Report - Geo-Report_Sch A_Hwy-385.pdf

GEOCONSULT

Geotechnical engineers providing geotechnical engineering solutions .... Patricia A. Crumley, MECEE Tirso A. Alvarez, PhD Alan R. Crumley, MSCE

P.O. BOX 362040, SAN JUAN, PUERTO RICO 00936-2040 TEL (787) 783-3585 FAX (787) 793-0410 Founded 1981 – Peer Reviewed by ASFE www.geoconsult.us

GEOTECHNICAL ENGINEERING REPORT

EROSION REMEDIATION

PR-5568 KILOMETER 0.8

Corozal, Puerto Rico

January 12, 2019

INTRODUCTION

This report presents recommendations for remediation of erosion from severe flows over roadway PR-5568 at kilometer 0.8 in Corozal, Puerto Rico. This work was conducted under contract to Barrett Hale Alamo (BHA), whose design will be submitted to the Puerto Rico Highway and Transportation Authority

(PRHTA). An advance report was submitted by GeoConsult on December 18, 2018.

Work was conducted in accordance with our proposal dated April 18, 2018, modified May 3, 2018, and BHA's notice to proceed dated November 12, 2018.

The site is located about six kilometers southwest from the town of Corozal

(Figure 1). The roadway passes a hill as it descends about five meters into kilometer

0.7; it then remains flat until passing a culvert structure at kilometer 0.8, where the road elevation once again rises as it enters adjoining hills. So, the roadway low points occur between kilometers 0.7 and 0.8, where flooding occurs. The Cibuco

ASFe1~

PEER REVIEWED_,:

PR-5568, kilometer 0.8

Geotechnical Engineering Report

River enters the area from the south and flows into two 72-inch culverts near kilometer 0.8 that discharge on the opposite side of the roadway. The river then turns into a northeast-east direction.

Flooding and erosion at this stretch of PR-5568 were noted after the island was hit by Hurricane María in 2017. In addition to erosion of the embankment, the surface pavement was delaminated and is in poor condition. The culvert intake at kilometer 0.8 was clogged during our visit. This entrance is easily made useless by clogging; water then flows onto the adjoining low-elevation parcel on the eastern side of the river and then over the roadway and embankment.

ENGINEERING ANALYSIS

The project location is clearly a thin alluvial zone overlying conglomerate and breccias, or weathered volcanic rocks from the Cibuco Formation, as indicated on the geologic map for the area, Figure 2. Five borings were drilled, labeled CR-1 to CR-5. Boring locations are shown on Figure 3. Boring logs and laboratory test results are included in Appendix A. Borings were drilled to the sides of the roadway, both sides. All borings showed fill, ranging from 6 to 9 feet. Based on N-values from the SPT, the fill has little compaction. Beneath the fill there exists weathered rock at depths that vary from 9 feet (boring CR-2) to 24 feet at boring

CR-5. Some borings showed clayey gravel soils above the rock and below the fill.

Continuous sampling was used to depths of 15 feet, but the resulting profile does not show any highly compressible soils. The boring log for CR-1 shows the nearest pipe within the profile, as measured.

Lack of capacity during rain storms is the likely cause of flooding, and mitigation measures will address the need to avoid or mitigate flooding or its effects. Potential remediation includes creation of additional flow capacity by installing additional pipes or by constructing a bridge. Also, the roadway can be designed to allow for future potential flooding, although this solution would restrict passage over the area in times of heavy rain. In any event, gabions will likely be utilized at the culvert outflows and along the embankment because of their effective protection against erosion, and their availability and cost. Mitigation measures will probably include an increase in culvert capacity, depending on H-H results. Potential remediation includes creation of additional flow capacity by installing additional pipes beneath kilometer 0.8 into the Cibuco River. See photographs in Appendix B. The following paragraphs discuss potential solutions.

ADDITIONAL PIPE OR PIPES IN CULVERT

Drainage capacity can certainly be increased by use of additional concrete or steel pipes. Concrete pipes are easier to install since steel pipes require stricter compaction controls to avoid excessive deflection. The pipes should be placed on clean gravel bedding having a minimum thickness of two feet below the pipe bottom. This bedding will support 60 percent of the lower pipe bottom (0.6 D, where D is the pipe diameter). The remaining sides of the pipe will also receive compacted fill or clean gravel until reaching the pipe top.

