Geotechnical Report - AC-893579_HWY-264.pdf

GEOTECHNICAL SUBSOIL

EXPLORATION AND

REPORT ON LANDSLIDE AT

PR-155 KM 45.5

MOROVIS, PUERTO RICO

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

Suelos, PSC

Soil & Construction Materials Laboratory and Environmental Drilling Services

GEOTECHNICAL SUBSOIL EXPLORATION AND

REPORT ON LANDSLIDE AT PR-155 KM 45.5

MOROVIS, PUERTO RICO

CMA, ARCHITECTS & ENGINEERS

*Prepared for*

Boring Logs Performed & Supervised By

*SUELOS, PSC.

Submitted on February 6, 2019 Job No. 4832.rep

258 Chile St., San Juan, PR 00917-2103. Phone (787) 753-0147 Emails: suelosinc@gmail.com / jackson.suelos@gmail.com mailto:suelosinc@gmail.com mailto:jackson.suelos@gmail.co bruiz Text Box Revision January 30, 2020

GEOTECHNICAL SUBSOIL EXPLORATION AND

REPORT ON LANDSLIDE AT PR-155, KM. 45.5

MOROVIS, PUERTO RICO

February 6, 2019

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 SITE LOCATION AND MORPHOLOGY OF AFFECTED AREA

3.0 WORK PERFORMED

4.0 GEOLOGY ASSESSMENT

5.0 SUBSOIL CONDITIONS

5.1 Layer A

5.2 Layer B

6.0 GROUNDWATER LEVELS

7.0 DISCUSSION

8.0 CONCLUSION AND RECOMMENDATIONS

9.0 SLOPE STABILITY ANALYSES AT REPRESENTATIVE CROSS SECTION

(Station 2+20)

9.1 Strength Parameters Based on Empirical Correlations

10.0 ANALYSES FOR LONG TERM STABILITY AND RECOMMENDATIONS . . . 15

10.1 Alternative #1

10.2 Alternative #2

10.3 Field Monitoring

11.0 ADDITIONAL CONSIDERATIONS

12.0 LIMITATION OF REPORT

13.0 GENERAL COMMENTS

BORING LOGS

DRILLING APPENDIXES

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

Soil & Construction Materials Laboratory and Environmental Drilling Services

Figure 1. Site location

GEOTECHNICAL SUBSOIL EXPLORATION AND

REPORT ON LANDSLIDE AT PR-155 KM 45.5

MOROVIS, PUERTO RICO

1.0 INTRODUCTION

This report presents the results of a Geotechnical Exploration performed at a site where slope instability problems have been observed in State Road PR-155, Km 45.5, Morovis, Puerto Rico.

The work was performed at the request of Eng. José Carro, on behalf of CMA, Architects

& Engineers, following the scope of work presented in our June 26, 2018 technical proposal.

The purpose of the exploration was to establish the physical properties of the subsurface soils in order to present possible alternatives for remedial works.

2.0 SITE LOCATION AND MORPHOLOGY OF AFFECTED AREA

The slope failure is located at Km. 45.5 of PR-155, just 0.4 miles South of the intersection with PR-137, in Morovis, Puerto Rico. Figure 1 shows the project location depicted on a copy of an aerial photograph.

MOROVIS, PUERTO RICO

February 6, 2019

Figure 2 shows an aerial view of the affected after hurricane Maria landfall, back in

September-2017. The local topography within the affected area is mainly characterized by a cut slope that grades downward from east to west with an overall relief of some 14 meters (measured from PR-155 average elevation). According to the plans provided and field data gathered, a large landslide occurred in the cut slope during hurricane Maria landfall, blocking state route PR-155.

Refer to Figure 3 for present conditions of the road near km. 45.5

At the study site the failure corresponds to a landslide which involves an approximate length of some 30 meters (in plan view). The most critical section (steepest slopes) occur between Stations

2+15 and 2+45 (see stationing in Figure 4). The approximate landslide height from the head scarp to its toe is 14 meters. Its most obvious manifestation is a relatively vertical scarp in the upper residual soils which forms the uppermost boundary of the landslide (the head scarp). The head scarp is underlaid by a steep slope of exposed saprolitic material that shows several erosion grooves produced by run-off water. These characteristics are typical of a mud flow. The original topography of the cut slope is unknown, but considering the very steep slope that remained after the mud flow, it is conceived that the cut slope was originally near vertical. Refer to Figure 5.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 2. Aerial view of affected area at PR-155

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 3. Partial view of the cut slope that suffered instability

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 4. The steepest section of landslide occurs between Station 2+15 to 2+45.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 5. Cross Section at Station 2+20.

3.0 WORK PERFORMED

A total of four boreholes were drilled to a depth of 30 feet. The boring locations are shown on the site plan included as Figure 6. The boring logs are included as an Appendix to this report.

Various Atterberg Limit tests were carried out on selected samples to perform parametric correlations with shear resistance.

A review of available geologic and topographic data was also performed. Site visits and geologic reconnaissances were conducted during the field work. Finally, all the information was gathered and used to prepare a subsurface model for the stability evaluation and for developing mitigation recommendations.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 6. Boring plan

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 7. Geologic setting

4.0 GEOLOGY ASSESSMENT

The project site has been mapped as part of the Ciales Geologic Quadrangle (USGS

Miscellaneous Investigations Series). Figure 7 is a portion of the USGS Geologic Quadrangle with the project site approximately depicted.

According to the information contained in this source, the reference area should be underlain by Granodiorite (TKg). This formation consists of light to medium gray, medium-grained rock;

plagioclase, quartz and orthoclase predominate; hornblende and biotite are common. Locally grades into quartz diorite.

The presence of severely weathered Granodiorite has been confirmed during our site visits.

At the head scarp of the landslide the presence of residual Granodiorite is evident. The weathering of the geologic unit Tkg decreases with depth along the exposed surface of the land slide. Nucleus of less weathered material can be observed close to the PR-155 elevation, exhibiting some features of the structure of the parent rock and core stones.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

5.0 SUBSOIL CONDITIONS

In great accordance to the information issued by the USGS in the geologic map of the Ciales

Quadrangle, the site is underlain by Granodiorite. In general, the borings show a relatively thin crust of fill below the asphalt wearing surface of PR-155, followed by a 2-layer stratigraphy, identified for the purpose of this report as native Layers A and B. This native stratigraphy is a typical profile of residual soil consisting of three indistinctly divided zones (Figure 8). The upper zone (Layer A) consist of completely to highly weathered soil. The intermediate zone (Layer B) consists of highly to moderately weathered material exhibiting some features of the structure of the parent rock and may contain core stones. This zone often contains pedogenic material such as nodules of calcium or iron slats which may give it a mottled or spotted appearance.

