W912EP19B0025-Loiza_Shoreline_Specs_v2_RTA.pdf

W912EP19B0025

Jacksonville District

Loiza Shoreline Protection Project

Loiza, Puerto Rico

Construction Solicitation and Specifications Volume 2 of 2

See Volume 1 of 2 for issue date 16 August 2019

Loiza Shoreline Protection Project Loiza, Puerto Rico

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 21 CONTROL MONUMENT DESCRIPTIONS

00 31 32 GEOTECHNICAL DATA REPORT

00 33 50 WEATHER, WATER STAGE AND TIDE DATA

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 22 00 MEASUREMENT AND PAYMENT

01 30 00 ADMINISTRATIVE PROCEDURES

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 45 00 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04 CONTRACTOR QUALITY CONTROL

01 50 02 TEMPORARY CONSTRUCTION FACILITIES

01 52 10 CONTRACTING OFFICER'S FIELD OFFICE

01 57 20 ENVIRONMENTAL PROTECTION

01 57 25 TURBIDITY MONITORING

DIVISION 02 - EXISTING CONDITIONS

02 22 13 VIBRATION MONITORING REQUIREMENTS FOR EXISTING STRUCTURES

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 32 11 SOIL SURFACE EROSION CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 92 23 SODDING

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 31 19 STONE PROTECTION FOR STRUCTURES

35 42 35 POLYMERIC MARINE MATTRESS

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 1

W912EP19B0025 RTA

SECTION 00 31 21 CONTROL MONUMENT DESCRIPTION

SECTION 00 31 21 Page 1

DESIGNATION - CANO RESET`

PID - DE5559

MARKER: F = FLANGE-ENCASED ROD

SETTING: 49 = STAINLESS STEEL ROD W/O SLEEVE (10 FT.+)

STAMPING: CANO RESET 2002

MARK LOGO: NGS

PROJECTION: FLUSH

MAGNETIC: I = MARKER IS A STEEL ROD

STABILITY: B = PROBABLY HOLD POSITION/ELEVATION WELL

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - May 06, 2013 ROD/PIPE-DEPTH: 4.1 meters SLEEVE-DEPTH : 0.9 meters

STATION DESCRIPTION BY FL DEPT OF ENV PRO 2005 (WDM)

DESCRIBED BY NATIONAL GEODETIC SURVEY 2002 (JMW)

IN CANOVANAS AT THE JCT OF HIGHWAY 3 AND THE MAIN ENTRANCE TO THE

VILLAS DE LOIZA SHOPPING CENTER.

IT IS 44.9 M NORTHEAST OF THE CENTER OF THE WEST BOUND LANES OF THE

HIGHWAY, 35.5 M SOUTHEAST OF THE CENTER OF THE ENTRANCE, 6.5 M

NORTHWEST OF A WITNESS POST AND STREET LAMP BASE, 6.1 M SOUTHEAST OF A

STREET LAMP, 5.0 M NORTHEAST OF THE CENTER OF A MARGINAL STREET, 2.2 M

SOUTHWEST OF THE CENTER OF A SIDEWALK, AND 0.2 M ABOVE THE LEVEL OF

THE STREET.

NOTE-ACCESS TO THE DATUM POINT IS THRU A 5-INCH LOGO CAP, THE

SLEEVE DEPTH DOSE NOT MEET CLASS A REQUIRMENTS, OWNERSHIP--THE

MARK IS LOCATED ON CITY STREET RIGHT OF WAY.

STATION RECOVERY (2009)

RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2009

MARQTEK ENGINEERING.

STATION RECOVERY (2012)

RECOVERY NOTE BY POLYTECHNIC UNIVERSITY OF PUERTO RICO 2012 (LSA)

TO REACH THE STATION, GO WEST ON HIGHWAY 3 0.8 MILES (1.31 KM) FROM

THE JUNCTION OF HIGHWAY 3 AND HIGHWAY 66 (EXIT OF THE BELTZ FACTORY

OUTLET) TO THE JUNCTION OF HIGHWAY 3 AND THE ENTRANCE OF THE VILLAS DE

LOIZA SHOPPING CENTER. TURN LEFT AT THE STOPLIGHT AND AT 70 M TURN

RIGHT TO THE MARGINAL STREET.

THE STATION IS AT 39.49 M AT THE NORTH SIDE OF THE PLANTING

SECTION 00 31 21 Page 2

AREA OF THE MARGINAL STREET, 0.59 M SOUTHWEST FROM THE EDGE OF THE

SIDEWALK, 1.19 M NORTHEAST FROM THE NORTH SIDE OF THE MARGINAL CURB,

5.67 M SOUTHWEST FROM A CONCRETE LIGHTING POLE LABELED L-33, 17.32 M

SOUTHEAST FROM THE SOUTHWEST CORNER OF A BUILDING (FORMERLY BASKING

ROBINS).

THE STATION IS A STAINLESS STEEL ROD W/O SLEEVE (10 FT.+. ACESS TO THE

DATUM POINT IS THRU A 5-INCH LOGO CAP.

STATION RECOVERY (2013)

RECOVERY NOTE BY POLYTECHNIC UNIVERSITY OF PUERTO RICO 2013 (LG)

RECOVERED AS DESCRIBED

SECTION 00 31 21 Page 3

DESIGNATION - P 1008

PID - DK7200

MARKER: DV = VERTICAL CONTROL DISK

SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT

STAMPING: P-1008 2007

MARK LOGO: NGS

PROJECTION: FLUSH

MAGNETIC: N = NO MAGNETIC MATERIAL

STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

STABILITY: SURFACE MOTION

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - December 21, 2007

STATION DESCRIPTION

DESCRIBED BY JAVIER E. BIDOT AND ASSOC. 2007

THE STATION IS LOCATED IN THE NORTHEAST SECTION OF CANOVANAS AND WEST

OF BELTZ OUTLETS MALL IN MEDIAN OF STATE ROAD PR-66 AT 193 M (633.2

FT)SOUTH OF THE JUNCTION OF INTERSECTION OF PR 3 AND PR 66.

OWNERSHIP PRHTA RIGHT-OF-WAY.

TO REACH THE STATION FROM THE INTERSECTION OF PR 3, PR 188 AND PR 66

AT CANOVANAS, TAKE STATE ROAD PR 66 HEADING SOUTH TO THE MARK ON THE

LEFT IN THE MEDIAN.

THE STATION IS A STANDARD BRONZE DISK IN A CONCRETE POST IN GRASS AREA

FLUSH WITH THE GROUND. IT IS APPROXIMATELY 80 M (262.5 FT) NORTH OF

TRAFFIC SIGN THAT INDICATE THE ENTRANCE TO BELTZ OUTLET MALL AND PR

66, 20 M (65.6 FT) WEST OF LIGHT POLE AND 17.44 M (57.2 FT) EAST OF

ANOTHER LIGHT POLE.