USE OF GABIONS

Gabions are ideal for erosion control situations, providing easily adaptable shapes with high allowable settlements. They are also easily repairable. In this situation for the soil profile that we have determined exists on site, gabion walls can be designed based on an allowable bearing capacity of 2,000 pounds per square foot. Gabions can also be used along the Cibuco River. In any event, close inspection is required to determine the need for any overexcavation.

SHEETPILES

In order to create a permanent waterway with low possibility of failure, sheetpiles could be used. Sheets can be easily installed to depths of 20 feet using adequately-sized hammers; in some cases, vibratory hammers can be used although an impact hammer might be needed if less weathered soils from the underlying rock are found. Use of sheetpiles would be an extreme situation since it seems that gabions will be the most cost-effective solution.

PILES FOR A BRIDGE

An extreme solution would be construction of a bridge, likely too expensive and probably not justified by the traffic volume. There are other better solutions. A bridge is only mentioned to complete the presentation on design possibilities. Piles would be driven to depths that exceed the depth of borings, likely 30 feet for loads of 40 tons per pile in compression, using 14x73 piles with tip protectors.

RECOMMENDATIONS

Two major alternates are available, which we understand are still under review. Our recommendations are summarized below. Nonetheless, the reader is warned that no conclusions may be made without reading the entire report.

1. The first alternate consists of increasing the drainage capacity of the culvert beneath kilometer 0.8 by installation of additional concrete pipes, as determined by the H-H study.

2. Gabions are ideal for erosion control situations, providing easily adaptable shapes with high allowable settlements. They are also easily repairable. In this situation for the soil profile that we have determined exists on site, gabion walls can be designed based on an allowable bearing capacity of 2,000 pounds per square foot.

FINAL COMMENTS

Since the information from borings is discrete, some level of interpolation was required to cover all the area of interest. These data interpolations were based on the engineer’s judgment, supported by boring logs, results of laboratory tests and site geologic map. However, some differences between the assumed subsoil profiles and the actual site conditions might occur because local ground conditions may change over short distances.

This report was based on design concepts, parameters and constraints that have been made known to us by the completion of this document. Any subsequent design changes would require a revision of the geotechnical recommendations herein presented to confirm that they would be suited for the new design.

Alan R. Crumley, PE January 12, 2019 License 5828 San Juan, Puerto Rico File No. 3008-18

Geotechnical Engineers

P.O. Box 362040, San Juan P.R. 00936 Tel. (787) 783-3585 / www.geoconsult.us

Project Reference Sheet No.Code No.

Project No.

Description Scale: None Date: 15 Dec. 2018 By: PAC Revised: ARC

Repairs to Roadway PR-5568, kilometer 0.7 and 0.8

General Location Plan, Corozal

Figure

3008-18

N Corozal

Figure 1. Site Location Plan for Corozal, San Juan, Puerto Rico.

From USGS Topographic Map for Corozal Quadrangle, Puerto Rico, 1972

-19°00'

-16°30'

18°00'

17°30'

87°30'

Isla Oesecheo 0

(Pu•r10 Rico)

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0 20 40 KUomelers

67°30'

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I 61"00'

67°00'

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88°30' I

66°00' I

65°30'

ATLANTIC OCEAN

CARIBBEAN SEA

86°30'

I 66°00' 65°30'

I

Geotechnical Engineers

P.O. Box 362040, San Juan P.R. 00936 Tel. (787) 783-3585 / www.geoconsult.us

Project Reference Sheet No.Code No.

Project No.

Description Scale: None Date: 15 Dec. 2018 By: PAC Revised: ARC

Repairs to Roadway PR-5568, kilometer 0.7 and 0.8 Geology, Corozal Figure

3008-18

CRETACEOUS

Kn: dark greenish-gray to dark greenish-black basaltic tuff Kna: dark gray andesite lava Knb: Los Negros Formation, dark gray basaltic lava

UPPER CRETACEOUS OR LOWER TERTIARY:

Tkci: Cibuco Formation, dark gray massive conglomerate and breccia conglomerate

From Geologic Map of the Corozal Quadrangle, by Arthur E. Nelson, USGS Map I-473, 1967

P.O. Box 362040, San Juan P.R. 00936 Tel. (787) 783-3585 / www.geoconsult.us

Project Reference Sheet No.Code No.

