66 48.00 75.00 490.102 98.070 588.172 67 48.00 76.00 498.567 95.492 594.059 68 48.00 77.00 506.953 90.898 597.850 69 48.00 78.00 ********** Not enough soil data ******* 70 48.00 79.00 ********** Not enough soil data ******* 71 48.00 80.00 ********** Not enough soil data *******

Page 5


General Information:==================== Input file: .....SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-102_Shaft-48in.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/QQ Units: English





ID Depth Elevation SPT Blows Unit Weight Soil Type (ft) (ft) (Blows/ft) (pcf) ----- -------- --------- ------------- ----------- ------------------------------- 1 0.00 9.80 N/A 110.00 5- Cavity layer 2 2.00 7.80 N/A 110.00 5- Cavity layer 3 4.00 5.80 2.00 100.00 3- Clean sand 4 6.00 3.80 10.00 110.00 3- Clean sand 5 8.00 1.80 2.00 100.00 3- Clean sand 6 11.00 -1.20 2.00 100.00 3- Clean sand 7 13.50 -3.70 4.00 100.00 3- Clean sand 8 16.00 -6.20 11.00 110.00 3- Clean sand 9 18.50 -8.70 7.00 105.00 3- Clean sand 10 21.00 -11.20 12.00 110.00 3- Clean sand 11 23.50 -13.70 20.00 115.00 3- Clean sand 12 26.00 -16.20 20.00 115.00 3- Clean sand 13 28.50 -18.70 22.00 115.00 3- Clean sand 14 31.00 -21.20 20.00 115.00 3- Clean sand 15 33.50 -23.70 5.00 105.00 3- Clean sand 16 36.00 -26.20 6.00 105.00 3- Clean sand 17 38.50 -28.70 8.00 110.00 3- Clean sand 18 41.00 -31.20 9.00 110.00 3- Clean sand 19 43.50 -33.70 17.00 115.00 3- Clean sand 20 46.00 -36.20 22.00 115.00 3- Clean sand 21 48.50 -38.70 32.00 130.00 3- Clean sand 22 51.00 -41.20 18.00 120.00 3- Clean sand 23 53.50 -43.70 30.00 120.00 3- Clean sand 24 56.00 -46.20 35.00 125.00 3- Clean sand 25 58.50 -48.70 60.00 130.00 3- Clean sand 26 61.00 -51.20 20.00 115.00 3- Clean sand 27 63.50 -53.70 17.00 115.00 3- Clean sand 28 66.00 -56.20 41.00 130.00 3- Clean sand 29 68.50 -58.70 36.00 130.00 3- Clean sand 30 71.00 -61.20 31.00 130.00 3- Clean sand 31 73.50 -63.70 60.00 130.00 3- Clean sand 32 76.00 -66.20 58.00 130.00 3- Clean sand 33 78.50 -68.70 17.00 120.00 3- Clean sand 34 81.00 -71.20 20.00 120.00 3- Clean sand 35 83.50 -73.70 21.00 120.00 3- Clean sand 36 85.00 -75.20 21.00 120.00 3- Clean sand


Page 1




Shaft Geometry:--------------- ID Length Tip Elev. Case Len. Diameter Base Diam. Bell Len. (ft) (ft) (ft) (in) (in) (ft) ----- ---------- ---------- ---------- ---------- ---------- ---------- 1 10.00 -0.20 6.00 48.00 48.00 0.00 2 11.00 -1.20 6.00 48.00 48.00 0.00 3 12.00 -2.20 6.00 48.00 48.00 0.00 4 13.00 -3.20 6.00 48.00 48.00 0.00 5 14.00 -4.20 6.00 48.00 48.00 0.00 6 15.00 -5.20 6.00 48.00 48.00 0.00 7 16.00 -6.20 6.00 48.00 48.00 0.00 8 17.00 -7.20 6.00 48.00 48.00 0.00 9 18.00 -8.20 6.00 48.00 48.00 0.00 10 19.00 -9.20 6.00 48.00 48.00 0.00 11 20.00 -10.20 6.00 48.00 48.00 0.00 12 21.00 -11.20 6.00 48.00 48.00 0.00 13 22.00 -12.20 6.00 48.00 48.00 0.00 14 23.00 -13.20 6.00 48.00 48.00 0.00 15 24.00 -14.20 6.00 48.00 48.00 0.00 16 25.00 -15.20 6.00 48.00 48.00 0.00 17 26.00 -16.20 6.00 48.00 48.00 0.00

Page 2

B-102_Shaft-48in.out 18 27.00 -17.20 6.00 48.00 48.00 0.00 19 28.00 -18.20 6.00 48.00 48.00 0.00 20 29.00 -19.20 6.00 48.00 48.00 0.00 21 30.00 -20.20 6.00 48.00 48.00 0.00 22 31.00 -21.20 6.00 48.00 48.00 0.00 23 32.00 -22.20 6.00 48.00 48.00 0.00 24 33.00 -23.20 6.00 48.00 48.00 0.00 25 34.00 -24.20 6.00 48.00 48.00 0.00 26 35.00 -25.20 6.00 48.00 48.00 0.00 27 36.00 -26.20 6.00 48.00 48.00 0.00 28 37.00 -27.20 6.00 48.00 48.00 0.00 29 38.00 -28.20 6.00 48.00 48.00 0.00 30 39.00 -29.20 6.00 48.00 48.00 0.00 31 40.00 -30.20 6.00 48.00 48.00 0.00 32 41.00 -31.20 6.00 48.00 48.00 0.00 33 42.00 -32.20 6.00 48.00 48.00 0.00 34 43.00 -33.20 6.00 48.00 48.00 0.00 35 44.00 -34.20 6.00 48.00 48.00 0.00 36 45.00 -35.20 6.00 48.00 48.00 0.00 37 46.00 -36.20 6.00 48.00 48.00 0.00 38 47.00 -37.20 6.00 48.00 48.00 0.00 39 48.00 -38.20 6.00 48.00 48.00 0.00 40 49.00 -39.20 6.00 48.00 48.00 0.00 41 50.00 -40.20 6.00 48.00 48.00 0.00 42 51.00 -41.20 6.00 48.00 48.00 0.00 43 52.00 -42.20 6.00 48.00 48.00 0.00 44 53.00 -43.20 6.00 48.00 48.00 0.00 45 54.00 -44.20 6.00 48.00 48.00 0.00 46 55.00 -45.20 6.00 48.00 48.00 0.00 47 56.00 -46.20 6.00 48.00 48.00 0.00 48 57.00 -47.20 6.00 48.00 48.00 0.00 49 58.00 -48.20 6.00 48.00 48.00 0.00 50 59.00 -49.20 6.00 48.00 48.00 0.00 51 60.00 -50.20 6.00 48.00 48.00 0.00 52 61.00 -51.20 6.00 48.00 48.00 0.00 53 62.00 -52.20 6.00 48.00 48.00 0.00 54 63.00 -53.20 6.00 48.00 48.00 0.00 55 64.00 -54.20 6.00 48.00 48.00 0.00 56 65.00 -55.20 6.00 48.00 48.00 0.00 57 66.00 -56.20 6.00 48.00 48.00 0.00 58 67.00 -57.20 6.00 48.00 48.00 0.00 59 68.00 -58.20 6.00 48.00 48.00 0.00 60 69.00 -59.20 6.00 48.00 48.00 0.00 61 70.00 -60.20 6.00 48.00 48.00 0.00 62 71.00 -61.20 6.00 48.00 48.00 0.00 63 72.00 -62.20 6.00 48.00 48.00 0.00 64 73.00 -63.20 6.00 48.00 48.00 0.00 65 74.00 -64.20 6.00 48.00 48.00 0.00 66 75.00 -65.20 6.00 48.00 48.00 0.00 67 76.00 -66.20 6.00 48.00 48.00 0.00 68 77.00 -67.20 6.00 48.00 48.00 0.00 69 78.00 -68.20 6.00 48.00 48.00 0.00 70 79.00 -69.20 6.00 48.00 48.00 0.00 71 80.00 -70.20 6.00 48.00 48.00 0.00



