Report - Geo-Report_Sch A_Hwy-384.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 0.7

Corozal, Puerto Rico

January 12, 2019

INTRODUCTION

This report presents recommendations for remediation of erosion from severe flows over roadway PR-5568 at kilometer 0.7 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 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

River enters the area from the south and flows into two 72-inch culverts near

PR-5568, kilometer 0.7

Geotechnical Engineering Report 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. At kilometer 0.8, the culvert intake is easily clogged (as noted during several visits) and overflowed over the adjoining low-elevation parcel on the eastern side of the river and over the roadway and embankment. At kilometer 0.7, the subject of this report, flooding also occurred along a stream that empties into the Cibuco River. This stream discharges almost at right angles to the Cibuco, with much lower energy. This situation impedes flow of the unnamed creek and creates flooding of this unnamed creek before reaching the Cibuco.

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. Four borings were drilled, labeled DR-1 to DR-4. 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 road.

Borings DR-1 and DR-2 show 8 and 10 feet of fill, placed with little compaction according to our interpretation of the SPT N-values. Beneath the fill, clayey gravel and sandy silt were found until reaching weathered rock at depth of 14 and 19 feet, respectively. Borings DR-3 and DR-4 were drilled at higher elevations and showed minor fill thicknesses (two feet). Residual soils overlie the weathered rock that is found at depths of 12 and 19 feet, respectively. Soils at DR-1 and DR-2 exhibited low plasticity as indicated by the Atterberg Limit results (ML, PI = 15 and 5). At boring DR-2 at a depth of 8 to 10 feet, soil was classified SC with PI=14.

The most likely cause of flooding is the geometry at the confluence of the unnamed creek and the Cibuco (see photographs in Appendix B). As first mentioned by personnel from BHA, it appears that the creek once ran in a northerly direction but was made to flow west to accommodate the road and property limits.

I concur with this observation. Mitigation measures will probably include an increase in culvert capacity or a realignment of the creek to what was probably its original direction of flow. Potential remediation includes creation of additional flow capacity by installing additional pipes or by installing a new culvert so that it flows into and not against the Cibuco River. The following paragraphs discuss potential solutions.

ADDITIONAL PIPE OR PIPES IN EXISTING CULVERT

Drainage capacity can certainly be increased by use of an additional concrete pipe. The pipe 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. Construction is critical in the sense that a slope excavation will require much excavation into the higher roadway areas. A narrow excavation can be easily accomplished but will require support bracing to protect personnel. The design of such bracing must follow OSHA guidelines.

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.

BACKFILL

The creek that discharges into kilometer 0.7 will be backfilled, if the solution that includes a realigned culvert is adopted. Placement of that backfill will not be difficult. However, the fill above the pipe top must be well compacted. The same excavated cohesive soil could be used if kept dry and compacted in layers. If the fill is dumped and/or not correctly compacted, settlements will occur and will create a permanent depression at this location, which should not be allowed.

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 by use of an additional concrete pipe. Construction is critical in the sense that a slope excavation will require much excavation into the higher roadway areas. A narrow excavation can be easily accomplished but will require support bracing to protect personnel.

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

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)

0 t---,-....1.-r--,~2L'.,0 _,..._.,_ __ ~ •o Md••

0 20 40 KUomelers

67°30'

I

I 61"00'

67°00'

I

I

88°30' I

66°00' I

65°30'

ATLANTIC OCEAN

CARIBBEAN SEA

86°30'

I 66°00' 65°30'

I

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 M I 473 1967

GEOCONSULT

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

Geology, Corozal Figure

3008-18

Knb: Los Negros Formation, dark gray basaltic lava 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 0.7

Boring Location Plan Figure

3008-18

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Geoconsult Boring id

Geoconsult Boring id

Geoconsult Boring id

Geoconsult Boring id

Alan Crumley Text Box

DR-1

Alan Crumley Text Box Boring locations

Alan Crumley Text Box

DR-2

Alan Crumley Text Box

DR-3

Alan Crumley Text Box

DR-4

Geoconsult Boring id

APPENDIX A

Boring logs

Laboratory test results

0.00

-8.00

-14.00

FILL: sandy silt some gravel, brown

Do... with gravel

CLAYEY GRAVEL with sand, brown, gray, moist

WEATHERED ROCK sampled as sandy gravel with silt, 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"