Project No.

Description Scale: None Date: 15 Dec. 2018 By: PAC Revised: ARC

Repairs to Roadway PR-5568, kilometer 0.8

Boring Location Plan Figure

3008-18

N

Geoconsult Boring id

Geoconsult Boring id

Geoconsult Boring id

Geoconsult Boring id

Geoconsult Boring id

Alan Crumley Text Box

CR-1

Alan Crumley Text Box

CR-2

Alan Crumley Text Box

CR-3

Alan Crumley Text Box

CR-4

Alan Crumley Text Box

CR-5

Alan Crumley Text Box Boring locations

Geoconsult Boring id

Alan Crumley Text Box

DR-1

Geoconsult Boring id

Alan Crumley Text Box Borings labeled CR-1 etc. are for kilometer 0.8; boring DR-1 is for kilometer 0.7.

APPENDIX A

Boring logs

Laboratory test results

0.00

-6.00

-14.00

FILL: silty sand with gravel, brown, gray

CLAYEY GRAVEL with sand, yellowish brown, gray, moist

WEATHERED ROCK sampled as silty gravel with sand, yellowish brown, dark gray

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

40/5"

40/5"

40/5"

40/4"

40/5"

40/5"

40/5"

40/4"

SUBSURFACE EXPLORATION LOG

BORING No.: CR-1

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-13-18 DATE COMPLETED: 12-13-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: 8 Final: ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 25.5

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

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PI=13

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PI=14

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252981.8862 N

208915.9989 E

TE = 210.81 m

0.00

-4.00

-9.00

FILL: clayey sand some gravel, reddish brown, light gray

FILL: silty sand some gravel, reddish brown, gray

WEATHERED ROCK sampled as silty gravel to sandy gravel, reddish brown, dark brown

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

40/4"

40/5"

40/5"

40/5"

40/4"

40/5"

40/5"

40/5"

SUBSURFACE EXPLORATION LOG

BORING No.: CR-2

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-14-18 DATE COMPLETED: 12-14-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: 25 Final: 14 ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 30.5

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

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SUBSURFACE EXPLORATION LOG

BORING NUMBER: CR-2

BORING LOG (CONT. SHEET)

PROJECT

PR-5568 Km. 8.0

JOB

SHEET 2

OF

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

-H-A JACA & SIERRA

Testing Laboratories Geotec hn ica, I E r,g i nee rs

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252994.3413 N

208926.4799 E

TE = 209.23 m

0.00

-6.00

-19.00

FILL: sandy gravel some silt, pale yellow

Do... pale yellow, brown

Do... gray, brown

CLAYEY GRAVEL with sand, brown, gray, moist

Do... yellowish brown, gray

WEATHERED ROCK sampled as silty gravel with sand, brown, dark gray

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

40/2"

40/2"

40/5"

40/3"

40/2"

40/5"

40/3"

SUBSURFACE EXPLORATION LOG

BORING No.: CR-3

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-18-18 DATE COMPLETED: 12-18-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: Not Found Final: ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 25.5

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

-H-A JACA & SIERRA

Testing Laboratories Geotec h n i ca l Engineers

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252996.7269 N

208938.0845 E

TE = 208.85 m

0.00

-2.00

-8.00

-12.00

FILL: sandy gravel some silt, gray, brown

FILL: clayey gravel with sand, reddish brown, gray

CLAYEY GRAVEL with sand, brown, gray, moist

WEATHERED ROCK sampled as silty gravel some sand, brown, dark gray

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

40/4"

40/5"

40/5"

40/5"

40/5"

40/5"

SUBSURFACE EXPLORATION LOG

BORING No.: CR-4

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-18-18 DATE COMPLETED: 12-18-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: Not Found Final: ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 25.5

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

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252998.2323 N

208947.1494 E

TE = 208.77 m

0.00

-2.00

-4.00

-6.00

-8.00

-14.00

-24.00

FILL: silty gravel with sand, brown, gray

FILL: silty clay with sand, reddish yellow

FILL: concrete debris

FILL: clayey sand with gravel, brown, gray

CLAYEY GRAVEL with sand, brown, gray, moist

SANDY SILT some weathered rock fragments, very stiff, yellowish brown, dark gray

WEATHERED ROCK sampled as silty gravel with sand, brown, dark gray

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

SUBSURFACE EXPLORATION LOG

BORING No.: CR-5

PROJECT:

PR-5568 Km. 8.0

JOB:

SHEET 1

OF

LOCATION: Corozal, PR DRILLER/DRILL RIG: Carlos I. Diaz / CME-55

COORDINATES: DATE STARTED: 12-19-18 DATE COMPLETED: 12-19-18

DESCRIPTION BY: Rommel Cintron SURFACE ELEVATION (ft):

GROUNDWATER (ft): Initial: 10 Final: ENGINEER: Rommel Cintron DRILLING METHOD: Hollow-Stem Auger 2.25" ID TOTAL DEPTH (ft): 30.5

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

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SUBSURFACE EXPLORATION LOG

BORING NUMBER: CR-5

BORING LOG (CONT. SHEET)

PROJECT

PR-5568 Km. 8.0

JOB

SHEET 2

OF

N W Qu

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

"W" - Natural Moisture Content in percentage of dry weight. Initial G.W. Depth "Qu" - Unconfined Compressive Strength in tons per square foot. Final G.W. Depth "Rc" - Core recovery in percent for each successive run. "RQD" - Rock quality designation.

"WH" - Sample was recovered by advancing the sampler with the weight of the hammer.

"P" - A "P" in the Unconfined Compressive Strength test indicates the use of the pocket Penetrometer.

ELEV

(ft)

0.00

DEPTH

(ft) DESCRIPTION

LE

G

E N

D

S A

M P

LE

N

O

TY

P

E

B

LO

W S

SPT

N

W Qu RC RQD%

20 40 60 80

1 2 3 4Qu

N-W

-H-A- J-A~c=A~ &~ s~1=E=R=R~A- ~ Testing Laboratories

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252977.8635 N

208901.3856 E

TE = 210.65 m

(X=NO)PERCENTFINERSIZE

PASS?SPEC.*PERCENTSIEVE

Project No:

Project:

Client:

Elev./Depth:Location:

Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Material Description

AASHTO=USCS=

Cc=Cu=

D10=D15=D30=

D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E R C E N T F

IN

E R

100 10 1 0.1 0.01 0.001500

GRAIN SIZE - mm

% +75 MM % GRAVEL % SAND % SILT % CLAY

i n i n i n

-1 /2 i n i n

/4 i n

/2 i n

/8 i n

0.0 29.2 54.9 15.9

Figure7938

PR-5568 Km. 8.0, Corozal, PR

GeoConsult

4-6'Corozal, PR

12/28/18Project SiteCR-1

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-2-6(0)SC

0.534 1.902.959.65

133320

Clayey sand with gravel

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 94.6 90.9 84.7 70.8 51.1 27.5 19.0 15.9

1 in.

.75 in.

.5 in.

.375 in.

#4

#10 #40

#100 #200 jl

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Alan Crumley Rectangle

Project No:

Project:

Client:

Elev./Depth:Location:

Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Material Description

AASHTO=USCS=

Cc=Cu=

D10=D15=D30=

D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E R C E N T F

IN

E R

100 10 1 0.1 0.01 0.001500

GRAIN SIZE - mm

% +75 MM % GRAVEL % SAND % SILT % CLAY

i n i n i n

-1 /2 i n i n

/4 i n

/2 i n

/8 i n

0.0 53.6 35.8 10.6

Figure7938

PR-5568 Km. 8.0, Corozal, PR

GeoConsult

10-12'Corozal, PR

12/28/18Project SiteCR-1

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-2-6(0)GP-GC

0.2421.35 6.3013.932.6

143218

Poorly graded gravel with clay and sand

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 68.4 66.0 58.5 54.9 46.4 34.9 18.5 12.9 10.6

1.5 in.

1 in.

.75 in.

.5 in.

.375 in.

#4

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Project:

Client:

Elev./Depth:Location:

Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Material Description

AASHTO=USCS=

Cc=Cu=

D10=D15=D30=

D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E R C E N T F

IN

E R

100 10 1 0.1 0.01 0.001500

GRAIN SIZE - mm

% +75 MM % GRAVEL % SAND % SILT % CLAY

i n i n i n

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0.0 18.2 47.3 34.5

Figure7938

PR-5568 Km. 8.0, Corozal, PR

GeoConsult

2-4'Corozal, PR

12/28/18Project SiteCR-2

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-2-6(1)SC

0.3900.80813.2

173922

Clayey sand with gravel

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 94.4 84.5 84.5 81.8 72.8 51.1 39.8 34.5

1 in.