Page 3

B-102_Shaft-48in.out 26 48.00 35.00 112.216 103.242 215.458 27 48.00 36.00 115.246 97.701 212.947 28 48.00 37.00 118.912 94.156 213.068 29 48.00 38.00 122.609 94.585 217.194 30 48.00 39.00 126.958 101.587 228.545 31 48.00 40.00 131.972 115.066 247.037 32 48.00 41.00 137.032 130.570 267.602 33 48.00 42.00 142.769 143.542 286.311 34 48.00 43.00 148.550 153.398 301.948 35 48.00 44.00 155.377 162.991 318.367 36 48.00 45.00 163.267 175.223 338.490 37 48.00 46.00 171.222 190.094 361.316 38 48.00 47.00 179.232 206.612 385.843 39 48.00 48.00 187.295 223.674 410.969 40 48.00 49.00 195.412 239.995 435.407 41 48.00 50.00 203.616 254.327 457.943 42 48.00 51.00 211.909 266.388 478.297 43 48.00 52.00 220.263 272.812 493.075 44 48.00 53.00 228.661 273.084 501.744 45 48.00 54.00 237.094 268.380 505.474 46 48.00 55.00 245.558 261.251 506.809 47 48.00 56.00 254.050 258.007 512.057 48 48.00 57.00 262.567 264.211 526.779 49 48.00 58.00 271.117 276.593 547.710 50 48.00 59.00 279.693 287.620 567.313 51 48.00 60.00 288.300 292.837 581.136 52 48.00 61.00 296.936 293.609 590.545 53 48.00 62.00 305.571 290.765 596.336 54 48.00 63.00 314.182 284.910 599.092 55 48.00 64.00 322.765 277.924 600.689 56 48.00 65.00 331.313 274.019 605.332 57 48.00 66.00 339.825 279.171 618.996 58 48.00 67.00 348.312 291.670 639.982 59 48.00 68.00 356.792 307.466 664.258 60 48.00 69.00 365.257 321.128 686.384 61 48.00 70.00 373.700 328.865 702.564 62 48.00 71.00 382.119 325.287 707.406 63 48.00 72.00 390.503 314.542 705.045 64 48.00 73.00 398.852 302.263 701.115 65 48.00 74.00 407.158 292.435 699.593 66 48.00 75.00 415.415 284.304 699.720 67 48.00 76.00 423.621 277.910 701.531 68 48.00 77.00 431.766 272.195 703.961 69 48.00 78.00 ********** Not enough soil data ******* 70 48.00 79.00 ********** Not enough soil data ******* 71 48.00 80.00 ********** Not enough soil data *******




Page 4

B-102_Shaft-48in.out 31 48.00 40.00 129.083 36.610 165.693 32 48.00 41.00 134.032 41.543 175.575 33 48.00 42.00 139.644 45.670 185.314 34 48.00 43.00 145.299 48.806 194.105 35 48.00 44.00 151.976 51.858 203.834 36 48.00 45.00 159.694 55.750 215.444 37 48.00 46.00 167.474 60.482 227.956 38 48.00 47.00 175.309 65.737 241.046 39 48.00 48.00 183.195 71.166 254.361 40 48.00 49.00 191.135 76.358 267.493 41 48.00 50.00 199.159 80.918 280.077 42 48.00 51.00 207.271 84.756 292.026 43 48.00 52.00 215.442 86.800 302.242 44 48.00 53.00 223.656 86.886 310.542 45 48.00 54.00 231.905 85.389 317.294 46 48.00 55.00 240.183 83.121 323.305 47 48.00 56.00 248.489 82.089 330.578 48 48.00 57.00 256.820 84.063 340.883 49 48.00 58.00 265.182 88.003 353.185 50 48.00 59.00 273.571 91.511 365.082 51 48.00 60.00 281.989 93.171 375.160 52 48.00 61.00 290.437 93.416 383.853 53 48.00 62.00 298.883 92.511 391.394 54 48.00 63.00 307.305 90.649 397.954 55 48.00 64.00 315.700 88.426 404.126 56 48.00 65.00 324.061 87.183 411.244 57 48.00 66.00 332.387 88.823 421.210 58 48.00 67.00 340.689 92.799 433.488 59 48.00 68.00 348.983 97.825 446.808 60 48.00 69.00 357.262 102.172 459.434 61 48.00 70.00 365.520 104.634 470.154 62 48.00 71.00 373.755 103.495 477.250 63 48.00 72.00 381.956 100.076 482.032 64 48.00 73.00 390.122 96.170 486.292 65 48.00 74.00 398.246 93.043 491.289 66 48.00 75.00 406.323 90.456 496.779 67 48.00 76.00 414.349 88.422 502.771 68 48.00 77.00 422.316 86.603 508.919 69 48.00 78.00 ********** Not enough soil data ******* 70 48.00 79.00 ********** Not enough soil data ******* 71 48.00 80.00 ********** Not enough soil data *******

Page 5




General Information:==================== Input file: .....SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-101_Shaft-60in.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/PG Units: English





ID Depth Elevation SPT Blows Unit Weight Soil Type (ft) (ft) (Blows/ft) (pcf) ----- -------- --------- ------------- ----------- ------------------------------- 1 0.00 12.70 N/A 120.00 5- Cavity layer 2 2.00 10.70 N/A 115.00 5- Cavity layer 3 4.00 8.70 19.00 115.00 3- Clean sand 4 6.00 6.70 14.00 110.00 3- Clean sand 5 8.00 4.70 22.00 115.00 3- Clean sand 6 11.00 1.70 15.00 110.00 3- Clean sand 7 13.50 -0.80 4.00 105.00 3- Clean sand 8 16.00 -3.30 8.00 110.00 3- Clean sand 9 18.50 -5.80 10.00 110.00 3- Clean sand 10 21.00 -8.30 12.00 110.00 3- Clean sand 11 23.50 -10.80 15.00 110.00 3- Clean sand 12 26.00 -13.30 17.00 115.00 3- Clean sand 13 28.50 -15.80 12.00 110.00 3- Clean sand 14 31.00 -18.30 17.00 115.00 3- Clean sand 15 33.50 -20.80 11.00 110.00 3- Clean sand 16 36.00 -23.30 17.00 115.00 3- Clean sand 17 38.50 -25.80 2.00 100.00 3- Clean sand 18 41.00 -28.30 11.00 110.00 3- Clean sand 19 43.50 -30.80 22.00 115.00 3- Clean sand 20 46.00 -33.30 25.00 120.00 3- Clean sand 21 48.50 -35.80 21.00 115.00 3- Clean sand 22 51.00 -38.30 18.00 115.00 3- Clean sand 23 53.50 -40.80 17.00 115.00 3- Clean sand 24 56.00 -43.30 8.00 110.00 3- Clean sand 25 58.50 -45.80 60.00 130.00 3- Clean sand 26 61.00 -48.30 60.00 130.00 3- Clean sand 27 63.50 -50.80 60.00 130.00 3- Clean sand 28 66.00 -53.30 31.00 125.00 3- Clean sand 29 68.50 -55.80 21.00 120.00 3- Clean sand 30 71.00 -58.30 40.00 130.00 3- Clean sand 31 73.50 -60.80 32.00 130.00 3- Clean sand 32 76.00 -63.30 22.00 120.00 3- Clean sand 33 78.50 -65.80 43.00 130.00 3- Clean sand 34 81.00 -68.30 60.00 130.00 3- Clean sand 35 83.50 -70.80 15.00 115.00 3- Clean sand 36 85.00 -72.30 15.00 115.00 3- Clean sand


