Report - Geotechnical_HWY_14_AC-828579.pdf

GEOTECHNICAL SUBSOIL EXPLORATION

AND REPORT ON LANDSLIDE AT PR-10,

KM. 44.7 TO 45.2

PROJECT I.D. ER-HWY-14

UTUADO, PUERTO RICO

(Revised Report)

Suelos, PSC Calle Chile 258, San Juan, P.R. 00917-2103 Tel. (787) 753-0147. Emails: suelosinc@gmail.com / jackson.suelos@gmail.com

Suelos, PSC.

Soil & Construction Materials Laboratory and Environmental Drilling Services

GEOTECHNICAL SUBSOIL EXPLORATION AND

REPORT ON LANDSLIDE AT PR-10, KM. 44.7 TO 45.2

PROJECT I.D. ER-HWY-14

UTUADO, PUERTO RICO

1.0 INTRODUCTION

This report presents the results of the Geotechnical Investigation performed in connection to the anomalies that affect state road PR#10, between Km. 44.7 and 45.2, in Utuado, Puerto Rico.

The work was performed at the request of Eng. Ray Morales, on behalf of the PRHTA, following the scope of work presented in various proposals dated November 17, 2017 and April 26, 2018.

The object of the exploration was to investigate the soil instability phenomena affecting the shoulder and fill embankment of PR#10, specifically between Km. 44.7 and 45.2. There are five discrete areas along this road segment that were severely affected by hurricane Maria landfall back in September 22, 2017. Possible stabilization alternatives evaluated and presented as remedial measures.

2.0 PROBLEM DESCRIPTION

The subject areas are located at Km. 44.7, 44.9, 45.0, 45.1 and 45.2. The location of these five (5) sites are presented in Figure 1.

According to information provided to this office, various site visits performed by our personnel and assessment of the USGS topographic map, the areas under study correspond to natural drainage channels (creeks) that traverse PR-10 at the aforementioned areas. These intermittent creeks were piped in a general west-to-east direction, below PR-10 fill embankment.

In general, the local topography within the affected area grades downward from west to east, with an overall relief of some 50 mts (164 feet). At the study sites, each landslide cover an approximate area between 2,600 and 7,500 sq.mt. Combined, the 5 landslides that comprise Project

I.D ER-HWY-14 cover an approximate area of 21,400 sq.mt.

With the exception of landslide at Km. 44.9, which involves the failure of a large MSE wall, the most obvious and recent manifestation of the landslides is a steep head scarp and a deep and long erosion gorge of variable width.

GEOTECHNICAL SUBSOIL EXPLORATION AND

REPORT ON LANDSLIDE AT PR-10, KM. 44.7 TO 45.2

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Figure 1. Approximate locations of landslide comprising Project ER-HWY-14.

For all cases, it is evident that high water velocities and extraordinary flow produced by the hurricane, combined with inadequate drainage systems, provoked the erosion and landslides in the hill side.

3.0 WORK PERFORMED

As part of our scope of work delineated in our proposals, fifteen (15) borings were performed at areas of interest. Borings were numbered B-5 to B-20. Approximate boring locations are presented in Figure 2.

Numerous laboratory tests were performed to obtain (using well known empirical correlations) the best estimates of the in-situ governing soil strength parameters. The laboratory test program consisted of soil classifications, Atterberg Limits and Grain Size Analyses.

Suelos, PSC.

258 Chile St., San Juan, P.R. 00917-2103 Phone (787) 753-0147. Emails: suelosinc@gmail.com / jackson.suelos@gmail.com

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Figure 2. Approximate boring locations

4.0 GENERAL GEOLOGY

The area under study should spars entirely within geologic Unit Tku, as shown on the

Geologic Map of the Utuado Quadrangle by Arthur Nelson (1967) in Figure 3.

The Tku, or Rocks of the Utuado Pluton, consists mostly of massive granodiorite.

The subsoil investigation also disclosed a thick fill layer, making up the roadway embankment.

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PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Figure 3. Geologic setting

5.0 SUBSOIL CONDITIONS

As expected, the typical subsurface strata in the affected areas consists of artificial fill down to approximately 10 to 25 ft deep (boring dependant) measured from roadway elevation. This fill is the result of filling the natural drainage gullies or creeks that existed originally at the area.

Below the fill layer, the boring typically encountered residual soil and colluvium followed by residual granodiorite and then moderately weathered to massive granodiorite as noted from drilling cuttings. The presence of fresher boulders of granodiorite is common within the weathered granodiorite matrix.

Due to the large amount of borings contained in this study, it would be unpractical to summarize or average the results of SPT or laboratory tests. We encourage the reader to refer to actual boring logs include as an Appendix to this report for detailed site conditions.

Suelos, PSC.