40/3"

40/5"

40/5"

40/3"

SUBSURFACE EXPLORATION LOG

BORING No.: DR-1

PROJECT:

PR-5568 Km. 7.0

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: Final: 8 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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PI=15

Alan R. Crumley Text Box Coordinates:

253013.2436 N

208990.2896 E

TE = 208.00 m

0.00

-6.00

-10.00

-14.00

-19.00

FILL: sandy silt some wood fragments trace gravel, brown, dark brown

FILL: sandy clay, yellowish brown

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, 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"

SUBSURFACE EXPLORATION LOG

BORING No.: DR-2

PROJECT:

PR-5568 Km. 7.0

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: Not Found 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

-H-A JACA & SIERRA

Testing Laboratories Geotec h n i ca l Engineers

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PI=5

Alan Crumley Text Box

PI=14

S-11 40/3" 40/3" 12

SUBSURFACE EXPLORATION LOG

BORING NUMBER: DR-2

BORING LOG (CONT. SHEET)

PROJECT

PR-5568 Km. 7.0

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

I I I 0 □ b.

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Alan R. Crumley Text Box Coordinates:

253022.1600 N

209003.0514 E

TE = 208.82 m

0.00

-2.00

-8.00

-12.00

FILL: sandy clay some gravel, yellowish brown, gray

SILTY CLAY some sand, stiff, yellowish brown

CLAYEY GRAVEL with sand, 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

40/5"

40/5"

40/5"

40/5"

40/5"

2.2

2.0

1.3

SUBSURFACE EXPLORATION LOG

BORING No.: DR-3

PROJECT:

PR-5568 Km. 7.0

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): 20.5

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- J~A- C~ A- &~ S~l=E=R~R~A~ ~ Testing Laboratories

Geotec hn ica l Engineers

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Alan R. Crumley Text Box Coordinates:

253021.7278 N

209012.2924 E

TE = 208.90 m

0.00

-2.00

-19.00

FILL: clayey silt with concrete debris, brownish yellow

CLAYEY SILT some sand, very stiff to hard, brownish yellow

Do... relic joints

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"

SUBSURFACE EXPLORATION LOG

BORING No.: DR-4

PROJECT:

PR-5568 Km. 7.0

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: Final: 25 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

-H-A- J~A- C~ A- &~ S~l=E=R~R~A~ ~ Testing Laboratories

Geotec hn ica l Engineers

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S-11 26 40/4"

40/4" 20

SUBSURFACE EXPLORATION LOG

BORING NUMBER: DR-4

BORING LOG (CONT. SHEET)

PROJECT

PR-5568 Km. 7.0

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

I I I 0 □

\· I I

Alan R. Crumley Text Box Coordinates:

253020.4309 N

209023.9590 E

TE = 210.01 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 0.2 25.5 74.3

Figure7938

PR-5568 Km. 7.0, Corozal, PR

GeoConsult

4-6'Corozal, PR

1/9/19Project SiteDR-1

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-7-6(11)ML

0.134

154227

Silt with sand

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 99.8 98.9 96.0 86.7 74.3

.375 in.

#4

#10 #40

#100 #200

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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 0.0 29.5 70.5

Figure7938

PR-5568 Km. 7.0, Corozal, PR

GeoConsult

4-6'Corozal, PR

12/28/18Project SiteDR-2

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-4(3)ML

0.211

53227

Silt with sand

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 99.3 92.3 80.6 70.5

#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 3.3 50.8 45.9

Figure7938

PR-5568 Km. 7.0, Corozal, PR

GeoConsult

8-10'Corozal, PR

12/27/18Project SiteDR-2

Tested by: A. Roman

Checked by: Rommel Cintron Aponte, MSCE, PE

A-6(3)SC

0.1160.2261.04

143824

Clayey sand

(no specification provided)

JACA & SIERRA

TESTING LABORATORIES

San Juan, Puerto Rico

100.0 99.2 96.7 91.3 72.0 53.2 45.9

.5 in.

.375 in.

#4 #10 #40

#100 #200

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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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