Page 1




Shaft Geometry:--------------- ID Length Tip Elev. Case Len. Diameter Base Diam. Bell Len. (ft) (ft) (ft) (in) (in) (ft) ----- ---------- ---------- ---------- ---------- ---------- ---------- 1 10.00 2.70 6.00 60.00 60.00 0.00 2 11.00 1.70 6.00 60.00 60.00 0.00 3 12.00 0.70 6.00 60.00 60.00 0.00 4 13.00 -0.30 6.00 60.00 60.00 0.00 5 14.00 -1.30 6.00 60.00 60.00 0.00 6 15.00 -2.30 6.00 60.00 60.00 0.00 7 16.00 -3.30 6.00 60.00 60.00 0.00 8 17.00 -4.30 6.00 60.00 60.00 0.00 9 18.00 -5.30 6.00 60.00 60.00 0.00 10 19.00 -6.30 6.00 60.00 60.00 0.00 11 20.00 -7.30 6.00 60.00 60.00 0.00 12 21.00 -8.30 6.00 60.00 60.00 0.00 13 22.00 -9.30 6.00 60.00 60.00 0.00 14 23.00 -10.30 6.00 60.00 60.00 0.00 15 24.00 -11.30 6.00 60.00 60.00 0.00 16 25.00 -12.30 6.00 60.00 60.00 0.00 17 26.00 -13.30 6.00 60.00 60.00 0.00

Page 2

B-101_Shaft-60in.out 18 27.00 -14.30 6.00 60.00 60.00 0.00 19 28.00 -15.30 6.00 60.00 60.00 0.00 20 29.00 -16.30 6.00 60.00 60.00 0.00 21 30.00 -17.30 6.00 60.00 60.00 0.00 22 31.00 -18.30 6.00 60.00 60.00 0.00 23 32.00 -19.30 6.00 60.00 60.00 0.00 24 33.00 -20.30 6.00 60.00 60.00 0.00 25 34.00 -21.30 6.00 60.00 60.00 0.00 26 35.00 -22.30 6.00 60.00 60.00 0.00 27 36.00 -23.30 6.00 60.00 60.00 0.00 28 37.00 -24.30 6.00 60.00 60.00 0.00 29 38.00 -25.30 6.00 60.00 60.00 0.00 30 39.00 -26.30 6.00 60.00 60.00 0.00 31 40.00 -27.30 6.00 60.00 60.00 0.00 32 41.00 -28.30 6.00 60.00 60.00 0.00 33 42.00 -29.30 6.00 60.00 60.00 0.00 34 43.00 -30.30 6.00 60.00 60.00 0.00 35 44.00 -31.30 6.00 60.00 60.00 0.00 36 45.00 -32.30 6.00 60.00 60.00 0.00 37 46.00 -33.30 6.00 60.00 60.00 0.00 38 47.00 -34.30 6.00 60.00 60.00 0.00 39 48.00 -35.30 6.00 60.00 60.00 0.00 40 49.00 -36.30 6.00 60.00 60.00 0.00 41 50.00 -37.30 6.00 60.00 60.00 0.00 42 51.00 -38.30 6.00 60.00 60.00 0.00 43 52.00 -39.30 6.00 60.00 60.00 0.00 44 53.00 -40.30 6.00 60.00 60.00 0.00 45 54.00 -41.30 6.00 60.00 60.00 0.00 46 55.00 -42.30 6.00 60.00 60.00 0.00 47 56.00 -43.30 6.00 60.00 60.00 0.00 48 57.00 -44.30 6.00 60.00 60.00 0.00 49 58.00 -45.30 6.00 60.00 60.00 0.00 50 59.00 -46.30 6.00 60.00 60.00 0.00 51 60.00 -47.30 6.00 60.00 60.00 0.00 52 61.00 -48.30 6.00 60.00 60.00 0.00 53 62.00 -49.30 6.00 60.00 60.00 0.00 54 63.00 -50.30 6.00 60.00 60.00 0.00 55 64.00 -51.30 6.00 60.00 60.00 0.00 56 65.00 -52.30 6.00 60.00 60.00 0.00 57 66.00 -53.30 6.00 60.00 60.00 0.00 58 67.00 -54.30 6.00 60.00 60.00 0.00 59 68.00 -55.30 6.00 60.00 60.00 0.00 60 69.00 -56.30 6.00 60.00 60.00 0.00 61 70.00 -57.30 6.00 60.00 60.00 0.00 62 71.00 -58.30 6.00 60.00 60.00 0.00 63 72.00 -59.30 6.00 60.00 60.00 0.00 64 73.00 -60.30 6.00 60.00 60.00 0.00 65 74.00 -61.30 6.00 60.00 60.00 0.00 66 75.00 -62.30 6.00 60.00 60.00 0.00 67 76.00 -63.30 6.00 60.00 60.00 0.00 68 77.00 -64.30 6.00 60.00 60.00 0.00 69 78.00 -65.30 6.00 60.00 60.00 0.00 70 79.00 -66.30 6.00 60.00 60.00 0.00 71 80.00 -67.30 6.00 60.00 60.00 0.00



Page 3

B-101_Shaft-60in.out 26 60.00 35.00 207.051 163.939 370.989 27 60.00 36.00 216.704 171.446 388.150 28 60.00 37.00 227.415 178.466 405.881 29 60.00 38.00 238.231 181.672 419.903 30 60.00 39.00 245.747 181.783 427.530 31 60.00 40.00 249.940 183.122 433.062 32 60.00 41.00 254.206 186.409 440.616 33 60.00 42.00 264.180 190.021 454.201 34 60.00 43.00 274.201 192.334 466.535 35 60.00 44.00 284.769 193.876 478.645 36 60.00 45.00 295.896 197.812 493.708 37 60.00 46.00 307.083 204.670 511.752 38 60.00 47.00 318.328 215.300 533.628 39 60.00 48.00 329.642 230.554 560.196 40 60.00 49.00 341.013 249.376 590.389 41 60.00 50.00 352.416 265.439 617.855 42 60.00 51.00 363.848 277.687 641.535 43 60.00 52.00 375.296 287.501 662.797 44 60.00 53.00 386.760 296.259 683.019 45 60.00 54.00 398.232 303.882 702.114 46 60.00 55.00 409.705 309.884 719.589 47 60.00 56.00 421.177 314.184 735.361 48 60.00 57.00 428.750 318.214 746.964 49 60.00 58.00 436.302 323.407 759.709 50 60.00 59.00 445.763 330.236 775.999 51 60.00 60.00 457.174 341.542 798.716 52 60.00 61.00 468.610 357.798 826.408 53 60.00 62.00 480.056 377.017 857.073 54 60.00 63.00 491.512 397.209 888.722 55 60.00 64.00 502.969 416.543 919.512 56 60.00 65.00 514.417 424.026 938.442 57 60.00 66.00 525.853 417.824 943.677 58 60.00 67.00 537.257 406.604 943.861 59 60.00 68.00 548.619 399.034 947.653 60 60.00 69.00 559.930 394.850 954.780 61 60.00 70.00 571.170 392.472 963.642 62 60.00 71.00 582.336 391.636 973.972 63 60.00 72.00 593.432 389.676 983.108 64 60.00 73.00 604.470 383.928 988.398 65 60.00 74.00 615.441 375.170 990.611 66 60.00 75.00 626.337 368.069 994.405 67 60.00 76.00 ********** Not enough soil data ******* 68 60.00 77.00 ********** Not enough soil data ******* 69 60.00 78.00 ********** Not enough soil data ******* 70 60.00 79.00 ********** Not enough soil data ******* 71 60.00 80.00 ********** Not enough soil data *******