At the bottom of the borings, evidence of the lower zone of the residual soil profile (i.e., Layer C), was obtained. This layer consists of physically disintegrated and partially to slightly weathered material often having the appearance of a mass of interlocking blocks of soft rock. This lower zone merges into fractured or jointed, almost unweathered Granodiorite rock.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Figure 8. Schematic Diagram of Typical residual Soil Profile

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Based on visual/manual inspection of the samples, and laboratory test results Layers A and

B can be described as follows:

5.1 Layer A

Below the fill crust below the asphalt (fill associated with PR-155 construction), layer A appears as a competent silty sand and silt delivered from the Granodiorite Formation. Common color in this severely weathered layer is brown and yellowish-brown. Relative densities and consistencies, based on SPT values, varies from dense and very stiff. The thickness of this soil layer averages 4 to 12 feet below PR-155 elevation. The Standard Penetration Tests (SPT) performed within the fill horizon vary from 24 to around 78 blows per foot.

5.2 Layer B

Underlaying above described layer of completely to severely weathered soils, the boring program found saprolitic silt and sand delivered from parent rock. Colors are brown and yellowish-brown in various combinations and shades. Densities based on SPT values are generally dense to very dense, with most N-values greater than 100 blows per foot. The Natural Moisture Content remained relatively low, consistent with the granular nature of the samples. The saprolitic material extends to the end of borings.

The lower Zone C starts at the very end of the test holes and consists of physically disintegrated and moderately to slightly weathered material often having the appearance of a mass of interlocking blocks of soft rock. All N-values were >100 bpf with very low percent recovery and natural moisture contents below 10 percent. With increasing depth, this Zone C should merge into fractured or jointed, almost unweathered, calcareous tuffaceous siltstone and sandstone.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

6.0 GROUNDWATER LEVELS

As part of the investigation, groundwater observations were conducted from the open holes after drilling completion and at 24 hrs after completion. The following table shows the groundwater table level as recorded from the borings at least 24 hrs after drilling.

TABLE 1; GWT

Date of Reading Observation Well or Boring GWT (ft)

February 1, 2019

B-1 Not Observed

B-2 Not Observed

B-3 Not Observed

B-4 Not Observed

7.0 DISCUSSION

Based on the results of the geotechnical exploration combined with the geologic assessment, it can be concluded that a mud flow type of landslide occurred at the site. A mud flow is a geologic phenomenon whereby a wet, viscous fluid mass of fine-to coarse-grained material flows rapidly and turbulently downslope. This results typically from torrential rainfall that initiates rapid erosion and transport of poorly consolidated surficial residual (plastic) materials that have accumulated in the upper surface of the slope. Evidence of a deep rotational landslide was not observed at the site.

Mud flows are typically recurrent events in steep slopes composed of residual to severely weathered soils. The moving mixture of water, soil, rock and vegetation most commonly has the consistency of freshly mixed concrete. As it moves down a slope, a mud flow may incorporate nearly anything in its paths -trees, rocks, and debris left by previous flows, that in turn increase the erosive power and destruction energy of the moving mass. The resulting debris load was deposited over PR-155 as a mixed mass forming the debris fan.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

The area under study has been affected by slope instability in the form of mudflow landslides triggered by soil saturation and deep erosion. With time and continued erosion, the mudflow has evolved into a landslide that shows a very steep slope and a near-vertical scarp in its upper reach.

8.0 CONCLUSION AND RECOMMENDATIONS

We are of the opinion that the instability of the slope has evolved as a consequence of steep slopes combined with soil saturation and heavy erosional forces against the slope surface. It is evident that the water flowing out from the top of the cut slope, has added instability to the steep cut slope. The scenario has been aggravated by rear scarp retrogression. The development of successive landslide slips in the cut slope would worsen the stability of the cut slope.

Considering that the cut slope remains at a steep angle and shows loose to medium density, it is conceived that severe weather conditions and extraordinary precipitation events would tend to decrease the safety factor of the current slope. This could trigger instability problems in the hillside and jeopardize the integrity of PR-155 between Stations 2+15 and 2+45.

The following sections discuss possible remedial measures to improve the stability of the cut slope at PR-155 from possible additional instability.

9.0 SLOPE STABILITY ANALYSES AT REPRESENTATIVE CROSS SECTION

(STATION 2+20)

9.1 Strength Parameters Based on Empirical Correlations

The residual to saprolitic materials that make most of the existing cut slope are essentially silty sands (SM). Correlations for estimating the effective stress friction angle for silty to sandy soils have been presented by numerous authors.

Once the shear strength characteristics were identified the next step was to create a simplified soil model to run stability analyses. The stability analyses were performed by using Bishop, Janbu and Morgenstern-Price slope stability methods of slices for circular, non-circular and combined sliding surfaces.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

In slope stability evaluations a safety factor can be defined as the ratio of the "forces trying to prevent failure” (F.P.) divided by the "forces trying to induce failure" (F.I.).

The following conditions may occur:

% F.P./F.I. > 1.0 The slope is considered stable (usually 1.5 minimum for long term stability).

% F.P./F.I. = 1 Failure is forthcoming.

% F.P./F.I. < 1 Failure has occurred.

Therefore, a safety factor of 1 (or close to 1) indicates incipient failure.

No formal criteria for establishing threshold safety factors has been formally published by a regulating agency for the stability of slopes. Many technical papers have been published on the subject suggesting particular minimum values of factors of safety depending, among other things, on the methods of subsurface exploratory sampling (disturbed versus undisturbed sampling), laboratory testing for soil strength determination, and soil strength conditions (short term versus long term conditions). A common denominator to most of these papers, after the particular slope has been thoroughly modeled, is that each case analyzed is unique and specific to that site. Technical knowledge on site specific soil strength determination, added to previous experience within the site, diminishes the degree of uncertainties related to the modeling of the stability of the slope and leaves the final decisions to be based on engineering judgement.

The criteria used for the slope stability analyzes in this report is as follows:

Condition Acceptable Safety Factor

Static 1.5

Pseudo Static 1.1

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

10.0 ANALYSES FOR LONG TERM STABILITY AND RECOMMENDATIONS

Detailed stability analyses were performed in order to investigate the present factor of safety and also the future factor of safety of the hillside for two (2) possible remedial measures.

The position of the groundwater table was not considered in our analyses as a stabilized groundwater table was not found during field work. In addition, we are considering that the storm-water drainage system will be improved as required and/or maintained in working conditions.

Due to the significant topographic relieve between the PR-155 elevation and the top of the landslide (about 45 feet), the following possible alternatives can be considered:

1. Slope regrading

2. Soil nail reinforcement

A third alternative, consisting of erecting a retaining wall along the shoulder of PR-155, was also originally envisioned, but discarded due to the limited space available in the shoulder and the significant height of the cut slope. In any case, the construction of a retaining wall at road elevation would not increase the factor of safety of the cut slope.