258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

6.0 DISCUSSION

The sites subject of this report have been affected by significant erosion induced by high velocity water flows and flooding mainly at the upstream side of the roadway.

After completion of the field works and laboratory testing, we have reviewed possible mitigation recommendations for the various landslides that affect PR-10 at Km. 44.7, 44.9, 45.0,

45.1 and 45.2. The location of these five (5) sites were presented in Figure 1.

The results of our site visits and field work have made evident that problems with several drainage pipes and swales, in addition to severe erosion of the PR-10 fill embankment, have lead to slope instability and erosional problems, including the total or partial failure of existing concrete swales, drainage pipes, guard rails, reinforced earth walls and related underground infrastructure.

The typical subsurface strata in the affected areas consists of artificial fill (PR#10 embankment), followed by residual soils and/or colluvium, and then saprolitic soils and severely to moderately weathered rock of the Utuado pluton. In general, the SPT in the fill layer and residual material average 25 blows per foot. Exception is made for borings #14, #15, #16, #17, #18 and #19 which disclosed marginal soils with relatively low N-values (12 bpf on average).

Taking into account our understanding of the geologic and geotechnical conditions of these slides, and several previous experiences dealing with similar anomalies, we had envisioned that possible remedial measures would consist of slope reconstruction, slope regrading, inclusion of reinforcement and bridges. More recently, and assisted with the information resulting from the boring program and the topographic plans issued by JOV, we are of the opinion that the use of bridges at Km. 44.7, 44.9, 45.0 and 45.2. would best fit the final option.

At Km. 45.1, on the other hand, the slope reconstruction alternative, considering slope regrading and inclusion of reinforcement would be adequate. For this particular kilometer, a separate report with slope reconstruction recommendations is included as an Addendum to this report.

Suelos, PSC.

258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Considering the damage suffered by the fill embankment of PR-10, its marginal subsoil conditions, the topography, the presence of active water streams flowing thru the landslide sites, and the aerial extension of the potential remedial works, the implementation of bridges will greatly reduce constructability problems and trafficability issues. Geotechnically speaking, the temporary excavation works that would be needed for subgrade conditioning and subsequent slope reconstruction if bridges are not considered at Km. 44.7, 44.9, 45.0 and 45.2, will require retaining/anchoring systems that will significantly slow down the project schedule.

Another important issue that was pondered for the selection of the preferred alternative is the current and future stability of areas between these sites. That is, the current and future stability of areas between the landslides under study is not known. As our scope of work is limited to the actual landslide sites, the effect the hurricane had over areas between the landslides are unknown.

This uncertainty also make us lean towards the bridge option.

The following sections discuss the geotechnical recommendations for the design and construction of the aforementioned remedial measures.

7.0 GEOTECHNICAL RECOMMENDATIONS FOR KM. 44.7, 44.9, 45.0 AND 45.2

Three (3) discrete bridges would be needed to span over the landslide anomalies found in

Km. 44.7, 44.9, 45.0 and 45.2. Bridge #1 consists of a 3-span bridge spanning from Sta. 233+43.65 to Sta. 234+48.46. Bridge #2 consists of a 2-span bridge spanning from Sta. 235+97.18 to Sta.

236+67.23. Bridge #3 consists of a 6-span bridge spanning from Sta. 237+17.06 to Sta. 239+27.03.

Detailed bridge drawings can be obtained from JOV & Associates, structural designers of the project.

Below the proposed bridges, an open channel section(s) is planned. Bridge abutments and piers shall be pile supported.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

8.0 BRIDGE FOUNDATIONS

The evaluation and analysis for the proposed bridge structure was performed following the

“Load Resistance and Factor Design Specifications”.

Considering the results of the subsoil exploration, abutments and piers shall be supported on deep foundations. Due to the presence of saprolitic material at relatively shallow depth, the use of drilled shafts is strongly recommended over driven piles. Nonetheless, we have included steel H piles as a possible alternative provided pre-drilling is performed (refer to section Driveability

Concerns and Pile Installation Issues). Otherwise, deficit in pile penetration and possible deficit in pile capacity may occur due to early refusal to penetration.

The difference between the Allowable Stress Design (AASHTO Standard Specification for

Bridges) Axial Capacity in drilled shafts and the Load and Resistance Factor Design Specifications

(LRFD) stems from the Factors of Safety or Reduction factors used to estimate the Allowable Axial

Load for Piles (ASD), or the Nominal Factored Resistance for Piles (LRFD). While ASD applies factors of safety in a global manner with global factors of safety (typically between 2 and 3) applied to the Ultimate Capacity Estimated from Equations, LRFD applies Reduction Factors (typically between 0.41 to 0.71) to individual portions of the equations of a nominal axial capacity (skin friction and tip capacities are reduced by these factors depending on the geologic materials being considered).