Page 4

B-101_Shaft-60in.out 31 60.00 40.00 243.568 47.812 291.380 32 60.00 41.00 247.726 48.670 296.396 33 60.00 42.00 257.445 49.613 307.058 34 60.00 43.00 267.211 50.217 317.428 35 60.00 44.00 277.509 50.619 328.128 36 60.00 45.00 288.353 51.647 340.000 37 60.00 46.00 299.254 53.438 352.692 38 60.00 47.00 310.213 56.213 366.426 39 60.00 48.00 321.238 60.196 381.434 40 60.00 49.00 332.319 65.110 397.429 41 60.00 50.00 343.432 69.304 412.736 42 60.00 51.00 354.572 72.502 427.074 43 60.00 52.00 365.728 75.064 440.793 44 60.00 53.00 376.900 77.351 454.251 45 60.00 54.00 388.079 79.341 467.420 46 60.00 55.00 399.260 80.908 480.168 47 60.00 56.00 410.440 82.031 492.470 48 60.00 57.00 417.819 83.083 500.903 49 60.00 58.00 425.179 84.439 509.618 50 60.00 59.00 434.399 86.222 520.621 51 60.00 60.00 445.519 89.174 534.693 52 60.00 61.00 456.663 93.418 550.081 53 60.00 62.00 467.818 98.436 566.254 54 60.00 63.00 478.982 103.708 582.690 55 60.00 64.00 490.146 108.756 598.902 56 60.00 65.00 501.302 110.710 612.012 57 60.00 66.00 512.447 109.090 621.538 58 60.00 67.00 523.560 106.161 629.722 59 60.00 68.00 534.633 104.185 638.818 60 60.00 69.00 545.655 103.092 648.747 61 60.00 70.00 556.609 102.471 659.080 62 60.00 71.00 567.491 102.253 669.744 63 60.00 72.00 578.304 101.741 680.045 64 60.00 73.00 589.060 100.241 689.300 65 60.00 74.00 599.751 97.954 697.705 66 60.00 75.00 610.369 96.100 706.469 67 60.00 76.00 ********** Not enough soil data ******* 68 60.00 77.00 ********** Not enough soil data ******* 69 60.00 78.00 ********** Not enough soil data ******* 70 60.00 79.00 ********** Not enough soil data ******* 71 60.00 80.00 ********** Not enough soil data *******

Page 5


General Information:==================== Input file: .....SR-860_NW 183 St to Premier Pkwy)\FB-Deep\B-102_Shaft-60in.spc Project number: 2000-01-12009 Job name: SR-847 Engineer: ZP/QQ Units: English





ID Depth Elevation SPT Blows Unit Weight Soil Type (ft) (ft) (Blows/ft) (pcf) ----- -------- --------- ------------- ----------- ------------------------------- 1 0.00 9.80 N/A 110.00 5- Cavity layer 2 2.00 7.80 N/A 110.00 5- Cavity layer 3 4.00 5.80 2.00 100.00 3- Clean sand 4 6.00 3.80 10.00 110.00 3- Clean sand 5 8.00 1.80 2.00 100.00 3- Clean sand 6 11.00 -1.20 2.00 100.00 3- Clean sand 7 13.50 -3.70 4.00 100.00 3- Clean sand 8 16.00 -6.20 11.00 110.00 3- Clean sand 9 18.50 -8.70 7.00 105.00 3- Clean sand 10 21.00 -11.20 12.00 110.00 3- Clean sand 11 23.50 -13.70 20.00 115.00 3- Clean sand 12 26.00 -16.20 20.00 115.00 3- Clean sand 13 28.50 -18.70 22.00 115.00 3- Clean sand 14 31.00 -21.20 20.00 115.00 3- Clean sand 15 33.50 -23.70 5.00 105.00 3- Clean sand 16 36.00 -26.20 6.00 105.00 3- Clean sand 17 38.50 -28.70 8.00 110.00 3- Clean sand 18 41.00 -31.20 9.00 110.00 3- Clean sand 19 43.50 -33.70 17.00 115.00 3- Clean sand 20 46.00 -36.20 22.00 115.00 3- Clean sand 21 48.50 -38.70 32.00 130.00 3- Clean sand 22 51.00 -41.20 18.00 120.00 3- Clean sand 23 53.50 -43.70 30.00 120.00 3- Clean sand 24 56.00 -46.20 35.00 125.00 3- Clean sand 25 58.50 -48.70 60.00 130.00 3- Clean sand 26 61.00 -51.20 20.00 115.00 3- Clean sand 27 63.50 -53.70 17.00 115.00 3- Clean sand 28 66.00 -56.20 41.00 130.00 3- Clean sand 29 68.50 -58.70 36.00 130.00 3- Clean sand 30 71.00 -61.20 31.00 130.00 3- Clean sand 31 73.50 -63.70 60.00 130.00 3- Clean sand 32 76.00 -66.20 58.00 130.00 3- Clean sand 33 78.50 -68.70 17.00 120.00 3- Clean sand 34 81.00 -71.20 20.00 120.00 3- Clean sand 35 83.50 -73.70 21.00 120.00 3- Clean sand 36 85.00 -75.20 21.00 120.00 3- Clean sand


Page 1




Shaft Geometry:--------------- ID Length Tip Elev. Case Len. Diameter Base Diam. Bell Len. (ft) (ft) (ft) (in) (in) (ft) ----- ---------- ---------- ---------- ---------- ---------- ---------- 1 10.00 -0.20 6.00 60.00 60.00 0.00 2 11.00 -1.20 6.00 60.00 60.00 0.00 3 12.00 -2.20 6.00 60.00 60.00 0.00 4 13.00 -3.20 6.00 60.00 60.00 0.00 5 14.00 -4.20 6.00 60.00 60.00 0.00 6 15.00 -5.20 6.00 60.00 60.00 0.00 7 16.00 -6.20 6.00 60.00 60.00 0.00 8 17.00 -7.20 6.00 60.00 60.00 0.00 9 18.00 -8.20 6.00 60.00 60.00 0.00 10 19.00 -9.20 6.00 60.00 60.00 0.00 11 20.00 -10.20 6.00 60.00 60.00 0.00 12 21.00 -11.20 6.00 60.00 60.00 0.00 13 22.00 -12.20 6.00 60.00 60.00 0.00 14 23.00 -13.20 6.00 60.00 60.00 0.00 15 24.00 -14.20 6.00 60.00 60.00 0.00 16 25.00 -15.20 6.00 60.00 60.00 0.00 17 26.00 -16.20 6.00 60.00 60.00 0.00