The implementation of remedial measures #1 and #2 in the slope stability analyses lead to a safety factor greater than 1.5 for static conditions and1.2 under seismic acceleration of 0.20g. The results of analysis on present condition is shown in Figure 9.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

1.045

Description: PR-155 Km 45.5 Morovis Comments: Landslide Investigation Analysis Method: Morgenstern-Price Seismic Coefficient: (none)

Description: weak residual Unit Weight: 115 Cohesion: 100 Phi: 24

Description: severely weathered - silt Unit Weight: 115 Cohesion: 250 Phi: 32

Description: saprolitic Unit Weight: 120 Cohesion: 400 Phi: 36

Description: weathered rock Unit Weight: 135 Cohesion: 1000 Phi: 45

1H:1V

PR-155

Arbitrary Distance (ft)

-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170

A rb itr ar y E le va tio n

(f t)

-10

Figure 9. Slope stability analysis for present conditions (F.S = 1.04)

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

1.539

Description: PR-155 Km 45.5 Morovis Comments: Landslide Investigation Analysis Method: Morgenstern-Price Seismic Coefficient: (none)

1.5H:1V

Description: severely weathered - silt Unit Weight: 115 Cohesion: 250 Phi: 32

Description: saprolitic Unit Weight: 120 Cohesion: 400 Phi: 36

Description: weathered rock Unit Weight: 135 Cohesion: 1000 Phi: 45

1H:1V

2 mt WIDE BENCH

PR-155

Arbitrary Distance (ft)

-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170

A rb itr ar y E le va tio n

(f t)

-10

Figure 10. Cut slope regrading alternative (Static F.S = 1.53)

10.1 Alternative #1: Slope Regrading

This alternative consists of regrading the cut slope to a 1H:1V geometry at the lower portion of the cut slope and 1.5H:1V at the upper half of the cut slope. For 45 ft high cut slope, an intermediate bench at least 2 meters wide shall also be provided about midslope. A schematic representation of the long term stability alternative for slope regrading is presented in Figure 10

(static conditions), and Figure 11 (pseudostatic conditions, a=0.2g). Taking into account the present location of the right-of-way, this alternative would require land acquisition.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

1.207

Description: PR-155 Km 45.5 Morovis Comments: Landslide Investigation Analysis Method: Morgenstern-Price Seismic Coefficient: Horizontal and Vertical

Description: weak residual Unit Weight: 115 Cohesion: 100 Phi: 24

Description: severely weathered - silt Unit Weight: 115 Cohesion: 250 Phi: 32

Description: saprolitic Unit Weight: 120 Cohesion: 400 Phi: 36

Description: weathered rock Unit Weight: 135 Cohesion: 1000 Phi: 45

1H:1V

PR-155

1.5H:1V

1V:1H a=0.2g

Arbitrary Distance (ft)

-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170

A rb itr a ry E le va tio n ft)

-10

Figure 11. Cut Slope regarding alternative (F.S. = 1.2 for a = 0.2g).

Weathered granodiorite is very prone to erosion caused by run-off water. Therefore, once the cut slope is re-graded to the recommended geometry, it will be necessary to provide erosion protection measures like robust rooted grasses or artificial protection using geosynthetics. Run-off water shall be diverted away from the slope face. Please refer to Section 11.0 for additional considerations is this regard.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

10.2 Alternative #2: Soil Nail Reinforcement

Soil nailing is a practical and proven method of stabilizing steep slopes with passive inclusions. The inclusions, commonly called nails, are installed in the slope face. The nails are placed near horizontal and improve the shearing resistance of the soil by acting in tension. The concept of sod nailing is to reinforce the soil to produce a zone of stable reinforced ground which helps to support the unreinforced ground behind.

Grouted nails are the most common type used in the island. Typical horizontal and vertical nail spacings of grout nails range between 4 to 6 feet, 5 ft on average, depending upon the soil conditions and geometry restrictions. Immediately after the installation of a row of nails, the soil surface is covered by a facing. The most common type is a 6 to 8 inch thick shotcrete facing reinforced with welded wire mesh.

A final design and corresponding shop drawings shall be presented by the specialty contractor. Additional investigations and borings may be necessary at the upper reach of the landslide to this end. For budgeting purposes and conceptual drawings, 1" diameter nail rods

(GR60) spaced at 5 ft, c-c (V and H) can be considered. The length of the nail should be in the order of 75% the cut height, or about 35 ft. A schematic representation of the long term stability alternative for a slope reinforced with soil nails for the present cut slope geometry (without regrading) is presented in Figure 12. Stability analysis results obtained F.S = 1.69, and 1.22 for static and pseudostatic conditions.

Plastic centralizers are used to center the nail in the drill hole. The "nails are inserted and the drill hole is grouted full of cement grout to "bond" the nail bar to the surrounding soil. For permanent walls, the nail should be epoxy coated.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

1.691

Description: PR-155 Km 45.5 Morovis Comments: Landslide Investigation Analysis Method: Morgenstern-Price Seismic Coefficient: (none)

Description: weak residual Unit Weight: 115 Cohesion: 150 Phi: 24

Description: severely weathered - silt Unit Weight: 115 Cohesion: 250 Phi: 32

Description: saprolitic Unit Weight: 120 Cohesion: 400 Phi: 36

Description: weathered rock Unit Weight: 135 Cohesion: 1000 Phi: 45

1H:1V

PR-155

Arbitrary Distance (ft)

-10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170

A rb itr ar y E le va tio n

(f t)

-10

Figure 12. Soil nail alternative (Static F.S = 1.69; Dynamic F.S = 1.22 for a=0.2g).

The final facing typically consists of shotcrete or prefabricated concrete panels approximately 6 inches thick. Pre-fabricated mat drains are provided behind the concrete facing to drain any water that accumulates behind the concrete facing.

10.3 Field Monitoring

As it is always the case for this type of geotechnical problems, field monitoring must be conducted during and after construction of the long term remedial measure to carefully evaluate its effectiveness and detect any problem that may occur during construction. The field monitoring will consist of periodical measurements from a control bench marks, and inclinometers installed. During construction the instrumentation must be read at least two (2) times per week.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

The results of this monitoring program will provide any need to have to incorporate additional control measures. This monitoring program needs to be evaluated weekly during construction and monthly thereafter.

11.0 ADDITIONAL CONSIDERATIONS

The long term remedial measures presented in this report require to strictly enforce closely-sequenced construction methods, where the excavation for benching and filling in any part of the hillside 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.