8.1 Estimation of Nominal Axial Compression Resistance of Single Drilled Shafts

The following tables present dimensions, and recommended range of factored loads for various pile diameters that are considered adequate for this project. Refer to appendix “Pile Capacity

Analyses” for sample computations of compression/tension capacity, soil strength parameters and pile settlement analysis. The resistance factors used to estimate factored capacities were selected according to the method used for determining the nominal resistance.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

The recommended nominal shaft capacities in Tables 1, 2 and 3 consider a maximum pile toe movement of 2 inches and approximately 1 inch at factored capacity. For settlement control at nominal capacity, the maximum unit end bearing was limited to 80 ksf. Maximum side resistance is mobilized at a relative shaft movement of 0.8 inches.

TABLE 1; Recommended Factored Pile Capacity Bridge #1

Bridge Support Shaft Diameter (inch) Estimated Pile Length (m) Nominal Capacity (tons)

North Abutment 36" 14m 633

Pier 1 60" 26m 1800

Pier 2 60" 26m 1800

South Abutment 36" 18m 844

TABLE 2; Recommended Factored Pile Capacity Bridge #2

Bridge Support Shaft Diameter (inch) Estimated Pile Length (m) Nominal Capacity (tons)

North Abutment 36" 18m 845

Pier 1 60" 20m 1556

South Abutment 36" 18m 845

TABLE 3; Recommended Factored Pile Capacity Bridge #3

Bridge Support Shaft Diameter (inch) Estimated Pile Length (m) Nominal Capacity (tons)

North Abutment 36" 20m 944

Pier 1 60" 25m 1889

Pier 2 60" 26m 2000

Pier 3 60" 26m 1907

Pier 4 60" 27m 2000

Pier 5 60" 25m 1889

South Abutment 36" 16m 685

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Notes:

1. Estimated pile length below proposed grade.

2. Temporary steel casing for drilled shafts at abutments. Permanent steel casing

9.14 m long for drilled shafts on piers.

The pile capacities and pile lengths presented in above tables shall only be used as our best engineering values for cost estimates. Therefore, we urge the owner to include in his bid documents, additive and deductive pile footage. The project owner should be aware that piles capacity values calculated by various procedures may vary ± 20 to 40 percent from the actual pile capacity. The pile capacity may vary with the method of installation, proximity of other piles (group action) and a number of other factors.

8.2 Shaft Group Resistance

The bearing resistance of drilled shaft groups in sands is less than the sum of the individual shafts due to overlap of shear zones in the soil between adjacent shafts and loosening of the soil during construction. The individual nominal resistance of each shaft in a group should be reduced by applying an adjustment factor η taken as shown in Table 4.

Table 4. Group Reduction Factors for Bearing Resistance of Shafts in Sand

Shaft Group Configuration Shaft Center to Center Spacing Reduction Factor for group Effects (η)

Single Row 2D 0.90

3D or more 1.0

Multiple Rows 2.5D 0.67

3D 0.80

4D or more 1.0

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

8.3 Pile Testing Requirements

Because of uncertainties in estimates of pile capacity using different procedures, load tests must be performed to verify the nominal pile capacity estimate. Although, pile load tests are usually expensive and time consuming, in the long run they usually save money by allowing the designer to modify the required number or length of piles required.

One (1) test pile shall be selected at each abutment and each pier. These test piles shall be installed to the predicted depth or otherwise to the depth determined by the Geotechnical Engineer to be in charge of the load testing program. Once installed, the test piles must be subjected to either

Dynamic Load Tests (ASTM D-4945) or Bi-Directional Load Tests. The later is a high capacity device (the O-Cell or GRL-Cell) installed within a deep foundation to statically load test the foundation. As the cell is pressurized, it loads the foundation element in two directions. The portion of the foundation element above the cell location is pushed upward against its shaft resistance. At the same time, the foundation element below the cell location is pushed downward against its shaft resistance as well as against the toe bearing or “base resistance.” Shaft and toe movements as well as embedded strain gage instrumentation are monitored for each applied load. An estimated top load movement curve is constructed from the measured shaft resistance load-movement and base resistance load-movement responses.

A pile installation criteria, to be followed during the production pile works, shall be prepared by the Geotechnical Engineer in charge of the deep foundation work, based on the test data gathered.