SECTION 00 31 21 Page 4

DESIGNATION - R 1008

PID - DK7202

MARKER: DV = VERTICAL CONTROL DISK

SETTING: 34 = SET IN THE FOOTINGS OF SMALL/MEDIUM STRUCTURES

SP_SET: TRAFFIC CONTROL BASE

STAMPING: R-1008 2007

MARK LOGO: NGS

MAGNETIC: N = NO MAGNETIC MATERIAL

STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

STABILITY: SURFACE MOTION

SATELLITE: THE SITE LOCATION WAS REPORTED AS NOT SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - December 07, 2007

STATION DESCRIPTION

DESCRIBED BY JAVIER E. BIDOT AND ASSOC. 2007

THE STATION IS LOCATED IN THE NORTHWEST SECTION OF RIO GRANDE AT THE

INTERSECTION OF STATE ROAD PR 3 AND ROAD PR 959.

OWNERSHIP PRHTA RIGHT-OF-WAY.

TO REACH THE STATION FROM THE INTERSECTION OF STATE ROAD PR 66 AND

STATE ROAD PR 3, TRAVEL 1.8 MI (2.9 KM) EAST ON PR 3 TO THE MARK ON

THE LEFT ON NORTHWEST QUADRANT OF THE INTERSECTION.

THE STATION IS A STANDARD BRONZE DISK IN CONCRETE DRILL HOLE FLUSH

WITH SURFACE, 0.45 M (1.5 FT) ABOVE GROUND. IT IS 10.65 M (34.9 FT)

SOUTH OF SOUTH LINE CONCRETE STRUCTURE, 7 M (23.0 FT) SOUTHWEST OF

UTILITY POLE AND 1.20 M (3.9 FT) NORTH OF NORTH EDGE SIDEWALK LEADING

TO A PEDESTRIAN OVERPASS.

SECTION 00 31 21 Page 5

DESIGNATION - Q 1008

PID - DK7201

MARKER: DV = VERTICAL CONTROL DISK

SETTING: 34 = SET IN THE FOOTINGS OF SMALL/MEDIUM STRUCTURES

SP_SET: MANHOLE BASE

STAMPING: Q-1008 2007

MARK LOGO: NGS

MAGNETIC: N = NO MAGNETIC MATERIAL

STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

STABILITY: SURFACE MOTION

SATELLITE: THE SITE LOCATION WAS REPORTED AS NOT SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - December 07, 2007

STATION DESCRIPTION

THE STATION IS LOCATED IN THE NORTHEAST SECTION OF CANOVANAS ALONG THE

EAST BOUND LANES OF STATE ROAD PR 3 TOWARDS RIO GRANDE IN FRONT OF

MUNICIPAL STADIUM.

OWNERSHIP PRHTA RIGHT-OF-WAY.

TO REACH THE STATION FROM THE INTERSECTION OF STATE ROAD PR 66 AND

STATE ROAD PR 3, DRIVE 0.8 MI (1.3 KM) EAST ON PR 3 TO THE MARK ON THE

RIGHT.

THE STATION IS A STANDARD BRONZE DISK SET FLUSH IN A DRILL HOLE OF A

CAST IN PLACE CONCRETE SLAB 0.3 FT (0.1 M) ABOVE GROUND. IT IS 6.28 M

(20.6 FT) NORTHEAST OF WOOD ELECTRIC POLE, 3.10 M (10.2 FT) SOUTHEAST

OF ALUMINUM LIGHT POLE AND 2.82 M (9.3 FT) SOUTH OF STEEL GUARD RAIL.

SECTION 00 31 21 Page 6

DESIGNATION - S 1008

PID - DK7203

MARKER: DV = VERTICAL CONTROL DISK

SETTING: 34 = SET IN THE FOOTINGS OF SMALL/MEDIUM STRUCTURES

SP_SET: VALVE BOX CAST

STAMPING: S-1008 2007

MARK LOGO: NGS

MAGNETIC: N = NO MAGNETIC MATERIAL

STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO

STABILITY: SURFACE MOTION

SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR

SATELLITE: SATELLITE OBSERVATIONS - December 07, 2007

STATION DESCRIPTION

DESCRIBED BY JAVIER E. BIDOT AND ASSOC. 2007

THE STATION IS LOCATED IN THE NORTHWEST SECTION OF RIO GRANDE ON

FRONTAGE ROAD OF STATE ROAD PR 3 EASTBOUND LANES IN FRONT OF SUBWAY

FAST FOOD RESTAURANT.

OWNERSHIP PRHTA RIGHT-OF-WAY.

TO REACH THE STATION FROM THE INTERSECTION OF STATE ROAD PR 66 AND

STATE ROAD PR 3, DRIVE EAST ON PR 3 FOR 2.4 MILES.PROCEED TO MARGINAL

ROAD ON THE RIGHT TO THE MARK ON THE LEFT ON THE GREEN AREA.

THE STATION IS A STANDARD BRONZE DISK FLUSH WITH CONCRETE SURFACE AT

EAST SIDE OF CAST IN PLACE VALVE BOX. IT IS 7.52 M (24.7 FT) SOUTH

AND ACROSS MARGINAL ROAD FROM A MANHOLE COVER, 4.53 M (14.9 FT)

SOUTHEAST OF FIRE HYDRANT AND 4.4 M (14.4 FT) NORTHWEST OF LIGHT POLE

SECTION 00 31 32

Geotechnical Data Report for

CAP Section 14

Emergency Streambank and Shoreline Protection Project

Prepared by

Geotechnical Branch

Engineering Division

Jacksonville District Corps of Engineers

8 July 2019

GEOTECHNICAL DATA REPORT

Table of Contents

1 SCOPE

2 PROJECT BACKGROUND

3 CHARACTER OF MATERIALS

3.1 Regional Geology

3.2 The Local Geology

3.3 Materials Encountered

4 DEFINITIONS

4.1 Definitions of Basic Terms

4.2 Current Logging Terms

4.3 Previous Logging Terms

4.4 Testing and Procedure Methods

5 GEOTECHNICAL DATA

5.1 Summary of Field Investigations

5.2 Inspection of Recovered Materials

5.3 Laboratory testing data

5.4 Wash Probe Data

List of Tables

Table 1. Available Vibracore Data

List of Plates

Plate 1. Vicinity Map Plate 2. Location of Field Investigations

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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GEOTECHNICAL DATA REPORT

1 SCOPE

The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of grab samples and wash probes. The associated laboratory data and wash boring report are presented in paragraphs 5.3 and 5.4, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing historical knowledge of the project area. Also included in this section are definitions of terms and boring log notes, which provide additional explanation of the boring logs and drilling techniques.

During the solicitation period, any questions that pertain to the information provided in this section should be addressed to the contract specialist identified in Block 9 of SF1442. After contract award, questions should be addressed to the appointed ACO/COR, which will coordinate with Geotechnical Branch.

2 PROJECT BACKGROUND

The Municipality of Loíza, Puerto Rico is located on Puerto Rico’s northern Atlantic Coast, approximately 16 miles east of San Juan, as shown on Plate 1. The project area includes approximately 1,050 feet of shoreline within the Municipality of Loíza, which fronts a public school, a community center, and a public roadway.