Page 2

B-102_Shaft-60in.out 18 27.00 -17.20 6.00 60.00 60.00 0.00 19 28.00 -18.20 6.00 60.00 60.00 0.00 20 29.00 -19.20 6.00 60.00 60.00 0.00 21 30.00 -20.20 6.00 60.00 60.00 0.00 22 31.00 -21.20 6.00 60.00 60.00 0.00 23 32.00 -22.20 6.00 60.00 60.00 0.00 24 33.00 -23.20 6.00 60.00 60.00 0.00 25 34.00 -24.20 6.00 60.00 60.00 0.00 26 35.00 -25.20 6.00 60.00 60.00 0.00 27 36.00 -26.20 6.00 60.00 60.00 0.00 28 37.00 -27.20 6.00 60.00 60.00 0.00 29 38.00 -28.20 6.00 60.00 60.00 0.00 30 39.00 -29.20 6.00 60.00 60.00 0.00 31 40.00 -30.20 6.00 60.00 60.00 0.00 32 41.00 -31.20 6.00 60.00 60.00 0.00 33 42.00 -32.20 6.00 60.00 60.00 0.00 34 43.00 -33.20 6.00 60.00 60.00 0.00 35 44.00 -34.20 6.00 60.00 60.00 0.00 36 45.00 -35.20 6.00 60.00 60.00 0.00 37 46.00 -36.20 6.00 60.00 60.00 0.00 38 47.00 -37.20 6.00 60.00 60.00 0.00 39 48.00 -38.20 6.00 60.00 60.00 0.00 40 49.00 -39.20 6.00 60.00 60.00 0.00 41 50.00 -40.20 6.00 60.00 60.00 0.00 42 51.00 -41.20 6.00 60.00 60.00 0.00 43 52.00 -42.20 6.00 60.00 60.00 0.00 44 53.00 -43.20 6.00 60.00 60.00 0.00 45 54.00 -44.20 6.00 60.00 60.00 0.00 46 55.00 -45.20 6.00 60.00 60.00 0.00 47 56.00 -46.20 6.00 60.00 60.00 0.00 48 57.00 -47.20 6.00 60.00 60.00 0.00 49 58.00 -48.20 6.00 60.00 60.00 0.00 50 59.00 -49.20 6.00 60.00 60.00 0.00 51 60.00 -50.20 6.00 60.00 60.00 0.00 52 61.00 -51.20 6.00 60.00 60.00 0.00 53 62.00 -52.20 6.00 60.00 60.00 0.00 54 63.00 -53.20 6.00 60.00 60.00 0.00 55 64.00 -54.20 6.00 60.00 60.00 0.00 56 65.00 -55.20 6.00 60.00 60.00 0.00 57 66.00 -56.20 6.00 60.00 60.00 0.00 58 67.00 -57.20 6.00 60.00 60.00 0.00 59 68.00 -58.20 6.00 60.00 60.00 0.00 60 69.00 -59.20 6.00 60.00 60.00 0.00 61 70.00 -60.20 6.00 60.00 60.00 0.00 62 71.00 -61.20 6.00 60.00 60.00 0.00 63 72.00 -62.20 6.00 60.00 60.00 0.00 64 73.00 -63.20 6.00 60.00 60.00 0.00 65 74.00 -64.20 6.00 60.00 60.00 0.00 66 75.00 -65.20 6.00 60.00 60.00 0.00 67 76.00 -66.20 6.00 60.00 60.00 0.00 68 77.00 -67.20 6.00 60.00 60.00 0.00 69 78.00 -68.20 6.00 60.00 60.00 0.00 70 79.00 -69.20 6.00 60.00 60.00 0.00 71 80.00 -70.20 6.00 60.00 60.00 0.00



Page 3

B-102_Shaft-60in.out 26 60.00 35.00 140.270 155.742 296.012 27 60.00 36.00 144.057 152.171 296.228 28 60.00 37.00 148.640 150.548 299.188 29 60.00 38.00 153.262 152.171 305.433 30 60.00 39.00 158.697 156.827 315.525 31 60.00 40.00 164.965 163.239 328.204 32 60.00 41.00 171.290 171.192 342.482 33 60.00 42.00 178.461 181.540 360.001 34 60.00 43.00 185.688 195.134 380.822 35 60.00 44.00 194.221 211.690 405.911 36 60.00 45.00 204.084 229.504 433.588 37 60.00 46.00 214.028 248.292 462.320 38 60.00 47.00 224.040 268.459 492.498 39 60.00 48.00 234.119 290.408 524.527 40 60.00 49.00 244.265 312.832 557.097 41 60.00 50.00 254.520 327.883 582.402 42 60.00 51.00 264.886 334.252 599.139 43 60.00 52.00 275.329 335.591 610.921 44 60.00 53.00 285.826 335.551 621.377 45 60.00 54.00 296.368 334.658 631.026 46 60.00 55.00 306.948 336.075 643.023 47 60.00 56.00 317.562 340.331 657.893 48 60.00 57.00 328.209 347.968 676.177 49 60.00 58.00 338.896 359.529 698.425 50 60.00 59.00 349.616 373.678 723.294 51 60.00 60.00 360.375 382.402 742.776 52 60.00 61.00 371.171 384.362 755.533 53 60.00 62.00 381.964 383.144 765.108 54 60.00 63.00 392.728 382.328 775.056 55 60.00 64.00 403.456 381.886 785.342 56 60.00 65.00 414.141 381.639 795.780 57 60.00 66.00 424.781 381.556 806.338 58 60.00 67.00 435.391 381.840 817.231 59 60.00 68.00 445.990 382.692 828.682 60 60.00 69.00 456.571 384.204 840.775 61 60.00 70.00 467.125 386.923 854.047 62 60.00 71.00 477.648 390.940 868.588 63 60.00 72.00 488.129 392.321 880.450 64 60.00 73.00 498.565 387.131 885.696 65 60.00 74.00 508.948 376.366 885.314 66 60.00 75.00 519.269 366.008 885.278 67 60.00 76.00 ********** Not enough soil data ******* 68 60.00 77.00 ********** Not enough soil data ******* 69 60.00 78.00 ********** Not enough soil data ******* 70 60.00 79.00 ********** Not enough soil data ******* 71 60.00 80.00 ********** Not enough soil data *******