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 interim remedial measures. Although, long term remedial measures given herein should be effective in minimizing future landslides at the hillside, variations in the site soil conditions, 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.

The control of surface run-off waters in this project is of paramount importance. An effective surface drainage system will have to be provided in this project, including (but not limited

to) paved ditches, swales and interceptors, in order to properly collect and dispose surface and groundwater to properly designed outlets, both during construction and after the hillside has been repaired. Run-off shall not be permitted to run freely during nor after the remediate has been completed. Road run-

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019 off shall not be disposed on the ground. This run-off shall be diverted by meas of the required piping, ditches, culverts, and other hydraulic works into properly designed outlets out and way from the project. Final selection and design of the drainage system shall be responsability of the site engineer who shall also take into consideration possible run-off coming from outside the slope area.

Weak fills or incompetent soils are present on the current sloping ground (landslide debris).

This debris must be fully removed before starting the remedial alternatives presented herein. The contractor shall follow all cleaning, stripping and benching recommendations presented by Suelos, PSC., full time soil technician and geotechnical engineer field supervisor. The actual depth and extension of removal shall be identified at the field during actual earthworks.

12.0 LIMITATION OF REPORT

This report has been prepared taking into consideration the design factors presently known to us. The project designers shall be alert of any item that might have been overlooked, that could require clarification or that may need additional recommendations to those discussed herein.

The soil parameters used to model the stability analyses were based on our experience and existing empirical relationships. If the project owner wishes to refine the soil parameters presenter in this report, we strongly recommend the collection of various undisturbed soil samples to run special laboratory tests (triaxial and or direct shear tests).

13.0 GENERAL COMMENTS

The inspection or supervision of excavations, foundations, earthworks and wall construction is, 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 foundation problems and failures.

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

MOROVIS, PUERTO RICO

February 6, 2019

Conscious of the above exposed problem, we wish to state that the validity of our recommendations about global stability are subordinated to the inspection of the foundation work 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. 4832.rep

Suelos, PSC 258 Chile St., San Juan, PR 00917-2103

CLASSIFICATION TESTS

Calle Chile 258, San Juan, P.R. 00917-2103 Tel. (787) 753-0147. Email: suelosinc@gmail.com

Particle Size Distribution Report

.S .S .S .S

.S .S .S .S

D D D D

:I: co D D D D D "

N "' " "'

N "' "' N � � ;;,: ':1/. ;;: "" "" "" "" ""

I I I I I I I I -,_

I'\ I I I I I I

I I I I I I I I I I I I I I

I I I I I I I I I I I I I

I I I I I I I I I I I I I

I I I I I I I I I I I I I

I I I I I I ' I I I I I

I I I I I I I I I I I I I I I I I I I I I

: 1, I I : ,l I I

I : I I

80 I I I I I I I I I I I

I I I I I I I I I I I

I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I I

I I I I I I I I I

I I I I I I I I I I I I I

I I

0::

I I I I I I I I I I I w 60 I I I z I I I !\ I I I I I I I I u::: I I I I I I I

I I I I I I I I

I- I I I I I I z 50 I I I I I I

�f'\ w I I I I I I

0 I I I I I

I I I I I I 0::

I I I I I w I I I

N

CL

I I I I I I I I I I I I I I I I

I I I I

I I I I I

I I I I I I

I I I I I I I I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I i 1, I

I II : d Ii I : i l l :

10 I I I I I I I

I I I I I I I

I I I I I I I I I

I I I I I I I I I I

I I I I I I I I I I

100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

%+3"

% Gravel %Sand % Fines Coarse Fine Coarse Medium I Fine Silt Clay

0.0 0.0 0.0 1.6 36.2 I 32.6 29.6

SIEVE PERCENT SPEC.* PASS? Material Descrigtion

SIZE FINER PERCENT (X=NO) silty sand .375" 100.0

#4 100.0 #10 98.4

Atterberg Limits #20 83.0 #40 62.2 PL= NP LL= NV Pl= NP #60 48.3 Coefficients #100 38.1 Dgo= 1.1367 D35= 0.9176 D50= 0.3944 #200 29.6 D50= 0.2690 D30= 0.0776 D15=

D10= Cu= Cc=

Classification

USCS= SM AASHTO= A-2-4(0)

Remarks

• (no specification provided)

Location: Boring 1 Sample Number: 3 Depth: 4.00 - 5.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers Project: PR 155 km 45.5, Morovis

San Juan, Puerto Rico Project No: Figure

.5 .5 .5 .5

.5 .5 .5 .5 0 0 0

� "' 0 0 0 0 0 0 " 0

.- � � p ;t .. N <') " "' .. .. N <') N

100 I I I I I I I I

I I I I I I

I I I I I I I I I I I I I I I I I I I I I I

I I I I I I

I I I I I I I I I I I I I I

I I I I I I I I I I I I I

'I I I I I I I

I I I I I I

I I I I I I I I I I I I I I I I I I I I I I I I I I

I I

11 i I I I I I I i i i 80 I I I I I I I I I I I I

I I I I I I I I I I I I I I I I J I I I I I I I I I I I I I I I I I I I I r: I I I I I

70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' I I I I I

0::: I I I I I I I I I I I I I I I I I I I I I I w 60 z I I I I I I I I I I I

I I I I I I I I

I I I I u::: I I I I I I I I I I I

I I I I I I I I I I I f- I I I I I I I I I I I z 50 I I I I I I

I I I I w I I I I I I I I I I

0 I I I I I I I I I I

0::: I I I I I I I I � I I I I I I I I I I I I I I w 40

1\ n. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

N I I

I I I I I I I I I I I

I I I I I I I I I I I

I I I I I I I I : "\J I I I I I I I I I I I I I I I I I I I I �, I I I I I I I I I I

I I I I I I I I I I I ,, I ,, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i Ii i d I I ,i ,i i i i i i 10 I I I I I I I I I I I I

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I I I I

100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

Ofo +3 11

% Gravel %Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay

0.0 0.0 0.0 6.2 40.9 30.7 22.2

SIEVE PERCENT SPEC.* PASS? Material Descri�tion SIZE FINER PERCENT (X=NO) silty sand .375 100.0 #4 100.0 #10 93.8

Atterberg Limits #20 73.0 #40 52.9 PL= NP LL= NV Pl= NP #60 40.2 Coefficients

#100 30.7 Dgo= 1.6289 D35= 1.3134 D50= 0.5470 #200 22.2 D50= 0.3798 D30= 0.1430 D15=

D10= Cu= Cc=

Classification

USCS= SM AASHTO= A-2-4(0)

Remarks w (no specification provided)

Location: Boring I Sample Number: 6 Depth: 14.00-15.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan, Puerto Rico Project No: Fk1ure

.S

.£ .£ .£ .£ 0 0

.£ .£ :,:: 0) 0 0 0 0 0 0 " 0

;t r N <') " (0 .. .. N

(0 <') N � � ;:;,: :,:: p at at at at at

I I I I I I I

I I I I I

I I I I I I I I I I I I

I I I I I I I I I I I I

I I I I I I I I I I I I

I I I I I I I I I I I l I I' I 1: I I I :� I I I I

I I I I I I I I I I

I I I I I I I I I

I I I I I d i i : : I

80 I I I I I I ' I I I I I I I I I I I I I I I I I

I I I I

I I

I I I I I

70 I I I I '1 I

I I I I

I

I I I I

0:: I I I I I I I I I w 60 I I I z I I

I

I I

I I

I I z 50 I I w

I

0 I I

0:: I w 40 "Ii a.