3 CHARACTER OF MATERIALS

3.1 REGIONAL GEOLOGY

The study area is located on the northeastern coast of Puerto Rico. The geology of eastern Puerto Rico is divided into three sections by the faults of the Cerro Mula Fault Zone. Formations on either side of this fault zone cannot be correlated because there is up to 33 km (20.5 mi) of lateral displacement. The Cerro Mula Fault Zone strongly controls the geomorphology of the region and separates the El Yunque highlands to the north from the lower hills to the south. The north side of the island is composed of limestones, marls and some non-carbonate sediments of late Oligocene to early Miocene age.

3.2 THE LOCAL GEOLOGY

The project area is mostly low-lying, with sandy beaches and small, rocky headlands. Broad sandy beaches cover the entire length of the study area. The beaches are characterized by an intermittent pavement of cemented beach sand, or beach rock, at intertidal levels. Although the coast is ordinarily somewhat protected by the reef, large waves are able to carry much of their energy to the shore. The width of the sandy beaches is naturally adjusted to the size and character of the surf. During intervals of large waves, beaches frequently recede 100 feet or more in a few days, only to advance the same distance during the following intervals of normal surf.

3.3 MATERIALS ENCOUNTERED

The native beach consists of poorly-graded, fine to medium-grained grayish brown quartz sand, based on visual classification. No beach samples were collected from the study area for laboratory analysis. Some large rocks are present on the beach; they were likely placed there to help provide shoreline stabilization.

00 31 32 Page 3

In December 2016, three (3) representative vibracore borings were collected approximately 1.5 miles west of the project site, at the mouth of the Loiza River. These sediments are visually very similar to the existing sediments at the project site. Composite samples from each vibracore were collected from 0 to 4 feet below ground surface. The average median grain size of the three 0 to 4-foot composite samples was 0.36 mm and the average percentage of fines passing the No. 200 sieve was 3.33%. Samples were described as poorly-graded, fine to medium-grained sand. The typical Munsell color was described as 2.5Y 5/2, grayish brown. Laboratory data is presented in paragraph5.3.

In February 2019, 193 wash borings were performed along 24 shore-perpendicular cross-sections within the project footprint. The thickness of unconsolidated material averaged 2.8 feet, varying from less than four inches thick up to six feet. The wash boring report is presented in paragraph 5.4.

4 DEFINITIONS

Definitions not explicitly indicated in the sections below are typical industry standard definitions from their respective ASTMs.

4.1 DEFINITIONS OF BASIC TERMS

Carbonate – Soil component that reacts with HCl of an indeterminate origin (shell, rock, etc.).

Fill – Material that has been placed by man, described with all soil characteristics.

Layer – Rock or soil with a thickness of 6 inches or less.

Lens – A geologic deposit of variable thickness, which disappears laterally in all directions and cannot be correlated to adjacent borings.

Rock – A naturally occurring substance composed of one or more minerals bound together. This geologic term includes a range of engineering properties: strength, hardness, permeability, weathering, and discontinuity. These properties are noted or can be inferred from the boring logs as blow counts, penetration rate, RQD, hardness, etc.

Shell – Material composed of predominantly (>75%) coarse-grained sand to gravel-sized whole or broken shell.

4.2 CURRENT LOGGING TERMS

Definition of terms used on boring logs dated since 2000:

Banded - 0.02' (6 mm) to 0.1' (3.0 cm).

Boulder-Sized – Particles greater than 12 inches in diameter.

Cavity - Voids greater than the diameter of the core.

Coarse Grained - Grain diameter greater than 0.079" (2 mm) for sedimentary rocks or 0.197" (5

mm) for igneous or metamorphic rocks.

Coarse Grained Sand-Sized – Less than 10 percent of fine and medium grained sand sizes are present.

Coarse Gravel-Sized – Particles greater than 3/4 of an inch but less than 3 inches in diameter.

Cobble-Sized – Particles greater than 3 inches but less than 12 inches in diameter.

Decomposed – Applicable to saprolitic rock; rock is essentially reduced to a soil with a relic rock texture; can be molded or crumbled by hand.

Dipping (Dip) - 20 to 45 degrees.

Discontinue – Particles were present within the unit above but are no longer present.

Fine Grained - Grain diameter between 0.004" (0.1 mm) and 0.016" (0.4 mm) for sedimentary rocks or 0.039" (1 mm) for igneous or metamorphic rocks.

Fine Grained Sand-Sized - Less than 10 percent of medium and coarse grained sand sizes are present.

Fine Gravel-Sized – Particles greater than No. 4 sieve but less than 3/4 of an inch in diameter.

Flat (Dip) - 0 to 20 degrees.

Fossiliferous – Greater than 40 percent fossils.

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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Hard (Hardness) - Difficult to scratch with a knife (cannot be pitted with a geology hammer, but can be chipped with moderate blows of the hammer).

Highly Fractured - Spacing 0.3' (9.1 cm) to 1' (30.5 cm).

Highly Weathered - Entire section is discolored; alteration is greater than 50%; some areas of slightly weathered rock are present; some minerals are leached away; retains only a fraction of its original strength (wet strength usually lower than dry strength).

Intact – Spacing greater than 6' (1.8 m).

Intensely Fractured - Spacing less than 0.3' (9.1 cm).

Massive – Over 3' (0.9 m) thick.

Medium-Bedded - 0.3' (9.1 cm) to 1' (30.5 cm) thick.

Medium Grained - Grain diameters between 0.016" (0.4 mm) to 0.079" (2 mm) for sedimentary rocks or 0.039" (1 mm) to 0.197" (5 mm) for igneous or metamorphic rocks.

Medium Grained Sand-Sized - Less than 10 percent of fine and coarse grained sand sizes are present.

Moderately Fractured - Spacing 1' (30.5 cm) to 3' (0.9 m).

Moderately Hard (Hardness) - Can be scratched easily with a knife, but cannot be scratched by a fingernail (can be pitted with moderate blows of a geology hammer).

Moderately Open (Fracture Aperture) - 0.020" (0.5 mm) to 0.098" (2.5 mm).

Moderately Weathered - Discoloration is evident; surface is pitted and altered, with alterations penetrating well below rock surfaces; 10% to 50% of the rock is altered; strength is noticeably less than unweathered rock.

Non-fossiliferous – No observed fossils.

Open (Fracture Aperture) - 0.098" (2.5 mm) to 0.394" (10 mm).

Pitted - Voids 0.039" (1mm) to 0.236" (6mm) in diameter.

Porous - Voids less than 0.039" (1mm) in diameter.

Slightly Fractured - Spacing 3' (0.9 m) to 6' (1.8 m).

Slightly Weathered - Superficial discoloration, alteration and/or discoloration along discontinuities;

less than 10% of the rock volume is altered; strength is essentially unaffected.

Soft (Hardness) - Can be scratched with a fingernail (cannot be crumbled between fingers, but can be easily pitted with light blows of a geology hammer).

Solid - Absence of voids.

Sparsely Fossiliferous – Less than 40 percent fossils.

Steeply Dipping (Dip) - 45 to 90 degrees.

Thick-Bedded – 1' (30.5 cm) to 3' (0.9 m) thick.

Thin-Bedded - 0.1' (3.0 cm) to 0.3' (9.1 cm) thick.

Thin Parting - Paper thin to 0.002' (0.6 mm).

Tight (Fracture Aperture) - 0.004" (0.1 mm) to 0.020" (0.5 mm).