Page 4

B-102_Shaft-60in.out 31 60.00 40.00 160.759 42.620 203.380 32 60.00 41.00 166.923 44.697 211.620 33 60.00 42.00 173.912 47.399 221.310 34 60.00 43.00 180.954 50.948 231.902 35 60.00 44.00 189.269 55.271 244.540 36 60.00 45.00 198.881 59.922 258.803 37 60.00 46.00 208.571 64.827 273.399 38 60.00 47.00 218.328 70.092 288.421 39 60.00 48.00 228.150 75.823 303.973 40 60.00 49.00 238.038 81.678 319.716 41 60.00 50.00 248.031 85.608 333.639 42 60.00 51.00 258.133 87.271 345.404 43 60.00 52.00 268.310 87.620 355.930 44 60.00 53.00 278.539 87.610 366.149 45 60.00 54.00 288.812 87.377 376.189 46 60.00 55.00 299.123 87.747 386.869 47 60.00 56.00 309.466 88.858 398.324 48 60.00 57.00 319.842 90.852 410.694 49 60.00 58.00 330.256 93.870 424.126 50 60.00 59.00 340.703 97.564 438.267 51 60.00 60.00 351.187 99.842 451.029 52 60.00 61.00 361.708 100.354 462.062 53 60.00 62.00 372.226 100.036 472.262 54 60.00 63.00 382.716 99.823 482.539 55 60.00 64.00 393.170 99.707 492.878 56 60.00 65.00 403.583 99.643 503.226 57 60.00 66.00 413.952 99.621 513.573 58 60.00 67.00 424.291 99.696 523.986 59 60.00 68.00 434.620 99.918 534.538 60 60.00 69.00 444.931 100.313 545.244 61 60.00 70.00 455.216 101.023 556.238 62 60.00 71.00 465.471 102.071 567.543 63 60.00 72.00 475.685 102.432 578.117 64 60.00 73.00 485.855 101.077 586.932 65 60.00 74.00 495.973 98.266 594.239 66 60.00 75.00 506.031 95.562 601.593 67 60.00 76.00 ********** Not enough soil data ******* 68 60.00 77.00 ********** Not enough soil data ******* 69 60.00 78.00 ********** Not enough soil data ******* 70 60.00 79.00 ********** Not enough soil data ******* 71 60.00 80.00 ********** Not enough soil data *******

Page 5

USGS HomeContact USGSSearch USGS

Site Number: 255616080180301 - G -3571

GroundwaterWatch Help Page

DESCRIPTION:Latitude 25°56'15.8", Longitude 80°18'03.3" NAD83Miami-Dade County, Florida, Hydrologic Unit 03090202Well depth: 18.5 feetLand surface altitude: 7.4feet above NGVD29.Well completed in "Biscayne aquifer" (N400BISCYN) national aquifer.Well completed in "Biscayne Limestone Aquifer" (112BSCNN) local aquifer

AVAILABLE DATA FROM NWISWeb: Daily Data Elevation above NGVD 1929, feet 1994-11-29 2013-06-06 6578 Field groundwater-level measurementsField/Lab water-quality samples

Additional Data Sources Begin Date End Date Count Annual Water-Data Report (pdf) **offsite** 2006 2012 7 Groundwater Watch **offsite** 1994 2013 6438

OPERATION:Record for this site is maintained by the USGS Florida Water Science Center - Ft.LauderdaleEmail questions about this site to Florida Water-Data Inquiries

Site StatisticsMost recent data value: 3.10 on 6/7/2013

Period of Record Monthly Statistics for 255616080180301Elevation above NGVD 1929, feet

All Approved Continuous & Periodic Data Used In AnalysisNote: Highlighted values in the table indicate closest statistic to the most recent data value.

MonthLowestMedian

10th%ile

25th%ile

50th%ile

75th%ile

90th%ile

HighestMedian

Numberof

YearsJan 2.13 2.20 2.28 2.33 2.38 2.55 2.59 18Feb 1.69 2.19 2.26 2.38 2.54 2.70 2.94 19Mar 2.11 2.16 2.21 2.31 2.45 2.65 2.65 18Apr 1.95 2.06 2.22 2.33 2.44 2.60 2.97 19May 2.07 2.10 2.25 2.37 2.59 2.90 3.19 18Jun 1.62 2.21 2.42 3.10 3.41 3.72 4.48 19Jul 2.35 2.52 2.78 2.92 3.20 3.40 3.46 18

Aug 2.46 2.50 2.75 2.97 3.15 3.33 3.46 18Sep 2.44 2.54 2.84 3.04 3.22 3.46 3.64 17Oct 2.27 2.58 2.62 2.93 3.60 4.13 5.13 19Nov 2.14 2.35 2.43 2.49 2.72 3.00 3.36 18Dec 2.17 2.20 2.33 2.41 2.51 2.95 2.97 19

As of 7/5/2013 18:01-2

Statistics Options

View month/year statistics

Daily Groundwater DataMost recent Provisional daily data value: 2.58 on 06/06/13

Summary for Period of Continuous Record

Elevation above NGVD 1929, feet

Approved Daily Maximum Values Data Used in Analysis

BeginDate

End Date Days%

Complete

11/29/94 10/14/12 6,343 97

LowestLevel

5th%ile

10th%ile

25th%ile

50th%ile

75th%ile

90th%ile

95th%ile

HighestLevel

1.41 2.10 2.19 2.33 2.54 2.99 3.61 4.10 7.52

Daily Data Options

View latest data on NWISWeb

View data in calendar format

Download data in text format

View daily medians

Periodic Groundwater Data

Groundwater Watch Latest News...

USGS -- Water Resources of the United States file:///X:/Projects/2012/2000-01-12009 (D-6_SR-847_47 Ave SR-860_...

11/25/2013 12:46 PM

Summary for Period of Record Periodic Water Levels


Approved Periodic Water Level Values

Begin Date End Date Number of Values

10/07/94 06/07/13 95

LowestWL

Date of LowestWL

HighestWL

Date of HighestWL

1.84 04/28/99 6 10/06/00

Period of Record - All Data TypesSummary for Period of Record - All Data Types


Begin Date End DateNumber of

Values

10/07/94 06/07/13 6,674

LowestWL

Date ofLowest WL

HighestWL

Date ofHighest WL

1.41 06/18/11 7.52 10/15/99

Period of Record Options

View latest data on NWISWeb for all data types

View annual monthly statistics for all data types

Download Groundwater levels in text format of all data types

Return to Groundwater Watch Return to County Page Return to State Page

*References to non-Department of the Interior (DOI) products do not constitute an endorsement by the DOI.By viewing the Google Maps API on this web site the user agrees to these TERMS.

Accessibility FOIA Privacy Policies and Notices

U.S. Department of the Interior |U.S. Geological SurveyURL: http://groundwaterwatch.usgs.gov/AWLSites.aspPage Contact Information: OGW WebmasterLast update: Friday, June 07, 2013 at 15:42

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11/25/2013 12:46 PM

USGS HomeContact USGSSearch USGS

Site Number: 255526080143001 - S - 18

GroundwaterWatch Help Page

DESCRIPTION:Latitude 25°55'26", Longitude 80°14'30" NAD27Miami-Dade County, Florida, Hydrologic Unit 03090202Well depth: 52 feetLand surface altitude: 9.1feet above NGVD29.Well completed in "Biscayne aquifer" (N400BISCYN) national aquifer.Well completed in "Biscayne Limestone Aquifer" (112BSCNN) local aquifer

AVAILABLE DATA FROM NWISWeb: Daily Data Elevation above NGVD 1929, feet 1955-01-01 2013-06-06 15283 Field groundwater-level measurementsField/Lab water-quality samples

Additional Data Sources Begin Date End Date Count Annual Water-Data Report (pdf) **offsite** 2006 2012 7 Groundwater Watch **offsite** 1955 2013 15280

OPERATION:Record for this site is maintained by the USGS Florida Water Science Center - Ft.LauderdaleEmail questions about this site to Florida Water-Data Inquiries

Site StatisticsMost recent data value: 1.87 on 6/7/2013

Period of Record Monthly Statistics for 255526080143001Elevation above NGVD 1929, feet

All Approved Continuous & Periodic Data Used In AnalysisNote: Highlighted values in the table indicate closest statistic to the most recent data value.