I ' I �

I I

I I I

I I I I

I I I I I

I I I I I

I I I I I

'l I 11 I I I I I

I I I I I

I I I I I

I Ii : I : : I : Ii 10 I I I I I I

I I I I I I I I I I I I

I I I I I I

I I I I I I

100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

% Gravel %Sand % Fines

%+3" Coarse I Fine Coarse Medium I Fine Silt Clay

0.0 0.0 I 0.0 0.5 29.5 I 36.3 33.7

SIEVE PERCENT SPEC.* PASS? Material Descri�tion

SIZE FINER PERCENT (X=NO) silty sand

.375 100.0 #4 100.0 #10 99.5

Atterberg Limits #20 90.3 #40 70.0

PL= NP LL= NV Pl= NP

#60 54.6 Coefficients #100 43.4 Dgo= 0.8370 Da5= 0.6883 D50= 0.3047 #200 33.7 D50= 0.2071 D30= D15=

D10= Cu= Cc=

Classification

USCS= SM AASHTO= A-2-4(0)

Remarks

(no specification provided)

Location: Boring 2 Sample Number: 3 Depth: 4.00 -5.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan. Puerto Rico Project No: Figure

.S .S c 0 0 0

.S .S .S .£ C ·- 0 0 0 0 0 0 " 0 � ·- co

;t .. N "' " <D .. .. N <D "' N � ..- � �p "" "" "" "" ""

I I I I I --<

I\ I I I

I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I

I 11 i I \ I I I

I I I I I

I I I I I i I i 1, : I : I I

80 I I I I I

I I ' I I I

I I I I

I I I

I I I I

I I I I I

I I I ' I I

I I I I I

0:: I I I

I

I I I w 60 I I � I z I I I I I

I I I

I I

I I I I I

I I I I z 50 I I I I I I w I I I I I I

\() I I I I I

I I I I I

0:: I I I I I w 40 I I I I I I

CL I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I �� I I I I I

�I I I I I

I I I I I

I I I I I I i ,, I

I I I

11 I

I I I I I I

I I I I I I I

I I i I i 1: 1: i I I I ii 10 I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I

I I I I I I I

100 10 1 .1 0.01 0.001

GRAIN SIZE - mm.

% Gravel ¾Sand % Fines

Ofo +3 11

Coarse Fine Coarse Medium I Fine Silt Clay

0.0 0.0 0.0 1.9 39.1 I 32.9 26.1

SIEVE PERCENT SPEC.* PASS? Material Descri12tion

SIZE FINER PERCENT (X=NO) silty sand .375 100.0 #4 100.0 #10 98.1

Atterberg Limits #20 81.1 #40 59.0 PL= NP LL= NV Pl= NP

#60 44.3 Coefficients #100 34.3 Dgo= 1.2024 085= o.9774 D50= 0.4385 #200 26.1 D50= 0.3127 D30= 0.1082 D15=

D10= Cu= Cc=

Classification

USCS= SM AASHTO= A-2-4(0)

Remarks

• (no specification provided)

Location: Boring 1 Sample Number: 5 Depth: 9.00 - 10.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan, Puerto Rico Project No: Figure

C: D D D

.S .£ .£ .£ C ·- D D D D D D .,. D � ·- 0) ;t r

"' (<) .,. (0

(0 (<) "'� .- � �µ

100 I I I I I I I I

I I I I I

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I I I

I II : 'I I I I I I I :� I I

I I I I I I I I I I I I I I I I I I I I I I I I I I I

80 I I I I I ' I I I I I I I I I I I I I I I I I I I I I I I I I

I I I

I I I I I I

70 I I '-. I I I I I I I I I I I I l\ I I I I

0::

I I I I I I I I I I w 60 I I I I I I z I I I

I I u::: I I I I I

I I I I I I- I I I z 50 I I ' w I I

N(.) I I I I I

0:: I I I w 40

I I I I !� Cl. I I I I I I I I I I I I I ��

I I I I

I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I

I I I I I I I I I I I I I I I I I I I I I I I

: ii : 1, : ,: 1, I : I I : 11

10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I I

100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

% Gravel %Sand % Fines

%+3" Coarse Fine Coarse Medium I Fine Silt Clay

0.0 0.0 0.0 0.5 30.2 I 39.2 30.1

SIEVE PERCENT SPEC.* PASS? Material Descri�tion

SIZE FINER PERCENT (X=NO) silty sand .375 100.0 #4 100.0 #10 99.5

Atterberg Limits #20 90.2 #40 69.3 PL= NP LL= NV Pl= NP

#60 53.3 Coefficients #100 41.3 0go= 0.8419 035= 0.6941 050= 0.3162 #200 30.1 050= 0.2209 030= 015=

010= Cu= Cc=

Classification

USCS= SM AASHTO= A-2-4(0)

Remarks

• (no specification provided)

Location: Boring 2 Sample Number: 5 Depth: 9.00 - 10.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan, Puerto Rico Project No: Fiqure

0::

w z u::

f-z w 0::

wa..

.S .S "' "'

I I I I I I

I

I

I I I i ,l 80 I

I I I

I

I I I I I

I

I I

I I

I I

I I

I I

I I

I I

I I

I I

I I

I I I I

I I

I I

I I

I I I I

I I

I I

: I

I I

I I l d 10 I I

I I I I

I I

I I

%+3"

0.0

SIEVE PERCENT

SIZE FINER

.375" 100.0

#4 100.0 #10 97.3 #20 82.3 #40 64.5 #60 51.6 #100 40.9 #200 31.0

.S N

Particle Size Distribution Report

::<! .S ;? l ..... � ::<!