The pile installation criteria will state the final pile lengths, as opposed to the herein predicted pile lengths or penetration. Similarly, the production pile operations shall be made under the supervision of a Geotechnical Engineer or his representatives, to assure that the monitoring requirements stated on the AASTHO LRFD method are followed.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

8.4 Lateral Resistance of Piles

The analysis of a pile under lateral load is a problem in soil-structure interaction; that is, the deflection of the pile is dependent on the soil response and the soil response is a function of pile deflection. Iteration must be employed because the soil response is a non-linear function of pile deflection and of position along the length of the pile. Therefore, lateral analysis uses the finite-difference method to model soil-structure interaction. By integration of lateral pressure, shear, moment, rotation, and deflection, the pile and soil interaction and behavior are analyzed. This method is the base for the well known COM624 program of FHWA, which solves the nonlinear differential equations representing the behavior of the pile-soil system to lateral (shear and moment) loading conditions in a finite difference formulation using Reese’s p-y method of analysis. For details on COM624, please refer to FHWA publications, FHWA-SA-91-048, COM624P-“Laterally

Loaded Pile program for the Microcomputer”, Version 2.0, by Wang and Reese (1993).

Table 5 lists combinations of load vs. displacement and maximum bending moment resulting from the p-y analyses for fixed head conditions. These values can be safely use for project ER-

HWY-14.

TABLE 5

Summary of P-y Analysis For Fixed Head Conditions

Pile Type Lateral Load* @ Deflection

Max. Bending Moment (kip-ft)

Approximate Nominal Moment Resistance (MN) for ρ=1.5% **

36" drilled shaft 120 kips @ 0.2" 781 kip-ft 1080 kip-ft

60" drilled shaft 380 kips @ 0.3" 3708 kip-ft 5000 kip-ft

* Load applied at ground surface ** This involves a quick check of the approximate moment resistance, which is then compared to the maximum bending moment from p-y analysis. For ρ=1.5%, the nominal moment resistance (MN) is approximated by 40 D3.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Plate A

Considering a resistance factor for flexure of 0.75, the drilled shaft diameters presented above should provide sufficient flexural resistance for the max. bending moment resulting from p-y analysis.

8.5 Adjusting Lateral Resistance for Close Spacing

The pile lateral capacity values presented in this report do not consider the effect of group action. When the P-y method of analysis is used, the values of P shall be multiplied by P-multiplier values (Pm) to account for group effects. The values of Pm provided in Table 6 should be used.

Refer also to Plate A.

TABLE 6. Pile P-Multipliers (averaged from Hannigan et al., 2006)

Pile c-c spacing (in the direction of loading)

P-Multipliers, Pm

Row 1 Row 2 Row 3 or higher

3B 0.8 0.4 0.3

5B 1.0 0.85 0.7

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

9.0 SEISMIC GROUND MOTION VALUES

9.1 Mapped Acceleration Parameters

According to the Puerto Rico Building Code 2018, the 0.2 sec spectral response acceleration

(Ss) for the municipality of Utuado corresponds to 1.01g. The 1.0 sec spectral response acceleration

(S1) corresponds to 0.33g.

9.2 Site Class Definition

The underlying soils are classified as a “Site Class D”.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

10.0 FIELD MONITORING AND HYDRAULIC ISSUES

As it is always the case for this type of geotechnical problems, field monitoring must be conducted during and after construction of the remedial measure to carefully evaluate the effectiveness of the measure and detect any problem that may occur during the measure construction. The field monitoring will consist of a periodical measurements from a control bench marks, and inclinometers installed. During construction the instrumentation must be read on a daily basis.

The results of this monitoring program will provide any need to have to incorporate additional control measures. These monitoring program needs to be evaluated daily during construction and monthly thereafter. At the end of construction frequent inspections will also be necessary to check that the system is working properly, especially after storms or heavy rain events.

Several hydraulic issues must also be addressed. Inlet grates are essential to prevent the entrance to the drainage pipe being blocked by logs, branches, and other debris. If the drainage system is subjected to extraordinary storm, there is a possibility that its capacity will be exceeded, creating a temporary pond on the upstream side. Another concern is that pipes speed up the flow of water compared to a natural stream. Higher velocities will increase erosion along the fill slope, especially if the outflow is concentrated at the pipe opening. It is recommended to design and build concrete chutes and energy dissipators to reduce water velocities. Slope erosion protection systems shall also be standard requirement for the reconstruction project.

10.1 Erosion Protection of Embankments

Slopes facing streams or gullies shall be protected against erosion by providing adequate revetments and filters, as necessary. These streams and gullies have been observed to have minimum water levels during the period this exploration was made. However, their maximum flow regimen under intense rainfall has not been evaluated by us and it is not within the scope of this exploration.

It is for this reason that a hydrological study of the area is highly recommended to establish the streams maximum flow regimen and its erosion potential along the most affected embankments.

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258 Chile St., San Juan, P.R. 00917-2103

PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

Table 7 is given below only as a guideline on the water flow velocities that can be supported by some revetment materials depending on their thickness. For gabion and concrete revetments, more specific number should be obtained from the manufacturers.