Unweathered - No evidence of any mechanical or chemical alteration.

Very Fine Grained - Grain diameter less than 0.004" (0.1 mm); individual grains or crystals are too small to be seen with the naked eye.

Very Hard (Hardness) - Cannot be scratched with a knife (chips can be broken off only with heavy blows of a geology hammer).

Very Soft (Hardness) - Can be deformed by hand (has a rock-like character, but can be easily broken by hand).

Very Tight (Fracture Aperture) - less than 0.004" (0.1 mm).

Very Wide (Fracture Aperture) - 0.394" (10 mm) to 0.984" (25 mm).

Vuggy - Voids 0.236" (6mm) to the diameter of the core.

4.3 PREVIOUS LOGGING TERMS

Definition of terms used on boring logs dated before 2000:

Dense – Equivalent to SPT N-value of 30 to 50.

Incompetent – Rock that disintegrates while coring; weak.

Indurated – Rock or soil hardened or consolidated by pressure or cementation. Very difficult to break by hand.

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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Poorly-Indurated – See semi-indurated.

Seam – Rock or soil with average thickness of 2 to 3 inches.

Semi-Indurated – Rock or soil with a lesser degree of hardening or consolidation by pressure or cementation. Crumbles with little effort by hand.

4.4 TESTING AND PROCEDURE METHODS

Test/Procedure Method Abrasion Resistance of Large-Size Coarse Aggregate, Los Angeles Machine ASTM C535

Abrasion Resistance of Small-Size Coarse Aggregate, Los Angeles Machine ASTM C131

Air Content by the Pressure Method ASTM C231 Air Content by the Volumetric Method ASTM C173 Air-Entraining Admixtures for Concrete ASTM C233 Atterberg Limits, wet preparation method, test method a multipoint ASTM D4318 Bulk Specific Gravity of Bituminous Mixtures ASTM D2726 Capping Cylindrical Concrete Specimens ASTM C617 Carbonate Content ASTM D4373 Compaction: 4" Mold, Modified Proctor ASTM D1557 Compaction: 4" Mold, Standard Proctor ASTM D698 Compaction: 6" Mold, Modified Proctor ASTM D1557 Compaction: 6" Mold, Standard Proctor ASTM D698 Compressive Strength of Cast in Place Concrete Cylinders ASTM C873 Compressive Strength of Cylindrical Concrete Specimens (Set of 4) ASTM C39 Compressive Strength of Lightweight Concrete ASTM C495 Consolidation, each load of rebound increment with complete time ASTM D2435

Density and Water Content of Soil by Nuclear Methods (Minimum 4) ASTM D2922/D3017

Density of Bituminous Concrete in Place by Nuclear Methods (Minimum 4) ASTM D2950

Density of Soil in Place by the Sand-Cone Method ASTM D1556 Direct Shear ASTM D3080 Drilled Cores and Sawed Beams of Concrete ASTM C42 Extraction of Bituminous Paving Mixtures ASTM D2172 Freezing and Thawing (up to 55 cycles) ASTM D5312 Grain size sieve Analysis ASTM D422 Hydrometer Analysis ASTM D422 Making and Curing Concrete Test Specimens in the Field (Set of 6) ASTM C31 Making and Curing Concrete Test Specimens in the Lab (Set of 4) ASTM C192 Marshall Resistance to Plastic Flow (Set of 3) ASTM D1559 Material Passing No. 200 Sieve ASTM D1140 Modulus of Elasticity ASTM D3148 Moisture Content ASTM D2216

Munsell Color Munsell Soil Color Charts

Organic Content, Test Method C ASTM D2974 Organic Impurities in Fine Aggregate ASTM C40 Permeability: Constant Head Permeability ASTM D2434 Permeability: Falling Head Permeability ASTM D5084

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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Test/Procedure Method Petrographic Examination ASTM C295 Sampling Aggregate (Minimum 4 hours) ASTM D75 Sampling Freshly Mixed Concrete ASTM C172 Sedimentation Rate No ASTM Sieve Analysis of Aggregate ASTM C136 Slump of Hydraulic-Cement Concrete ASTM C143 Soil Classification (Boring logs) ASTM D 2488 Specific Gravity and Absorption of Fine Aggregate ASTM C128 Specific Gravity for Rock ASTM C127 Specific Gravity for Soil ASTM D854

SPLITTING TENSILE STRENGTH ASTM D3967

Splitting Tensile Strength of Concrete Cylinders ASTM C496 Subsample Preparation ASTM D4220, Group B ASTM D4220, Sulfate Soundness ASTM C88 Total Evaporable Moisture Content ASTM C566 Triaxial Compression Test for Rock with Strain Gages or LVDTs (per confining pressure) ASTM D2664

Triaxial compression: Consolidated Undrained (CU) Triaxial Compression Test R Test with Pore Pressure Measurements (per confining pressure)

ASTM D4767

Triaxial compression: Unconsolidated Undrained (UU) Triaxial Compression Test Q Test with Pore Pressure Measurements (per confining pressure)

ASTM D2850

Unbonded Caps for Compressive Strength ASTM C1231 Unconfined Compressive Strength for Rock Greater than 9,000 psi with Strain ASTM D2938

Unconfined Compressive Strength for Rock up to 9,000 psi with Strain ASTM D2938

Unconfined Compressive Strength for Soil ASTM D2166 Unit Weight and Absorption ASTM C127 Unit Weight of Aggregate ASTM C29 - Visual Percent Shell No ASTM Wetting and Drying ASTM D5313

5 GEOTECHNICAL DATA

5.1 SUMMARY OF FIELD INVESTIGATIONS

The table below summarizes the field investigations data set available for this project. It should be noted that the vibracore is not available for inspection, only the composite samples.

Table 1. Available Vibracore Data

Designation State Plane, FL-East, NAD83

Project Location Available for Inspection X Y

GP-Loiza16-01 849679 876083 Loiza River Mouth GP-Loiza16-02 849418 875994 Loiza River Mouth GP-Loiza16-03 848821 876226 Loiza River Mouth

* Coordinates presented correspond to the project coordinate system and datum

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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5.2 INSPECTION OF RECOVERED MATERIALS

The material recovered from borings marked with a checkmark in Table 1 is available for inspection by prospective offerors at the Corps of Engineers District warehouse. The address and hours of operation for the warehouse are listed below:

Address: 3077 Talleyrand Avenue Jacksonville, 32206 Florida Hours: 7:00 am to 2:30 pm

The recovered materials will be available for inspection during normal business hours as noted above, except Federal holidays, during the entire bid period. Prospective offerors shall notify the project geologist at (904) 232-1140 or Chief, Geology and Explorations Section at 904-232-1617 at least four (4) working days before the visit.

The following information will be required to schedule the visit:

(1) Project title;

(2) Specific borings or entire set which are to be viewed;

(3) Date, time, and duration of the visit;

(4) Name of the person(s) and company to view the borings; and

(5) Point of contact and phone number regarding the visit.

Prospective offerors shall record their material examination visit in a record book maintained at the inspection site.

It is strongly suggested that prospective offerors view the samples before submitting their bid.