I I I I I I

I I I I I I I I I I I I I I I I I I I I I I I

I I I I 'l I I I I I I I I I I I l I i ,l I

I I I I I I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I

I I I I I I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I

I I I I I I I I I I I I

I I I I I I

I l I l I I

I I I I I I

I I I I I I I I I I I I

I I I I I I

I I I I I I

% Gravel

D D D D

N "' "" at at at

N'

I I I I I I I I

I I

\ I I

I I I l'" I I

I

I I

I I

I \ I

I I

I

� I I I ,, I :\I I I I I

I I

I I

I I

I I I I I I

I I

I I I I I I

I I

I I I I I I

I I

I I

I I I I

I I

I :

I I

I I I I I I

I I

D D D D D "" D <D

N at "" I I I I I I I I I I I I I I I

I i I I I I I I I

I l : d I I I I I I I I I I I I I I I

I I I I I I I I I I I I I I

I I I I I I I I I

'b I I I I

: ' : I I

'N I I

I I

I I !�

I I I I

I I I I I I I I I I I I I I I

I i I I I I I I I

I l : d : I I

I I I I I I I I I I I I I I

0.1

GRAIN SIZE - mm.

%Sand

Coarse Fine Coarse Medium I Fine Silt

0.0 0.0 2.7 32.8 I 33.5

SPEC.* PASS? Material Descri�tion

PERCENT (X=NO) silty sand

Atterberg Limits

PL= NP LL= NV

Coefficients Dgo

= 1.2133 Ds5= 0.9549 D50= 0.2333 D30

D1 0 = Cu

Classification

0.01 0.001

% Fines

Clay

31.0

Pl= NP

D50 = 0.3561

D1 5

Cc

USCS= SM AASHTO= A-2-4(0)

Remarks

* (no specification provided)

Location: Boring 2 Sample Number: 6 Depth: 14.00 - 15.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan. Puerto Rico Project No: Fiaure

.S c D D D

.S .S .S .S .S C: ·- D D D D D D ..,. D � ·- 0)

;;t .. N (') ..,. (0 .. .. N

(0 (') N .,.... � �µ 100 I I I I I I I

I\, I I I I I I

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I I I

II

: : : : 1:

I I I I I I I I I I I I I I I I I I I I I I I I I

: I I I I I I I

1, I I I

I I I

I I I I I I I I I I I

I I I I I I I I

70 I I I I I I I I I I I I I I

Cl:'. I I I I I I I I I I I w 60 I I I I I I I z I I I I I I I I I I I I I I I I I I I I I I I I I ' I I I z 50 I I I I

I I I w I I I I I I I

(.) I I I I I I I I I I I I I I I I

Cl:'. I I I I '\ I I I I w 40 I I \ I I I a. I I i I I

I I I I I I I I I I I I I I I I I

�! I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I

I I I I I I ,.

I I I I I I I I I I I I I I

: d : ,: d : I I I i I

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I I I

100 10 1 0.1 0.01 0.001

GRAIN SIZE - mm.

% Gravel ¾Sand % Fines

%+3" Coarse I Fine Coarse Medium Fine Silt Clay

0.0 0.0 I 0.0 6.5 48.8 25.9 18.8

SIEVE PERCENT SPEC.* PASS? Material Descri�tion

SIZE FINER PERCENT (X=NO) silty sand .375 100.0 #4 100.0

#10 93.5 Atterberg Limits #20 66.2

#40 44.7 PL= NP LL= NV Pl= NP

#60 33.4 Coefficients #100 25.7 Dgo= 1.7231 D35= 1.4534 D50= 0.7109 #200 18.8 D50= 0.5157 D30= 0.2037 D15=

D10= Cu= Cc=

Classification USCS= SM AASHTO= A-1-b

Remarks

• (no specification provided)

Location: Boring 3 Sample Number: 4 Depth: 6.00 - 7.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan, Puerto Rico Project No: Fiqure

0::w z u::

1-zw 0::w Cl..

.S (D

Particle Size Distribution Report .S ." .c: .S .S � = -

C'1 N r- ...- ';i:!, . C:

C: ·-·- co � "ii'

0 0 0 0 .,- 0 i i �

I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I

I I I I I I I N::I\ I I I I I I

90>-+-+--+-+----+HH1 -+-+--++-1 -+-11--tt----ilf-+IH-+-+-+--+l>-+----+--l----+--++H-I -1-+-+-l!+-+--+l---+---+l --tl+H+tl -+-+--+--i--+-- ---+++-+-+-+-l--l---+----i 1 i Ii i I' i Ii Ii \ i i i i i Ii I I I I I I I I I I I

80>-+-+--+-+----+HH

l

I l

I H-+-+-+--+ l '--+----+--l----+<'+-+-+--l--4---+� l l l +H-4 l -+-+--+--i--+-----+++-+-+--+-I--I---+---+

I I I I I I I I I I I I I I I I I I : : : : : : ' : : :

701-+-+-+---+----+HH

r+--t-1'-

4+--H--+

'-t--t--l--- --+t'h\ct--l--'t---+�,---+---+--!

+H�,-+-t-t-+-+-----+++-t-+-+--t---t----+---+

I I I I I I I I I I I I I I I I I I

: I : : : : ' : : :

601-+--+-+---'----+H<-1,-+-t-lt-1-,--+l--�,--+,>++-H--ll--+--+----+---H'+++-+-l-f-+-',---+--+--<,+H�,-+-+--+-+-+-----+++-t-+-+--t---t----+---+

I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 501-i--+--+-+,-+HH+7r+---tt---+-1--tl---+---ttt--+-+-+-+r+----+--l----+tH-+-+--i-ffi

>-+-+--+-+--i ,+H+t,-+-+-t--t--+-- ---+++-t-+-+-l--l---+----t

: ! I ! ! :

l l : l i\l l l 40>-+-+--+-+----+HH-+-+-i+-l--+---tt----tr-+H-+-+-+--tt--+--+----+- --Htt--l-+-+-->t-+-,-,-+----+--t+H+t-i---+--+---+---+- -+++-+-t--+--+---+---t,.---� l I\: l : : \. : 30>-+-+--+-+----+-HH-+-+--+,-!�--li-�f-+H-+-+-+---li-+--+----+---H-i+-l-+-+-!+-+--+---+-.----t+H-i+--lf--+--+---+---+--+++-+-t--+-+---+---t--�

! i I ! ! N i 20H--+-+-+-,-l-HH-l-HH-,Hl-

--iHfH--l-+-li H---+--f----HH-

++-l-

H-+-l

-l- -+-1 -11+f'l-'-1

-I-H--l-+-----+++-l-++-f--f---l----f I I I I I I t I I I I I I I I I I I

101-+-+-+--+-----+HH-+-t-1+---1-+--+,t----+--IH-t++--li H--t--l--- --+t�

+++--,i+-+-+,---+---+-++H�,-+-t-t-+-+-- ---+++-t-+-+--1---1----+---+

I l I I I I I I I l I I I I

I I I I I I I I I I

0 L-L.......L-+-+----+1--UJ

I

_,_,.__,,._I ....,_',__,_',___,_,-"1"--'--.LJ...-"

l

I

"--'-'l-'--'---J.LI..J.ul -'--'-'--'---'--'-+-L-L-.....,___,_,__,__....,_ _ __.