TABLE 7

Revetment Materials Minimum Diameter in Inches of the Rip-Rap Fragment

Flow Velocity (ft/s)

Rip-Rap Unit Weight (pcf)

100 112 125 137 150

Diameter (inches)

3 3 3 3 3 3

5 6 5 5 4 4

7 7 6 6 5 5

8 11 9 8 7 7

10 15 13 12 11 10

11 21 18 17 15 14

13 27 24 21 20 18

15 34 30 27 25 23

Gabion Wall 12-inches wide (more or less) 10 ft/s.

Gabion Wall 18-inches wide (more or less) 15 ft/s.

Concrete Facing (more or less) 50-60 ft/s.

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PROJECT I.D. ER-HWY-14 (Project Site 3)

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October 20, 2020

11.0 MAINTENANCE

In the past, lack of routine maintenance and inspection of PR-10 roadway drainage systems has caused considerable damage to many elements of the roadway and their surrounding areas including the fill embankment.

Each component of the drainage system has a specific purpose, and the continuous-unrestricted operations of these components is regarded as an integral part of the road cuts and embankments. A routine and periodic maintenance program should be developed to include at least the following:

a) Cleaning and removal of all debris in and around all ditches.

b) Inspection of the ditches and surrounding areas for damage, subsidence and continuity of grade.

c) Inspection of the energy dissipation system including the replacement of rip rap and/or stone revetment.

d) Inspection of the entire drainage system prior to storm conditions to assure satisfactory operation.

12.0 ADDITIONAL CONSIDERATIONS

Remedial works shall be scheduled in the low rainy season (November to May). This shall be considered part of the design. A low groundwater level provides a moderate safety margin to the landslide and allows working with the drainage system and hydraulic structures.

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PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

A third important consideration is to require and strictly enforce closely-sequenced construction methods, where the excavation benching and filling in any part of the affected area occur in a close sequence such that the length of open excavations is left to a practical minimum at all times during the work day.

13.0 SPECIAL COMMENTS

It is imperative that all reconstruction and stabilization works must be accompanied by a careful monitoring program, during and after construction, that will help in assessing the effectiveness of the recommended remedial measures. Although the remedial measures given herein should be effective in minimizing the sliding problem, variations in the site soil conditions, specially in the areas between the boreholes, may require some changes in the stabilization program that can be promptly implemented with the help of the field instrumentation measurements in the hands of a well experienced geotechnical engineer. Therefore, it is recommended to adopt the field monitoring program as a component of the remedial measures suggested for this project.

The exact amount of this instrumentation will be determined by the Soil Engineer in charge of the geotechnical inspection during construction, as the site conditions dictate the requirement of the instrumentation. A typical monitoring station shall consist of control bench marks and inclinometers.

14.0 LIMITATIONS OF REPORT

The landslides and landslide related features within the study area comprehended by this exploration have been recorded in several different ways, such as site maps, and subsurface cross-sections. These instability features, among others, consist of scarps, toes, tension cracks, slip surface, debris flow and any other relevant feature. These features are those recorded during the course of this exploration and up to March 25, 2019.

This contractor shall receive a copy of this report, carefully visit the area and continuously monitor his operations in order to safeguard life and property.

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PROJECT I.D. ER-HWY-14 (Project Site 3)

UTUADO, PUERTO RICO

October 20, 2020

15.0 GENERAL COMMENTS

The nature of the landslides observed and the objective of the mitigation measures recommended in this report requires that a meeting between PRHTA consultants, the prospective contractor and these consultants be held to discuss the findings and recommendation presented in this report.

The observance or supervision of the earthmoving, excavation operations and excavation monitoring process, in general, is a very delicate matter. In some cases this service is not rendered by the Soils Engineer who made the subsoil investigation and recommended the specific foundation alternatives for a given project. In a large number of projects these operations are successfully completed due to the prevalence of ideal and uniform conditions and to the fact that they are being performed by a competent and responsible contractor. But there are cases, where the lack of proper construction techniques and the lack of adequate supervision has given rise to the occurrence of excavation problems and failures. Conscious of the above exposed problem, we wish to state that the validity of our recommendations is subordinated to the observance of the earthwork operations by us. If the contract is awarded to another experienced Soils Engineer, he shall receive a copy of this report, evaluate the same and adopt it as his own, or request additional soil data to verify our foundation recommendations or modify them in accordance to his personal knowledge and judgement, thus assuming full responsibility for his recommendations and the report itself.