00 31 32 Page 8

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

1TAM

JLC

JLC

8 July 19

Dsn by:

LOIZA CAP (14)

Vicinity Map

Geotechnical Drawings

Project Vicinity

Plate 2

Placement Area

0 2,000 4,0001,000 Feet

CAP Section 14 Emergency Streambank and Shoreline Protection Project

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!O

!O

!O

GP-Loiza16-03

GP-Loiza16-02 GP-Loiza16-01

Dwn by:

Ckd by:

Dated:

DEPARTMENT OF THE ARMY

JACKSONVILLE DISTRICT, CORPS OF ENGINEERS

JACKSONVILLE, FLORIDA

PLATE NO.

2TAM

JLC

JLC

8 July 19

Dsn by:

LOIZA CAP (14)

Vibracore Location Map

Geotechnical Drawings

Legend !O Vibracore Locations̄

0 250 500125 Feet

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 10

5.3 LABORATORY TESTING DATA

The laboratory data sheets presented in this section are from samples collected at the mouth of the Loiza River, located approximately 1.5-miles west of the project site. The samples are visually similar but not directly representative of the material in the project area.

00 31 32 Page 11

Tested By: J. Nieves Checked By: L.Correa

MGV-GES LAB, INC.

Barceloneta, Puerto Rico

Dec. 20, 2016

(no specification provided)

PL= LL= PI=

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

USCS= AASHTO=

poorly graded sand grayish brown, HUE 2.5 Y 5/2 #8 #10 #12 #14 #16 #20 #25 #30 #50 #60

#100 #140 #200 #230

100.0 100.0 100.0

99.8 99.6 98.3 75.2 74.2 52.5 45.5 16.2

5.5 3.1 3.0

NP NV NP

0.7969 0.7664 0.3810

0.2810 0.1909 0.1443

0.1226 3.11 0.78

SP A-3

GES

Rio Grande de Loiza

L-674

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Bor. GP-Loiza 16-01 Depth: 0 TO 4 FT Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 36.6 60.3 3.1 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 12

Tested By: D.Correa Checked By: L.correa

Barceloneta, Puerto Rico

Dec.20, 2016

(no specification provided)

PL= LL= PI=

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

USCS= AASHTO=

poorly graded sand, Graysish Brown , HUE 2.5 Y 5/2 #5 #8 #10 #12 #14 #16 #20 #25 #30 #50 #60

#100 #140 #200 #230

100.0 99.9 99.9 99.8 99.6 99.3 97.5 91.3 85.3 36.5 27.2

8.5 4.8 3.6 3.6

NP NV NP

0.6838 0.5972 0.4189

0.3635 0.2640 0.1791

0.1563 2.68 1.06

SP A-3

GES

Rio Grande de Loiza

L-674

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Bor.GP-Loiza 16-02 Depth: 0 to 4 ft Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 38.9 57.4 3.6 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 13

Tested By: D.Correa Checked By: L.Correa

Barceloneta, Puerto Rico

Dec.21,2016

(no specification provided)

PL= LL= PI=

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

USCS= AASHTO=

poorly graded sand, Olive Brown, HUE 2.5 Y 4/4 .375 #4 #5 #8

#10 #12 #14 #16 #20 #25 #30 #50 #60

#100 #140 #200 #230

100.0 99.8 99.8 99.8 99.7 99.6 99.2 98.7 94.6 83.4 71.5 22.5 18.0

7.3 4.5 3.3 3.2

NP NV NP

0.7896 0.7289 0.5101

0.4429 0.3338 0.2168

0.1704 2.99 1.28

SP A-1-b

GES

Rio Grande de Loiza

L-674

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Bor. GP-Loiza 16-03 Depth: 0 to 4 FT Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

P E

R C

E N

T F

IN

E

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.2 0.1 52.6 43.8 3.3 i n i n i n

½ i n i n

¾ i n

½ i n

/8 i n

Particle Size Distribution Report

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 14

5.4 WASH PROBE DATA

The February 2019 wash probe report is presented on the following pages.

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 15

February 18, 2019

Agrim. Javier O. Escobales Medina

RLDA Surveying & Mapping San Juan, PR (Tel) 787-268-6097 (Cel) 787-647-9560

RE: Wash borings at Parcelas Suarez, Loiza, Puerto Rico

Dear Mr. Escobales:

As part of the restoration and protection efforts, a total one-hundred and three (193) wash borings were performed along the shore of Parcelas Suarez at Loiza. The borings were performed using a series of five (5) feet long AW rods, attached to a top swivel, a two (2) inch pump capable of up to one-hundred and ninety (190) gallons per minute (gpm) with a pressure up to 200 pounds per square inch (PSI) was used to pump water through the rods. The rods were hanged by a tripod rig and were inserted into the subsoil using the water pressure until refusal was encountered.

Refusal was defined by either: 1) a ringing sound or vibration as they hit the top of the rock and/or;

2) when enough effort is applied for two (2) minutes at the top of a resistant layer and no penetration is possible; 3) a maximum depth of thirty-five (35) feet.

The probes were located along twenty-four (24) cross-sections perpendicular to the shore. Each probe was located at an interval not greater than three (3) meter at each cross-section resulting in approximately eight (8) probes per cross-section. Each probe was staked-out at the field by the client.

Findings

The depth to refusal varies from less than four (4) inches to six (6) feet. Figure 1 to 3 show the location of each probe. Table 1 shows the probe number, date, location, elevation of ground surface, elevation of final penetration, and type of refusal.

00 31 32 Page 16

Wash Probe Date Northing Easting Elevation (m)

Depth to final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-1 1/31/2019 266692.179 261237.306 1.135 1.00 0.83 2 minute effort

WP-2 1/31/2019 266693.759 261237.256 1.057 4.50 -0.31 ringing sound or vibration

WP-3 1/31/2019 266695.379 261237.240 1.008 4.50 -0.36 ringing sound or vibration

WP-4 1/31/2019 266696.952 261237.257 0.863 5.00 -0.66 ringing sound or vibration

WP-5 1/31/2019 266698.581 261237.305 0.698 5.50 -0.98 ringing sound or vibration

WP-6 2/4/2019 266700.155 261237.424 0.546 5.00 -0.98 ringing sound or vibration

WP-9 2/4/2019 266685.127 261252.287 1.675 1.00 1.37 ringing sound or vibration

WP-10 2/4/2019 266686.319 261252.352 1.497 2.00 0.89 ringing sound or vibration

WP-11 2/4/2019 266687.649 261252.228 1.277 2.00 0.67 ringing sound or vibration

WP-12 2/4/2019 266688.993 261252.139 1.186 2.17 0.52 ringing sound or vibration

WP-13 2/4/2019 266690.199 261252.274 1.125 1.17 0.77 ringing sound or vibration

WP-14 2/4/2019 266691.523 261252.285 1.090 4.50 -0.28 ringing sound or vibration

WP-15 2/4/2019 266692.689 261252.326 1.071 4.50 -0.30 ringing sound or vibration

WP-16 2/4/2019 266693.941 261252.384 1.012 5.00 -0.51 2 minute effort

WP-17 2/4/2019 266695.190 261252.391 0.876 5.00 -0.65 ringing sound or vibration

WP-17 A 2/4/2019 266682.489 261267.301 1.768 3.33 0.75 ringing sound or vibration