100 10 1 .1 0.01 0.001

%+3"

SIEVE

SIZE

.375 #4

#10 #20 #40 #60

#JOO

#200

0.0

PERCENT

FINER

100.0 100.0 97.8 77.8 53.9 39.2 28.1 19.3

% Gravel

Coarse Fine Coarse

0.0 0.0

SPEC.*

PERCENT

PASS?

(X=NO)

2.2

GRAIN SIZE - mm.

¾Sand

Medium I

43.9 I

silty sand

PL= NP

0go= 1.2973 050= 0.3741 010=

Fine Silt

34.6

Material Description

Atterberg Limits

LL= NV

Coefficients 0a5= 1.0730 030= 0.1663 Cu=

Classification

% Fines

19.3

Pl= NP

USCS= SM AASHTO= A-2-4(0)

(no specification provided)

Location: Boring 4 Sample Number: 3 Depth: 4.00 - 5.50'

SUELOS, INC.

San Juan. Puerto Rico

Remarks

Client: CMA Architecs and Engineers Project: PR 155 km 45.5, Morovis

Proiect No:

Date:

Fiaure

Clay

0:::

w zu:

1-z w 0:::

w

CL

Particle Size Distribution Report 0 0 0 0 'St 0

; i �

! ! ! ! ! !I r-N\ !I ! ! I !

901-+---t-+-+1 -+t-tt-1 H-+-tt-1 -t-+-1 -tt--1 -t-tt+-+++---J+-+-+--t--�Htt-t-t-t-tt1 ---t-i1---t---tl--1rt-Httt-t-t---t---t----t- --H-M-r-t-t--t--i--------1

: : l ! 'i I

! \'i ! l

I ! I I I I I I I I I I t I I I I I I I I

80l-+---t-+-+1-++-H-1 H-+-P.-1 -t-+-, -lt--1 -!--tH+++-t+-1 +-+--t---t-rl--t-t-l-+t-1 --+---+-+-+--,tt--ttt-t-t---t---t----t---H-M-r-t-t--t--i--------1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I t I I I

701-+---f-+--L l -+t-lt-l H-+-fJ---H-

I -1t--, -!--tH+++-t+-

+-+--t---H't-t-\t-1-'-tl --+---+-+--+---,4+-cf!-11 -t-+-l---tl----t------t+++-++-+--+---t----t t I I I I I I t I l : l l ' l : l I I I I I I I

60�--1--l--l--++-ll-,1-++-H--H-, --!l- -l-1'1-+++---l'--, +-+--+- -H++-+-+-l\-

}l #---1-''-+--+-

'1+-�l-t-+-l--t�--t------t+++-++-+--+---t----t

I I I I I ½ I I I I I I I I I : l I l : \ l I50�--l--l--+---+-i--l+- 1--++-H--H-

I -11-

I ---l+l-+++-11-, +-+--+--H++-+-+-l-l-14

.-l--,-+--+-H-+-l++-l-+-+--+----t- ----l++++-t-+-+-+------1

I I I l I : l : : : l I I I I I

� 401-+---t-+--+----t+-lt-H-+-lt-t-t----tt--t-tt+-+++-tt-+--+---t---Hit-t-t----t-tt----t-1�---t-ft-t-ttt-t-t---t---t----t---H-M--t--t-t--t--t-- --1

! !! ! ! 1

:I I I I I I

301-+---t-+-+--++-li-1 H-+-li--l-i-1 --+-1 -i--lit-1 +t-+-ti-1 +--+---t---Hit-+-t-t-,+---+-,r+--i--¾tH-Ht-t-t---t---t----t---H-M-r-t-t--t--t----1 l : : l l : : "I ,u I I I I I I I I

20�--1-+-+--++-ll-l l-++-H--H-l -tt-- -i--lit-l +t-+-t.-l +--+---+- -t-t1t-+-+-1-ttl --+-ilr-+-+:-n+-1-n�----t-+-l---t1----t-----++++-++-+--+---1----t

I I I I I I I 11 I I I I I I I I I I I I I I I l I I 1 ll II : I I : I I I I I

10�--l--l--l--++-ll--1 1--++-H-H-1 --!l-1 -l-l+t-1 +++-l+-1 +-+--+--Hl+1 -+-+-l-+t-1 ---t-i,r-+--+,-ft-t-1-n,-1-+-1---tl----t-----t+++-++-+--+---t----t I I I I I l I I I I I I I I I I I I I I I I I I I I I I I I

O '-'--'--'--'-----'-.L.ll.l L..L-'--LL-1....1...1 ...JJ...I -'----'.I.LI .J....L.J......L!....I -'---'----'---LIJ.LI --'-'-'-.I.LI --'--'1----'-_,_I �UJ...wl '--'--'---''-----''---'------,--,.,,,_,_.L..L_,_...._....__,_....,...,,...,....,, 10 1 .1 0.01 0.001

%+3"

SIEVE

SIZE

#4 #10 #20 #40 #60 #100 #200

PERCENT

FINER

99.9 97.1 79.5 57.0 42.7 33.2 24.4

% Gravel

Coarse Fine Coarse

SPEC.*

PERCENT

PASS?

(X=NO)

2.8

GRAIN SIZE - mm.

¾Sand

Medium I Fine Silt

40.1 I 32.6

silty sand

PL= NP

Dgo= 1.2821 D50= 0.3349 D10=

Material Description

Atterberg Limits

LL= NV

Coefficients D35= 1.0368 D30= 0.1200 Cu=

Classification

% Fines

24.4

Pl= NP

USCS= SM AASHTO= A-2-4(0)

• (no specification provided)

Location: Boring 4 Sample Number: 5 Depth: 9.00 - 10.50'

SUELOS, INC.

San Juan, Puerto Rico

Remarks

Client: CMA Architecs and Engineers Project: PR 155 km 45.5, Morovis

Proiect No:

Date:

Fh:iure

Clay

.S .S .S .£ C .£ .S .S 0 0 0

� � 0 0 0 0 0 0 " 0

; � _;J; .;; N "' " <D .;; .;;

N

<D "' N � ,. ,. "" ,. ""

I I I I

I I I I

I I I I I I I I

I I I I I I I I

I I I I \ I I I I

I I I I I I I I

I 'I I 'I

I I I I I I I I

I I I I I I I

I I I I I I i I I I I I

80 I I I I ' I

I I I I I

I I I I I

I I I

I I I

I I I

I I I

I I I I I

0:: I I I I I

I I I I I w 60 I I I I I 'z I I I I I u:: I I I I I

I I I I I '>i I- I I I I I z 50 I I I I I I w I I I I I I

\(.) I I I I I I I

I I I I I I I

0:: I I I I I I I w 40 I I I I I I I

19' I

0..