MonthLowestMedian

10th%ile

25th%ile

50th%ile

75th%ile

90th%ile

HighestMedian

Numberof

YearsJan 1.06 1.71 1.83 1.91 2.03 2.11 2.44 57Feb 1.02 1.71 1.82 1.96 2.05 2.12 2.37 57Mar 0.80 1.61 1.83 1.91 2.02 2.05 2.29 56Apr 0.66 1.52 1.69 1.84 2.01 2.09 2.50 57May 0.62 1.65 1.78 1.99 2.12 2.27 2.51 57Jun 1.22 1.85 2.02 2.21 2.45 2.67 3.06 58Jul 1.73 1.86 1.98 2.16 2.27 2.34 2.65 57

Aug 1.65 1.87 1.96 2.08 2.26 2.36 3.23 55Sep 1.87 1.97 2.09 2.17 2.33 2.48 3.62 54Oct 1.77 1.97 2.04 2.19 2.42 2.76 3.04 58Nov 1.60 1.86 1.95 2.04 2.16 2.35 2.71 56Dec 1.73 1.81 1.88 1.97 2.05 2.18 2.48 57

As of 7/5/2013 18:00-2

Statistics Options

View month/year statistics

Daily Groundwater DataMost recent Provisional daily data value: 1.88 on 06/06/13

Summary for Period of Continuous Record


Approved Daily Maximum Values Data Used in Analysis

BeginDate

End Date Days%

Complete

01/01/55 04/10/13 15,226 71

LowestLevel

5th%ile

10th%ile

25th%ile

50th%ile

75th%ile

90th%ile

95th%ile

HighestLevel

0.54 1.63 1.74 1.87 2.02 2.23 2.54 2.83 7.14

Daily Data Options

View latest data on NWISWeb

View data in calendar format

Download data in text format

View daily medians

Periodic Groundwater Data

Groundwater Watch Latest News...


11/25/2013 12:45 PM

Summary for Period of Record Periodic Water Levels


Approved Periodic Water Level Values

Begin Date End Date Number of Values

10/06/04 06/07/13 54

LowestWL

Date of LowestWL

HighestWL

Date of HighestWL

1.6 05/03/06 3.19 10/01/10

Period of Record - All Data TypesSummary for Period of Record - All Data Types


Begin Date End DateNumber of

Values

01/01/55 06/07/13 15,338

LowestWL

Date ofLowest WL

HighestWL

Date ofHighest WL

0.54 05/15/55 7.14 10/03/00

Period of Record Options

View latest data on NWISWeb for all data types

View annual monthly statistics for all data types

Download Groundwater levels in text format of all data types

Return to Groundwater Watch Return to County Page Return to State Page

*References to non-Department of the Interior (DOI) products do not constitute an endorsement by the DOI.By viewing the Google Maps API on this web site the user agrees to these TERMS.

Accessibility FOIA Privacy Policies and Notices

U.S. Department of the Interior |U.S. Geological SurveyURL: http://groundwaterwatch.usgs.gov/AWLSites.aspPage Contact Information: OGW WebmasterLast update: Friday, June 07, 2013 at 15:42

Page displayed in 8.234 seconds.


11/25/2013 12:45 PM

DBKey Station Agency Data Type Unit Statistic Frequency Strata Gate/Pump#06484 C9.NW67 USGS FLOW cfs INST DA 0 N/A00506 C9.NW67 USGS FLOW cfs MEAN DA 0 N/A00505 C9.NW67 USGS STG ft NGVD29 FWM DA 0 N/A00504 C9.NW67 USGS STG ft NGVD29 MEAN DA 0 N/A

DBHydro Chart file:///X:/Projects/2012/2000-01-12009 (D-6_SR-847_47 Ave SR-860_NW 183 St to Premier ...

11/25/2013 6:14 PM

DBKey Station Agency Data Type Unit Statistic Frequency Strata Gate/Pump#04145 C9.S29Z WMD STG ft NGVD29 INST BK 0 N/A04146 C9.S29Z WMD STG ft NGVD29 MEAN DA 0 N/A

DBHydro Chart file:///X:/Projects/2012/2000-01-12009 (D-6_SR-847_47 Ave SR-860_NW 183 St to Premier ...

11/26/2013 5:15 PM

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GEOTECHNICAL REPORT REVIEW CHECKLISTS The following checklists cover the major information and recommendations that should be addressed in project geotechnical reports. Section A covers site investigation information that will be common to all geotechnical reports for any type of geotechnical feature. Sections B through I cover the basic information and recommendations that should be presented in geotechnical reports for specific geotechnical features: centerline cuts and embankments, embankments over soft ground, landslides, retaining structures, structure foundations and material sites. Subject Page SECTION A, Site Investigation Information ........................................................................ 12 SECTION B, Centerline Cuts and Embankments ................................................................ 14 SECTION C, Embankments Over Soft Ground ................................................................... 16 SECTION D, Landslide Corrections .................................................................................... 18 SECTION E, Retaining Structures ....................................................................................... 20 SECTION F, Structure Foundations – Spread Footings ....................................................... 21 SECTION G, Structure Foundations – Driven Piles ............................................................ 22 SECTION H, Structure Foundations – Drilled Shafts .......................................................... 25 SECTION I, Ground Improvement Techniques .................................................................. 27 SECTION J, Material Sites ................................................................................................... 28 In most sections and subsections the user has been provided supplemental page references to the “Soils and Foundations Workshop Manual” FHWA NHI-00-045. These page numbers appear in parentheses ( ) immediately adjacent to the section or subsection topic. Generalist engineers are particularly encouraged to read these references. Additional reference information on these topics is available in the Geotechnical Engineering Notebook, a copy of which is kept in all FHWA Division offices by either the Bridge Engineer or the engineer with the geotechnical collateral duty. Certain checklist items are of vital importance to have been included in the geotechnical report. These checklist items have been marked with an asterisk (*). A negative response to any of these asterisked items is cause to contact the geotechnical engineer for clarification of this omission.

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GTR REVIEW CHECKLIST FOR SITE INVESTIGATION A. Site Investigation Information

Since the most important step in the geotechnical design process is to conduct an adequate site investigation, presentation of the subsurface information in the geotechnical report and on the plans deserves careful attention. Unknown Geotechnical Report Text (Introduction) (Pgs. 10-1 to 10-4) Yes No or N/A 1. Is the general location of the investigation

described and/or a vicinity map included?

2. Is scope and purpose of the investigation summarized?

3. Is concise description given of geologic

setting and topography of area?

4. Are the field explorations and laboratory tests on which the report is based listed?

5. Is the general description of subsurface soil,

rock, and groundwater conditions given? *6. Is the following information included with the geotechnical report (typically included in the report appendices):

a. Test hole logs? (Pgs. 2-24 to 2-32) b. Field test data?

c. Laboratory test data? (Pgs. 4-22 to 4-23)

d. Photographs (if pertinent)?

Plan and Subsurface Profile (Pgs. 2-19, 3-9 to 3-12, 10-13)

*7. Is a plan and subsurface profile of the investigation site provided? 8. Are the field explorations located on the plan

view?