WP-18 2/4/2019 266684.061 261267.500 1.543 1.50 1.09 ringing sound or vibration

WP-19 2/4/2019 266685.543 261267.412 1.365 1.00 1.06 ringing sound or vibration

WP-20 2/4/2019 266687.178 261267.468 1.245 2.00 0.64 ringing sound or vibration

WP-21 2/4/2019 266688.677 261267.407 1.237 2.50 0.48 ringing sound or vibration

WP-22 2/4/2019 266689.893 261267.237 1.086 4.00 -0.13 ringing sound or vibration

WP-23 2/4/2019 266691.683 261267.226 1.049 4.00 -0.17 ringing sound or vibration

WP-24 2/4/2019 266693.243 261267.391 0.952 4.50 -0.42 ringing sound or vibration

WP-25 2/4/2019 266679.373 261282.200 1.324 6.00 -0.50 ringing sound or vibration

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 17 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-26 2/4/2019 266681.030 261282.188 1.413 2.00 0.80 ringing sound or vibration

WP-27 2/4/2019 266682.716 261282.283 1.270 2.00 0.66 ringing sound or vibration

WP-28 2/4/2019 266684.329 261282.292 1.223 2.10 0.58 ringing sound or vibration

WP-29 2/4/2019 266685.965 261282.328 1.120 3.00 0.21 ringing sound or vibration

WP-30 2/4/2019 266687.574 261282.336 1.067 4.00 -0.15 ringing sound or vibration

WP-31 2/4/2019 266689.189 261282.348 1.018 4.50 -0.35 ringing sound or vibration

WP-32 2/4/2019 266690.834 261282.267 0.931 5.50 -0.75 ringing sound or vibration

WP-33 2/4/2019 266675.302 261290.123 1.500 1.00 1.20 2 minute effort

WP-34 2/4/2019 266677.043 261290.835 1.541 1.00 1.24 ringing sound or vibration

WP-35 2/4/2019 266677.648 261291.677 1.536 1.00 1.23 ringing sound or vibration

WP-36 2/4/2019 266678.830 261292.442 1.553 2.00 0.94 ringing sound or vibration

WP-37 2/4/2019 266679.950 261293.262 1.551 2.17 0.89 ringing sound or vibration

WP-38 2/4/2019 266681.130 261293.978 1.466 2.00 0.86 ringing sound or vibration

WP-39 2/4/2019 266682.336 261294.752 1.299 2.00 0.69 ringing sound or vibration

WP-40 2/4/2019 266683.513 261295.483 1.228 3.17 0.26 ringing sound or vibration

WP-41 2/4/2019 266667.514 261302.984 1.630 1.34 1.22 ringing sound or vibration

WP-42 2/4/2019 266669.252 261304.122 1.613 2.17 0.95 ringing sound or vibration

WP-43 2/4/2019 266670.846 261305.173 1.607 1.67 1.10 ringing sound or vibration

WP-44 2/4/2019 266672.441 261306.192 1.604 4.50 0.23 2 minute effort

WP-45 2/4/2019 266673.950 261307.266 1.461 0.33 1.36 2 minute effort

WP-46 2/4/2019 266675.581 261308.329 1.244 3.08 0.31 2 minute effort

WP-47 2/4/2019 266677.252 261309.291 0.988 4.00 -0.23 ringing sound or vibration

WP-48 2/4/2019 266678.769 261310.353 0.711 5.58 -0.99 2 minute effort

WP-49 2/4/2019 266659.778 261319.379 1.577 4.58 0.18 2 minute effort

WP-50 2/4/2019 266660.821 261320.404 1.603 4.83 0.13 ringing sound or vibration

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 18 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-51 2/4/2019 266661.981 261321.128 1.596 4.83 0.12 2 minute effort

WP-52 2/4/2019 266663.055 261321.978 1.597 3.08 0.66 2 minute effort

WP-53 2/4/2019 266664.139 261322.698 1.519 3.00 0.60 2 minute effort

WP-54 2/4/2019 266665.311 261323.378 1.412 3.25 0.42 2 minute effort

WP-55 2/4/2019 266666.460 261324.140 1.116 4.50 -0.26 2 minute effort

WP-56 2/4/2019 266667.692 261324.842 0.881 4.83 -0.59 2 minute effort

WP-57 2/4/2019 266657.188 261321.221 1.549 1.33 1.14 ringing sound or vibration

WP-58 2/4/2019 266658.209 261322.580 1.510 3.33 0.50 ringing sound or vibration

WP-59 2/4/2019 266659.188 261323.821 1.483 3.00 0.57 2 minute effort

WP-60 2/4/2019 266660.046 261324.892 1.521 5.00 0.00 2 minute effort

WP-61 2/4/2019 266661.023 261326.320 1.571 4.58 0.18 2 minute effort

WP-62 2/4/2019 266662.120 261327.589 1.474 3.00 0.56 2 minute effort

WP-63 2/4/2019 266663.169 261328.914 1.174 3.17 0.21 2 minute effort

WP-64 2/4/2019 266664.297 261330.224 0.847 4.42 -0.50 2 minute effort

WP-65 2/4/2019 266651.738 261333.024 1.534 2.50 0.77 ringing sound or vibration

WP-66 2/4/2019 266652.774 261334.361 1.449 1.75 0.92 ringing sound or vibration

WP-67 2/4/2019 266653.785 261335.716 1.401 2.00 0.79 ringing sound or vibration

WP-68 2/4/2019 266654.779 261337.067 1.313 2.58 0.53 ringing sound or vibration

WP-69 2/4/2019 266655.762 261338.384 1.284 3.00 0.37 2 minute effort

WP-70 2/4/2019 266656.816 261339.731 1.015 3.17 0.05 2 minute effort

WP-71 2/4/2019 266657.786 261341.095 0.757 3.67 -0.36 2 minute effort

WP-72 2/4/2019 266658.880 261342.336 0.539 3.83 -0.63 ringing sound or vibration

WP-73 2/4/2019 266641.146 261341.445 1.773 2.58 0.99 ringing sound or vibration

WP-74 2/4/2019 266642.372 261342.935 1.501 1.83 0.94 ringing sound or vibration

WP-75 2/4/2019 266643.654 261344.539 1.492 3.67 0.37 2 minute effort

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 19 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-76 2/4/2019 266644.759 261345.989 1.470 3.00 0.56 2 minute effort