Respectfully submitted, IVAN JACKSON MADURO, P.E., M.S.C.E., CWI

Partner mgn/Reference No. 4834-PS3.rep

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Depth from Ground-ft

Depth from Ground-ft

0 0

15 15

30 30

45 45

60 60

75 75

90 90

(Pile diameter not to scale) Surface Angle=0Batter Angle=0

Depth -lb/f3 C-kp/f2 k-lb/i3 e50 % Nspt

0.0 119.3 35.1 0.00 78.2 15

Granular Fill (N=15)

28.0 122.4 37.3 0.00 134.3 25 weathered granodiorite (N=25)

72.0 130.1 40.0 0.00 278.0 50 granodiorite (N>50)

Depth Width-in A'-in2 Per.-in I'-in4 E -kp/i2 W -kp/f

0.0 60 334.6 188.5 84586.7 29000 3.055

Steel (smooth)

30.0 60 2827.4 188.5 636172.5 3000 2.945

Concrete (rough)

85.0

Diameter more than 24in (61cm).

For bell section, select "Belled" in Diameter Variation of Pile Section Screen. Recommendation: 2 to 4 in Item 3 of Page F.

FOUNDATION PROFILE & SOIL CONDITIONS

FOUNDATION PROPERTIES SOIL PROPERTIES

ALL-PILE CivilTech Software www.civiltech.com Licensed to

SUELOS PSC

Geotechnical Engineers Figure 1

ER-HWY-14

DRILLED SHAFT 60" BORING 16

APPENDIX “ PILE CAPACITY ANALYSES”

Sample Computations for Boring 16

0 0

500 500

1000 1000

1500 1500

2000 2000

2500 2500

3000 3000

3500 3500

4000 4000

4500 4500

5000 5000

0 09 918 1827 2736 3645 4554 5463 6372 7281 8190 90

Foundation Depth, L -ft Foundation Depth, L -ft

C o m p re ss io n

C ap ac it y, Q d w kp

U p lif t

C ap ac it y, Q u p kp

ULTIMATE CAPACITY vs FOUNDATION DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

SUELOS PSC

Geotechnical Engineers Figure 1

ER-HWY-14

DRILLED SHAFT 60" BORING 16

0.0

0.4

0.8

1.2

1.6

2.0

2.4

2.8

3.2

3.6

4.0

0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 4.4 4.8 5.2 5.6 6.0 6.4 6.8 7.2 7.6 8.0

10.6 -ft

21.3 -ft

31.9 -ft

42.5 -ft

53.1 -ft

63.8 -ft

74.4 -ft

Soil Depth (Zs): 10.6, 21.3, 31.9, 42.5, 53.1, 63.8, 74.4 -ft

Relative Movement between Soil and Shaft, z -in

S id e R es is ta n ce , t kp

/f

Side Resistance vs. Relative Movement between Soil and Shaft (t-z)

ALL-PILE CivilTech Software www.civiltech.com Licensed to

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Geotechnical Engineers Figure 1

ER-HWY-14

DRILLED SHAFT 60" BORING 16

0.0 0.4 0.8 1.2 1.6 2.0 2.4 2.8 3.2 3.6 4.0 4.4 4.8 5.2 5.6 6.0 6.4 6.8 7.2 7.6 8.0

Tip Movement, w -in

T ip

R es is ta n ce

, q kp /f

Tip Resistance vs. Tip Movement (q-w)

ALL-PILE CivilTech Software www.civiltech.com Licensed to

SUELOS PSC

Geotechnical Engineers Figure 1

ER-HWY-14

DRILLED SHAFT 60" BORING 16

Depth (Zp) from

Pile Top -ft

Depth (Zp) from Pile Top-ft

0 0

15 15

30 30

45 45

60 60

75 75

90 90

Pile Tip Top Vertical Stress=0.000

Max. Vertical Stress=10.427

0-20.00 +20.00

Max. Side Resistance=4.00

Up 0 Down-5.00 +5.00 Up 0 Down-5000 +5000

Top Uplift=1795.8

Top DownWard=4226.9

G-lb/f3 Phi C-kp/f2 k-lb/i3 e50 %

119.3 35.1 0.00 78.2 Granular Fill (N=15)

122.4 37.3 0.00 134.3 weathered granodiorite (N=25)

130.1 40.0 0.00 278.0 granodiorite (N>50)

Atip=2827-in

Vertical Stress -kp/f2 Side Resistance-kp/f2 Axial Force -kp

Based on Ultimate Load Condition SOIL STRESS, SIDE RESISTANCE, & AXIAL FORCE vs DEPTH

ALL-PILE CivilTech Software www.civiltech.com Licensed to

SUELOS PSC

Geotechnical Engineers Figure 1

CLASSIFICATION TESTS

Suelos, PSC

Tel. (787) 753-0147. Email: suelosinc@gmail.com

SUELOS, INC.