*A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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Unknown A. Site Investigation Information (Cont.) Yes No or N/A *9. Does the conducted site investigation meet minimum criteria outlined in Table 2? 10. Are the explorations plotted and correctly numbered on the profile at their true elevation and location? 11. Does the subsurface profile contain a word description and/or graphic depiction of soil and rock types? 12. Are groundwater levels and date measured shown on the subsurface profile? Subsurface Profile or Field Boring Log (Pgs. 2-14, 2-15, 2-24 to 2-31) 13. Are sample types and depths recorded? *14. Are SPT blow count, percent core recovery, and RQD values shown? 15. If cone penetration tests were made, are plots of cone resistance and friction ratio shown with depth? Laboratory Test Data (Pgs. 4-6, 4-22, 4-23) *16. Were lab soil classification tests such as natural moisture content, gradation, Atterberg limits, performed on selected representative samples to verify field visual soil identification? 17. Are laboratory test results such as shear strength (Pg. 4-14), consolidation (Pg. 4-9), etc., included and/or summarized? *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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GTR REVIEW CHECKLIST FOR SPREAD FOOTINGS F. Structure Foundations – Spread Footings (Pgs. 7-1 to 7-17)

In addition to the basic information listed in Section A, is the following information provided in the project foundation report?

Unknown Yes No or N/A *1. Are spread footing recommended for foundation support? If not, are reasons for not using them discussed? If spread footing supports are recommended, are conclusions and recommendations given for the following: *2. Is recommended bottom of footing elevation and reason for recommendation (e.g., based on frost depth, estimated scour depth, or depth to competent bearing material) given? *3. Is recommended allowable soil or rock bearing pressure given? *4. Is estimated footing settlement and time given? *5. Where spread footings are recommended to support abutments placed in the bridge end fill, are special gradation and compaction requirements provided for select end fill and backwall drainage material (Pgs. 6-1 to 6-4) Construction Considerations 6. Have the materials been adequately described on which the footing is to be placed so the project inspector can verify that material is as expected?

7. Have excavation requirements been included for safe slopes in open excavations, need for sheeting or shoring, etc.?

8. Has fluctuation of the groundwater table been

addressed? *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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GTR REVIEW CHECKLIST FOR DRIVEN PILES G. Structure Foundations – Driven Piles (Pgs. 8-1 to 8-29, 9-1 to 9-35)

In addition to the basic information listed in Section A, if pile support is recommended or given as an alternative, conclusions/recommendations should be provided in the project geotechnical report for the following:

Unknown Yes No or N/A *1. Is the recommended pile type given (displacement, non-displacement, steel pipe, concrete, H-pile, etc.) with valid reasons given for choice and/or exclusion? (Pgs. 8-1 to 8-3) 2. Do you consider the recommended pile type(s) to be the most suitable and economical? *3. Are estimated pile lengths and estimated tip elevations given for the recommended allowable pile design loads? 4. Do you consider the recommended design loads to be reasonable? 5. Has pile group settlement been estimated (only of practical significance for friction pile groups ending in cohesive soil)? (Pgs. 8-20 to 8-22) 6. If a specified or minimum pile tip elevation is recommended, is a clear reason given for the required tip elevation, such as underlying soft layers, scour, downdrag, piles uneconomically long, etc.? *7. Has design analysis (wave equation analysis) verified that the recommended pile section can be driven to the estimated or specified tip elevation without damage (especially applicable where dense gravel-cobble-boulder layers or other obstructions have to be penetrated)? 8. Where scour piles are required, have pile design and driving criteria been established based on mobilizing the full pile design capacity below the scour zone? *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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Unknown G. Structure Foundations – Driven Piles (Cont.) Yes No or N/A 9. Where lateral load capacity of large diameter piles is an important design consideration, are p-y curves (load vs. deflection) or soil parameters given in the geotechnical report to allow the structural engineer to evaluate lateral load capacity of all piles? *10. For pile supported bridge abutments over soft ground: a. Has abutment downdrag load been estimated and solutions such bitumen coating been considered in design? Not generally required if surcharging of the fill is being performed. (Pgs. 8-21, 8-23) b. Is bridge approach slab recommended to moderate differential settlement between bridge ends and fill? c. If the majority of subsoil settlement will not be removed prior to abutment construction (by surcharging), has estimate been made of abutment rotation that can occur due to lateral squeeze of soil subsoil? (Pgs. 5-25, 5-26) d. Does the geotechnical report specifically alert the structural designer to the estimated horizontal abutment movement? 11. If bridge project is large, has pile load test program been recommended? (Pgs. 9-23 to 9-26) 12. For major structure in high seismic risk area, has assessment been made of liquefaction potential of foundation soil during design earthquake (only loose saturated sands and silts are susceptible to liquefaction)? (See GEC No. 3, FHWA SA-97-076) *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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G. Structure Foundations – Driven Piles (Cont.) Unknown Construction Considerations (Pgs. 9-4 to 9-35) Yes No or N/A 13. Pile driving details such as: boulders or obstructions which may be encountered during driving; need for preaugering, jetting, spudding; need for pile tip reinforcement; driving shoes, etc.? 14. Excavation requirements: safe slope for open excavations; need for sheeting or shoring; fluctuation of groundwater table? 15. Have effects of pile driving operation on adjacent structures been evaluated such as protection against damage caused by footing excavation or pile driving vibrations? 16. Is preconstruction condition survey to be made of adjacent structures to prevent unwarranted damage claims? 17. On large pile driving projects, have other methods of pile driving control been considered such as dynamic testing or wave equation analysis? *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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GTR REVIEW CHECKLIST FOR DRILLED SHAFTS H. Structure Foundations – Drilled Shafts (Pgs. 8-23 to 8-29)

In addition to the basic information listed in Section A, if drilled shaft support is recommended or given as an alternative, are conclusion/recommendations provided in the project foundation report for the following:

Unknown Yes No or N/A *1. Are recommended shaft diameter(s) and length(s) for allowable design loads based on an analysis using soil parameters for side friction and end bearing? *2. Settlement estimated for recommended design loads? *3. Where lateral load capacity of shaft is an important design consideration, are p-y (load vs. deflection) curves or soils data provided in geotechnical report that will allow structural engineer to evaluate lateral load capacity of shaft? 4. Is static load test (to plunging failure) recommended? Construction Considerations 5. Have construction methods been evaluated, i.e., can less expensive dry method or slurry method be used or will casing be required? 6. If casing will be required, can casing be pulled as shaft is concreted (this can result in significant cost savings on very large diameter shafts)? 7. If artesian water was encountered in explorations, have design provisions been included to handle it (such as by requiring casing and a tremie seal)? 8. Will boulders be encountered? (If boulders will be encountered, then the use of shafts should be seriously questioned due to construction installation difficulties and resultant higher cost to boulders can cause.) *A response other than (yes) or (N/A) for any of these checklist questions is cause to contact the appropriate geotechnical engineer for a clarification and/or to discuss the project.

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GCME, Inc. 6903 Vista Parkway North, Suite 8

West Palm Beach, FL 33411 Ph: (561) 640-0085; Fax: (561) 640-0409

Geotechnical Services Report · -6-3.0 FIELD INVESTIGATION The field exploration conducted consists of drilling two (2) Standard Penetration Test (SPT) borings on land at approximate

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