WP-77 2/4/2019 266646.065 261347.710 1.430 3.25 0.44 2 minute effort

WP-78 2/4/2019 266647.209 261349.308 1.314 2.08 0.68 2 minute effort

WP-79 2/4/2019 266648.609 261350.769 1.102 3.50 0.04 2 minute effort

WP-80 2/4/2019 266649.942 261352.381 0.805 2.50 0.04 2 minute effort

WP-81 2/4/2019 266636.489 261349.469 1.836 5.00 0.31 2 minute effort

WP-82 2/4/2019 266638.162 261350.614 1.600 4.00 0.38 2 minute effort

WP-83 2/4/2019 266639.869 261351.775 1.520 3.17 0.55 2 minute effort

WP-84 2/4/2019 266641.662 261352.913 1.396 2.25 0.71 2 minute effort

WP-85 2/4/2019 266643.331 261353.922 1.307 2.83 0.44 2 minute effort

WP-86 2/4/2019 266645.003 261355.043 1.141 3.00 0.23 2 minute effort

WP-87 2/4/2019 266646.669 261356.173 0.810 3.00 -0.10 2 minute effort

WP-88 2/4/2019 266648.397 261357.258 0.562 4.00 -0.66 2 minute effort

WP-89 2/4/2019 266635.082 261351.523 1.803 3.00 0.89 2 minute effort

WP-90 2/4/2019 266636.371 261352.425 1.675 3.00 0.76 2 minute effort

WP-91 2/4/2019 266637.609 261353.364 1.525 3.33 0.51 2 minute effort

WP-92 2/4/2019 266638.923 261354.163 1.449 2.33 0.74 2 minute effort

WP-93 2/4/2019 266640.16 261355.011 1.456 2.42 0.72 2 minute effort

WP-94 2/4/2019 266641.516 261355.825 1.325 2.58 0.54 2 minute effort

WP-95 2/4/2019 266642.785 261356.687 1.269 4.00 0.05 2 minute effort

WP-96 2/4/2019 266644.058 261357.515 1.109 2.33 0.40 2 minute effort

WP-97 2/4/2019 266629.335 261365.875 1.574 1.00 1.27 2 minute effort

WP-98 2/4/2019 266630.792 261366.755 1.488 2.58 0.70 2 minute effort

WP-99 2/4/2019 266632.158 261367.66 1.405 2.50 0.64 2 minute effort

WP-100 2/4/2019 266633.553 261368.577 1.315 2.50 0.55 2 minute effort

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 20 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-101 2/4/2019 266634.974 261369.425 1.177 -- -- Not performed

WP-102 2/4/2019 266636.321 261370.418 0.858 2.50 0.10 2 minute effort

WP-103 2/4/2019 266637.597 261371.36 0.476 4.17 -0.80 2 minute effort

WP-104 2/4/2019 266639.027 261372.088 0.4 4.00 -0.82 2 minute effort

WP-105 2/4/2019 266618.736 261376.811 1.594 3.00 0.68 2 minute effort

WP-106 2/4/2019 266619.928 261377.595 1.658 4.00 0.44 2 minute effort

WP-107 2/4/2019 266621.124 261378.338 1.639 4.75 0.19 2 minute effort

WP-108 2/4/2019 266622.324 261379.11 1.526 3.50 0.46 2 minute effort

WP-109 2/4/2019 266623.48 261379.859 1.474 2.33 0.76 2 minute effort

WP-110 2/4/2019 266624.668 261380.567 1.323 2.50 0.56 2 minute effort

WP-111 2/4/2019 266625.859 261381.352 1.241 2.33 0.53 2 minute effort

WP-112 2/4/2019 266626.974 261382.117 1.1 2.50 0.34 2 minute effort

WP-113 2/4/2019 266610.87 261389.505 1.722 2.50 0.96 2 minute effort

WP-114 2/4/2019 266612.169 261390.344 1.64 2.50 0.88 2 minute effort

WP-115 2/4/2019 266613.441 261391.145 1.581 2.50 0.82 2 minute effort

WP-116 2/4/2019 266614.535 261391.858 1.53 3.00 0.62 2 minute effort

WP-117 2/4/2019 266615.962 261392.765 1.327 3.50 0.26 2 minute effort

WP-118 2/4/2019 266617.142 261393.657 1.245 2.58 0.46 2 minute effort

WP-119 2/4/2019 266618.417 261394.445 1.156 2.42 0.42 2 minute effort

WP-120 2/4/2019 266619.652 261395.329 0.872 5.00 -0.65 2 minute effort

WP-121 2/4/2019 266602.478 261401.906 1.933 2.50 1.17 2 minute effort

WP-122 2/4/2019 266603.555 261402.718 1.775 2.75 0.94 2 minute effort

WP-123 2/4/2019 266604.434 261403.281 1.629 2.58 0.84 2 minute effort

WP-124 2/4/2019 266605.64 261404.02 1.474 2.33 0.76 2 minute effort

WP-125 2/4/2019 266606.853 261404.787 1.355 3.00 0.44 2 minute effort

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 21 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-126 2/4/2019 266608.069 261405.7 1.29 2.42 0.55 2 minute effort

WP-127 2/4/2019 266609.22 261406.415 1.021 2.00 0.41 2 minute effort

WP-128 2/4/2019 266610.389 261407.188 0.826 2.00 0.22 2 minute effort

WP-129 2/4/2019 266592.824 261413.506 2.074 2.00 1.46 2 minute effort

WP-130 2/4/2019 266593.708 261414.114 2.015 2.50 1.25 2 minute effort

WP-131 2/4/2019 266594.95 261414.832 1.892 3.00 0.98 2 minute effort

WP-132 2/4/2019 266595.81 261415.526 1.746 3.00 0.83 2 minute effort

WP-133 2/4/2019 266596.718 261416.095 1.721 3.50 0.65 2 minute effort

WP-134 2/4/2019 266597.608 261416.765 1.642 2.00 1.03 2 minute effort

WP-135 2/4/2019 266598.545 261417.229 1.331 3.25 0.34 ringing sound or vibration

WP-136 2/4/2019 266599.44 261417.928 1.042 1.18 0.68 ringing sound or vibration

WP-137 2/4/2019 266581.751 261424.219 2.291 3.66 1.18 2 minute effort

WP-138 2/4/2019 266582.819 261424.985 2.225 3.17 1.26 2 minute effort

WP-139 2/4/2019 266583.783 261425.627 2.09 3.00 1.18 2 minute effort

WP-140 2/4/2019 266584.847 261426.218 2.077 3.17 1.11 2 minute effort

WP-141 2/4/2019 266585.875 261426.897 1.818 2.50 1.06 2 minute effort

WP-142 2/4/2019 266586.868 261427.577 1.721 3.17 0.75 2 minute effort

WP-143 2/4/2019 266587.862 261428.215 1.49 3.00 0.58 2 minute effort

WP-145 2/4/2019 266588.872 261428.952 1.175 3.17 0.21 2 minute effort

WP-146 2/4/2019 266573.624 261436.785 2.12 3.00 1.21 2 minute effort

WP-147 2/4/2019 266574.403 261437.368 2.041 4.00 0.82 2 minute effort

WP-148 2/4/2019 266575.277 261437.893 1.991 4.00 0.77 2 minute effort

WP-149 2/4/2019 266576.149 261438.402 1.815 3.00 0.90 2 minute effort

WP-150 2/4/2019 266576.926 261438.971 1.692 3.00 0.78 2 minute effort

WP-151 2/4/2019 266577.799 261439.535 1.465 3.00 0.55 2 minute effort

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 22 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-152 2/4/2019 266578.699 261440.163 1.187 2.50 0.43 2 minute effort