San Juan, Puerto Rico

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 96.8 80.5 60.0 44.9 36.5 30.2 25.9

NP NV NP

3.0790 2.4345 0.8490

0.5475 0.1464

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B5 Sample Number: 2 Depth: 2.00-3.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.2 16.3 35.6 19.0 25.9 in in in

½ in in

¾ in

½ in

/8 in

Particle Size Distribution Report

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.0 87.4 68.5 53.6 44.9 37.4 33.2

NP NV NP

2.2969 1.7684 0.5833 0.3445

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B5 Sample Number: 5 Depth: 9.00-10.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.0 11.6 33.8 20.4 33.2 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 100.0

88.0 63.4 45.8 34.3 25.9 22.0

NP NV NP

2.1824 1.7718 0.7518

0.5076 0.1989

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B5 Sample Number: 7 Depth: 19' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 12.0 42.2 23.8 22.0 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 98.8 94.4 76.2 54.4 39.2 30.1 24.3 21.4

NP NV NP

3.6304 2.8656 1.0656

0.7058 0.2489

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B6 Sample Number: 2 Depth: 2' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 5.6 18.2 37.0 17.8 21.4 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375 #4 #10 #20 #40 #60

#100 #200

100.0 91.1 73.6 54.5 40.7 32.7 26.0 21.8

NP NV NP

4.4475 3.3947 1.0935

0.6895 0.2073

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B6 Sample Number: 4 Depth: 6.00-7.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 8.9 17.5 32.9 18.9 21.8 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

poorly graded sand with silt .375"

#4 #10 #20 #40 #60

#100 #200

100.0 96.9 79.3 54.1 32.2 20.7 14.2 11.0

NP NV NP

3.1125 2.4986 1.0234

0.7504 0.3903 0.1639

SP-SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location:B6 Sample Number: 5 Depth: 8'-9.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.1 17.6 47.1 21.2 11.0 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.5 89.6 65.7 46.8 36.4 28.3 23.0

NP NV NP

2.0394 1.6430 0.7016

0.4864 0.1703

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B6 Sample Number: 6 Depth: 14.00-15.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.5 9.9 42.8 23.8 23.0 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375 #4 #10 #20 #40 #60

#100 #200

100.0 98.4 84.1 64.8 50.3 42.2 35.0 30.8

NP NV NP

2.6620 2.0818 0.6875 0.4179

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B7 Sample Number: 2 Depth: 1.5'-3' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.6 14.3 33.8 19.5 30.8 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375 #4 #10 #20 #40 #60

#100 #200

100.0 98.1 84.1 60.7 45.3 37.9 31.7 26.6

NP NV NP

2.6237 2.0776 0.8284

0.5444 0.1244

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B7 Sample Number: 6 Depth: 14'-15.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.9 14.0 38.8 18.7 26.6 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 98.5 95.3 81.1 61.3 46.8 38.1 30.9 26.0

NP NV NP

3.1653 2.4093 0.8020

0.5044 0.1383

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B7 Sample Number: 10 Depth: 34'-35.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.7 14.2 34.3 20.8 26.0 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.2 91.1 66.9 47.7 37.0 28.8 22.7

NP NV NP

1.8933 1.5414 0.6757

0.4679 0.1640

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B7 Sample Number: 11 Depth: 39.00-40.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.8 8.1 43.4 25.0 22.7 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 99.2 96.1 82.7 68.7 58.4 52.8 48.3 45.7

NP NV NP

3.0373 2.2778 0.4805 0.1871

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-8 Sample Number: 4 Depth: 6.00-7.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.9 13.4 24.3 12.7 45.7 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 97.3 94.7 83.2 69.2 60.1 54.7 50.4 48.4

NP NV NP

3.0988 2.2304 0.4217 0.1399

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-10 Sample Number: 2 Depth: 2.00-3.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 5.3 11.5 23.1 11.7 48.4 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

sandy /clayey silt , low plasticity silty clay .375"

#4 #10 #20 #40 #60

#100 #200

100.0 98.9 89.4 75.5 65.3 59.7 54.6 51.9

NP NV NP

2.0775 1.5075 0.2577

ML-CL A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-10 Sample Number: 5 Depth: 9.00-10.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.1 9.5 24.1 13.4 51.9 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

sandy silt/silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.6 90.3 75.7 65.6 60.3 56.1 53.2

NP NV NP

1.9655 1.4542 0.2429

ML A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-10 Sample Number: 6 Depth: 14.00-15.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.4 9.3 24.7 12.4 53.2 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.5 85.9 67.3 55.2 48.8 43.2 41.2

NP NV NP

2.4398 1.9137 0.5774 0.2768

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-11 Sample Number: 3 Depth: 4.00-5.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.5 13.6 30.7 14.0 41.2 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 98.7 87.8 69.1 56.6 50.5 45.9 43.5

NP NV NP

2.2572 1.7365 0.5301 0.2369

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-11 Sample Number: 4 Depth: 7.00-8.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.3 10.9 31.2 13.1 43.5 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 98.9 87.8 69.5 56.3 49.7 45.5 41.7