.75 in.

.5 in.

.375 in.

#4

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#100 #200

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Remarks

Classification

Coefficients

Atterberg Limits

Material Description

AASHTO=USCS=

Cc=Cu=

D10=D15=D30=

D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E R C E N T F

IN

E R

100 10 1 0.1 0.01 0.001500

GRAIN SIZE - mm

% +75 MM % GRAVEL % SAND % SILT % CLAY

i n i n i n

-1 /2 i n i n

/4 i n

/2 i n

/8 i n

0.0 12.6 53.2 34.2

Figure7938

PR-5568 Km. 8.0, Corozal, PR

GeoConsult

4-6'Corozal, PR

12/28/18Project SiteCR-2

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-2-6(1)SM

0.3020.5453.32

144026

Silty sand

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 93.6 90.2 87.4 79.4 55.8 39.9 34.2

.75 in.

.5 in.

.375 in.

#4

#10 #40

#100 #200

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Project No:

Project:

Client:

Elev./Depth:Location:

Date:Source of Sample:Sample No.:

Remarks

Classification

Coefficients

Atterberg Limits

Material Description

AASHTO=USCS=

Cc=Cu=

D10=D15=D30=

D50=D60=D85=

PI=LL=PL=

Particle Size Distribution Report

P E R C E N T F

IN

E R

100 10 1 0.1 0.01 0.001500

GRAIN SIZE - mm

% +75 MM % GRAVEL % SAND % SILT % CLAY

i n i n i n

-1 /2 i n i n

/4 i n

/2 i n

/8 i n

0.0 30.7 47.2 22.1

Figure7938

PR-5568 Km. 8.0, Corozal, PR

GeoConsult

6-8'Corozal, PR

12/27/18Project SiteCR-5

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-2-6(0)SC

0.252 1.052.1017.5

163923

Clayey sand with gravel

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 87.6 79.9 77.7 69.3 59.4 36.1 25.7 22.1

1 in.

.75 in.

.5 in.

.375 in.

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APPENDIX B

Photographs

101- View of km 0.7 on PR-5568

102- Arriving at km 0.7 of PR-5568, with km

0.8 further up the photo

103- View of km 0.7 on PR-5568 from opposite side of previous photos

104- Entrance to dual culvert at km 0.8 of PR- 5568. Note log over entrance.

105- Dual culvert entrance at km 0.8 of PR- 5568. There appears to be sufficient space for additional pipes.

106- (looking south) Present exit side of one of two pipes at km 0.8, entrance further left

Oval

Alan Crumley Text Box 0.8

Alan Crumley Oval

Alan Crumley Oval

Alan Crumley Line

Alan Crumley Text Box Flow

Alan Crumley Oval

Alan Crumley Line

Line

107- For km 0.8, zone for two additional pipes, if needed

108- Lower of two pipes shown, with more water from pipe further up the photo. Second or upper pipe is not visible.

110- Protection or revetment needs to be extended on both pipes below PR-5568 at km 0.8.

110- Potential location for one or two additional pipes (depending on H-H results)

111- View upstream of creek beneath km 0.8 of PR-5568, which zone is likely flooded periodically

Alan Crumley Line

Alan Crumley Line

Alan Crumley Oval

112- Low-lying zone on entry side of dual culverts at km 0.8

113- Pipe exit to Cibuco beneath km 0.7

114- At km 0.7, line shows creek alignment before turning south.

115- Creek bends to the right before right angle turn to meet Cibuco.

116- Potential new pipe alignment, looking downstream at km 0.7

117- Creek veers right beneath km 0.7 to meet Cibuco, almost against the direction of flow. At this location, Cibuco has greater head and likely flows at greater velocity, retarding flow at 0.7.

Alan Crumley Oval

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

Alan Crumley Line

118- As suggested by BHA, straightening flow appears to be an excellent idea.

119- Flow left to right at 0.7, bending onto Cibuco River on opposite side

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