I

I I I I I I I I I

I I I I I I I I I

I I I I I I I I I

I I I I I I I I \. I

I I I I I I I I

N I

I I I I I I I I I

I I I I I I I I I

I I I I I I I I I

I I I I I I I I I

I I I I I I I I I j I I I I I I I I I I

I I I I I I I I I I

: ,l : i I I I I I I

I Ii

I I I I I I I I I I

I I I I I I I I I I

I I I I I I I I I I

I I I I I I I I I I

I I I I I I I I I I

100 10 1 .1 0.01 0.001

GRAIN SIZE - mm.

% Gravel ¾Sand % Fines

%+3" Coarse I Fine Coarse Medium Fine Silt Clay

0.0 0.0 I 0.0 5.7 44.1 29.7 20.5

SIEVE PERCENT SPEC.* PASS? Material DescriQtion

SIZE FINER PERCENT (X=NO) silty sand .375 100.0 #4 100.0 #10 94.3

Atterberg Limits #20 71.5 #40 50.2 PL= NP LL= NV Pl= NP

#60 37.4 Coefficients #100 28.1 Dgo= 1.6139 Ds5= 1.3261 D50= 0.5928 #200 20.5 D50= 0.4225 D30= 0.1696 D15=

D10= Cu= Cc=

Classification USCS= SM AASHTO= A-1-b

Remarks

• (no specification provided)

Location: Boring 4 Sample Number: 6 Depth: 14.00 - 15.50' Date:

SUELOS, INC. Client: CMA Architecs and Engineers

San Juan, Puerto Rico Proiect No: FiQure

BORING LOGS

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

BORING LOGS

The description of subsurface profile and results of field and laboratory tests, as enclosed, pertain to conditions actually encountered at the borings location proper and at the depths indicated.

Profile tracings between borings, when give, represent a reasonable interpolation of subsoil characteristics and should not be taken to indicate true intermediate conditions.

NOTES:

N - Number of blows required to drive the sampling spoon a distance of 12" with a 140 lbs hammer falling 30".

NW - No water.

WH - Weight of hammer.

WR - Weight of Rods.

W - Natural moisture content in % of dry weight.

qu - Unconfined compressive strength in tons/sq ft.

* - Penetrometer value.

Suelos, PSC Calle Chile 258, San Juan, P.R. 00917-2103

42-40-16

14-18-18

10-12-12

10-14-16

11-18-24

50/3"-----

20-34-50/ 4"

ASPHALT

Medium-dense, medium coarse grained sand, strong to light brown (saprolitic sand)

-silty sand (SM);

-same as above;

-silty sand (SM);

Silty sand (SM)

-same as above; with severely weathered friable rock fragments

END OF TEST HOLE - 22 FT

50/3"

50/4"

SUELOS, INC. BORING NO.: B-1

Soil and Construction Materials Laboratory Job No. 4832

SUBSURFACE EXPLORATION LOG

PROJECT: LANDSLIDE AT PR-155, KM. 45.5, MOROVIS, P.R.

Spoon : 1.375"I.D. Driller : N. ANDINO Date Started : 01/30/19 WATER LEVEL: N < 100 = 22 Hammer: 140# Method : AUGER Date Completed: 01/30/19 Date : 01/30/19 N > 100 = Drop : 30" Drill Type: CME-55 Total Depth : 22 Depth: N/O CORE =

"N" values are the number of blows required to drive the sampling spoon a distance of twelve inches with a 140 lbs hammer falling 30 inches. Natural Moisture Content (2) is expressed in percentage of its dry weight. Unconfined Compressive Strength (Qu) values are expressed in tons per square foot. *Pocket penetrometer values are marked with an asterisk.

Depth ft

Samp No.

Recov

S.P.T.

values

RQD

Description of material

SPT-N

values

Qu

TSF

Moist Cont%

Sheet 1 of 1

45-33-12

12-16-10

13-17-21

13-16-26

24-31-47

39-50/2"--

50/3"-----

Asphalt, coarse angular gravel (fill)

Medium to very dense, gray to brown residual sand (saprolite sand)

-same as above;

-same as above;

-silty sand (SM);

Silty sand (SM)

-same as above;

END OF TEST HOLE - 23 FT

50/2"

50/3"

SUELOS, INC. BORING NO.: B-2

Soil and Construction Materials Laboratory Job No. 4832

SUBSURFACE EXPLORATION LOG

PROJECT: LANDSLIDE AT PR-155, KM. 45.5, MOROVIS, P.R.

Spoon : 1.375"I.D. Driller : N. ANDINO Date Started : 01/30/19 WATER LEVEL: N < 100 = 23 Hammer: 140# Method : AUGER Date Completed: 01/30/19 Date : 01/30/19 N > 100 = Drop : 30" Drill Type: CME-55 Total Depth : 23 Depth: N/O CORE =

"N" values are the number of blows required to drive the sampling spoon a distance of twelve inches with a 140 lbs hammer falling 30 inches. Natural Moisture Content (2) is expressed in percentage of its dry weight. Unconfined Compressive Strength (Qu) values are expressed in tons per square foot. *Pocket penetrometer values are marked with an asterisk.

Depth ft

Samp No.

Recov

S.P.T.

values

RQD

Description of material

SPT-N

values

Qu

TSF

Moist

47-41-26

17-17-20

13-13-17

12-22-50/ 3"

37-50/4"--

34-50/3"--

50/4"-----

Fill: asphalt with small-coarse angular gravel, sand

Dense to very dense, fine-coarse saprolitic sand with some severey weathered, friable rock fragments

-same as above;

Silty sand (SM)

-same as above;

-same as above;

-same as above;

END OF TEST HOLE - 20.5 FT

50/3"

50/4"

50/3"

50/4"

SUELOS, INC. BORING NO.: B-3

Soil and Construction Materials Laboratory Job No. 4832

SUBSURFACE EXPLORATION LOG

PROJECT: LANDSLIDE AT PR-155, KM. 45.5, MOROVIS, P.R.

Spoon : 1.375"I.D. Driller : N. ANDINO Date Started : 01/31/19 WATER LEVEL: N < 100 = 20.5 Hammer: 140# Method : AUGER Date Completed: 01/31/19 Date : 01/31/19 N > 100 = Drop : 30" Drill Type: CME-55 Total Depth : 20.5 Depth: N/O CORE =

"N"…