NP NV NP

2.2603 1.7350 0.5287 0.2582

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-12 Sample Number: 5 Depth: 9.00-10.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.1 11.1 31.5 14.6 41.7 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

sandy silt .375"

#4 #10 #20 #40 #60

#100 #200

100.0 98.2 86.1 71.9 62.4 57.3 53.1 51.3

NP NV NP

2.5164 1.8722 0.3353

ML A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-13 Sample Number: 7 Depth: 19.0'-20.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.8 12.1 23.7 11.1 51.3 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 99.1 96.9 85.8 70.7 60.8 55.2 50.9 48.4

NP NV NP

2.5910 1.9035 0.3971 0.1270

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-13 Sample Number: 8 Depth: 24.0'-25.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.1 11.1 25.0 12.4 48.4 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

poorly graded sand with silt .375"

#4 #10 #20 #40 #60

#100 #200

100.0 92.2 63.2 42.4 29.8 21.2 14.6 11.7

NP NV NP

4.3565 3.6901 1.8069

1.2293 0.4291 0.1572

SP-SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-14 Sample Number: 1 Depth: 0.00-1.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 7.8 29.0 33.4 18.1 11.7 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand 1.0 .75 .50

.375 #4 #10 #20 #40 #60

#100 #200

100.0 100.0

96.4 95.9 93.5 83.9 70.0 60.1 54.9 50.3 48.0

NP NV NP

3.2030 2.1524 0.4214 0.1437

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-14 Sample Number: 2 Depth: 2.00-3.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 6.5 9.6 23.8 12.1 48.0 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty gravel with sand 2.0 1.0 .50

.375 #4 #10 #20 #40 #60

#100 #200

100.0 90.4 59.1 51.6 44.1 33.0 25.3 20.7 18.4 16.5 14.8

NP NV NP

25.1352 22.1840 13.0231

8.6348 1.5197 0.0818

GM A-1-a

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location:B15 Sample Number: 3 Depth: 4.00-5.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 22.2 33.7 11.1 12.3 5.9 14.8 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand with gravel 2.0 1.0 .50

.375 #4 #10 #20 #40 #60

#100 #200

100.0 100.0

95.0 89.4 75.6 55.7 37.9 30.3 25.5 21.9 18.7

NP NV NP

9.7991 7.6372 2.3969

1.5702 0.4124

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-15 Sample Number: 4 Depth: 6.00-7.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.9 23.5 19.9 25.4 11.6 18.7 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 100.0

95.9 82.8 72.3 61.2 53.9 49.9

NP NV NP

1.3209 0.9755 0.2337 0.0771

SM A-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-15 Sample Number: 6 Depth: 14.00-15.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 4.1 23.6 22.4 49.9 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 98.7 88.8 71.1 56.1 46.4 41.2 36.7 33.9

NP NV NP

5.0525 3.9097 1.0825 0.5642

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B17 Sample Number: 6 Depth: 14.00-15.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 11.2 17.7 24.7 12.5 33.9 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 96.8 80.5 60.0 44.9 36.5 30.2 25.9

NP NV NP

3.0790 2.4345 0.8490

0.5475 0.1464

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B17 Sample Number: 7 Depth: 19.00-20.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.2 16.3 35.6 19.0 25.9 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .375"

#4 #10 #20 #40 #60

#100 #200

100.0 99.0 87.4 68.5 53.6 44.9 37.4 33.2

NP NV NP

2.2969 1.7684 0.5833 0.3445

SM A-2-4(0)

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B17 Sample Number: 8 Depth: 24.00'-25.5' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 1.0 11.6 33.8 20.4 33.2 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

well-graded sand with silt .375"

#4 #10 #20 #40 #60

#100 #200

100.0 95.6 73.1 43.6 27.0 18.8 12.8

8.3

NP NV NP

3.5425 2.9186 1.3824

1.0390 0.4971 0.1852

0.1030 13.43 1.74

SW-SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B17 Sample Number: 11 Depth: 39.00-40.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 4.4 22.5 46.1 18.7 8.3 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 98.4 94.6 73.2 52.1 39.4 33.1 28.3 24.8

NP NV NP

3.7163 3.0402 1.2044

0.7698 0.1838

SM A-1-b

PR-10 Utuado, PR

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B16 Sample Number: 1 Depth: 0.00-1.50' Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 5.4 21.4 33.8 14.6 24.8 in in in

½ in in

¾ in

½ in

/8 in

(no specification provided)

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

silty sand .75

.375 #4 #10 #20 #40 #60

#100 #200

100.0 98.8 94.8 72.8 46.1 31.6 25.2 20.6 17.6

NP NV NP

3.6565 2.9910 1.3502

0.9779 0.3791

SM A-1-b

PR-10 Utuado, PR

Material Description

At…