WP-153 2/4/2019 266579.428 261440.743 0.974 4.00 -0.25 2 minute effort

WP-154 2/4/2019 266563.671 261448.245 2.275 4.50 0.90 2 minute effort

WP-155 2/4/2019 266564.436 261448.801 2.14 1.00 1.84 ringing sound or vibration

WP-156 2/4/2019 266565.313 261449.333 2.095 2.33 1.38 ringing sound or vibration

WP-157 2/4/2019 266566.203 261449.774 1.932 3.00 1.02 2 minute effort

WP-158 2/4/2019 266567.079 261450.443 1.746 4.50 0.37 ringing sound or vibration

WP-159 2/4/2019 266567.908 261450.915 1.572 2.42 0.83 ringing sound or vibration

WP-160 2/4/2019 266568.734 261451.517 1.264 1.33 0.86 ringing sound or vibration

WP-161 2/4/2019 266569.611 261452.005 1.069 1.00 0.76 ringing sound or vibration

WP-162 2/4/2019 266555.782 261461.052 2.148 0.58 1.97 ringing sound or vibration

WP-163 2/4/2019 266556.699 261461.62 1.996 1.92 1.41 ringing sound or vibration

WP-164 2/4/2019 266557.502 261462.166 1.868 2.75 1.03 ringing sound or vibration

WP-165 2/4/2019 266558.426 261462.663 1.736 2.83 0.87 ringing sound or vibration

WP-166 2/4/2019 266559.2 261463.197 1.616 2.75 0.78 ringing sound or vibration

WP-167 2/4/2019 266560.078 261463.738 1.394 1.42 0.96 ringing sound or vibration

WP-168 2/4/2019 266561.054 261464.435 1.126 1.25 0.75 ringing sound or vibration

WP-169 2/4/2019 266561.902 261464.962 0.911 1.00 0.61 ringing sound or vibration

WP-170 2/5/2019 266546.312 261472.741 2.782 1.17 2.43 2 minute effort

WP-171 2/5/2019 266547.31 261473.284 2.738 2.42 2.00 2 minute effort

WP-172 2/5/2019 266548.258 261473.922 2.069 0.75 1.84 ringing sound or vibration

WP-173 2/5/2019 266549.225 261474.594 1.761 0.58 1.58 ringing sound or vibration

WP-174 2/5/2019 266550.125 261475.215 1.564 2.58 0.78 ringing sound or vibration

WP-175 2/5/2019 266551.044 261475.858 1.357 0.83 1.10 ringing sound or vibration

WP-176 2/5/2019 266552.006 261476.435 1.127 2.17 0.47 ringing sound or vibration

WP-177 2/5/2019 266553.014 261477.142 0.897 1.58 0.42 2 minute effort

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 23 final penetration (ft)

Elevation of final penetration

(m) Type of Refusal

WP-178 2/5/2019 266543.782 261483.112 1.804 2.67 0.99 ringing sound or vibration

WP-179 2/5/2019 266544.334 261483.454 1.656 0.83 1.40 ringing sound or vibration

WP-180 2/5/2019 266544.799 261483.973 1.509 0.58 1.33 ringing sound or vibration

WP-181 2/5/2019 266545.485 261484.14 1.399 1.17 1.04 ringing sound or vibration

WP-182 2/5/2019 266546 261484.461 1.289 3.50 0.22 ringing sound or vibration

WP-183 2/5/2019 266546.556 261484.817 1.15 2.00 0.54 ringing sound or vibration

WP-184 2/5/2019 266547.117 261485.177 1.04 1.83 0.48 ringing sound or vibration

WP-185 2/5/2019 266547.663 261485.531 0.891 3.58 -0.20 2 minute effort

WP-186 13+12.5 2/5/2019 266546.729 261469.969 2.863 3.00 1.95 2 minute effort

WP-187 2/5/2019 266547.719 261470.651 2.941 3.00 2.03 2 minute effort

WP-188 2/5/2019 266548.575 261471.282 2.33 3.00 1.42 2 minute effort

WP-189 2/5/2019 266549.691 261471.79 2.004 3.00 1.09 2 minute effort

WP-190 2/5/2019 266550.609 261472.407 1.738 1.00 1.43 ringing sound or vibration

WP-191 2/5/2019 266551.612 261473.105 1.47 3.33 0.46 ringing sound or vibration

WP-192 2/5/2019 266552.472 261473.793 1.131 0.83 0.88 ringing sound or vibration

WP-193 2/5/2019 266553.535 261474.408 0.998 2.00 0.39 ringing sound or vibration

00 31 32 Page 24

AREA

TRASH

WP-65

WP-66

WP-67

WP-68

WP-69

WP-70

WP-71

WP-72

-1

-1

-1

-1

Dia: 0.46 Mt

T E

L (7

-6

-7 w w w .r ld a .c o m

L a t '3

.1

L o n g

'3

.2

WP-1

WP-2

WP-3

WP-4

WP-5

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L O

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IC

S

U R

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L O

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A S

H O

R E P

R O

T E

C T

IO

N

IE= 1.46

TE=2.10

SMH

IE= 1.26

TE=2.24

SMH

Dia: 0.52 Mt

2 - 5

-0

S

H .D

G N

P la n V ie w

METERS

SCALE: 1:300

5 10 15 20 25246

E

E

E

E

N 266700

N 266750

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1234567

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S O

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US Army Corps of Engineers Jacksonville District

DRAWING NO.

D E

S C

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N N o

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L E F

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DEPENDS ON YOU

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Inv: 1.66 Top: 2.77

(NIU)

Water Box

Box Water

POLE (NIU)

POWER

IE= 1.43

TE=2.33

SMH

WP-9

WP-10

WP-11

WP-12

WP-13

WP-14

WP-15

WP-16

WP-17

WP-17A

WP-18

WP-19

WP-20

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WP-41

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WP-45

WP-46

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WP-48

WP-49

WP-50

WP-51

WP-52

WP-53

WP-54

WP-55

WP-56

WP-57

WP-58

WP-59

WP-60

WP-61

WP-62

WP-63

WP-64

Dia: 0.72 Mt

IE= 1.67

TE=2.54

SMH

P .O .B o x

S a n J u a n P

R -1

S U

R V

E Y

IN

G M

A P

P

IN

G

D ia m e te r

WP-73

WP-74

WP-75

WP-76

WP-77

WP-78

WP-79

WP-80

WP-81

WP-82

WP-83

WP-84

WP-85

WP-86

WP-87

WP-88

WP-89

WP-90

WP-91

WP-92

WP-93

WP-94

WP-95

WP-96

WP-97

WP-98

WP-99

WP-100

WP-101

WP-102

WP-103

WP-104

WP-105

WP-106

WP-107

WP-108

WP-109

WP-110

WP-111

D ia m e

8" Diameter

Dia: 0.50 Mt

A R

E A

T R

A S

H

STA-103

STA-104

L W : 7 .6

STA 106

GATE

L W : 5 .9

LW: 6.61

L W .7

LW: 6.89

L W : 7 .1

LW: 7.27

L W : 7 .3

L W .4

6 LW

: 7.50

LW: 7

.73

LW

: 7.77

LW

: 7.78

L W .7

LW: 9.59

LW: 9.62

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 25

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Dia: 0.33 Mt

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Dia: 0.58 Mt

3 - 5

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N 266850

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8 7 6 5 4 3 2

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US Army Corps of Engineers Jacksonville District

DRAWING NO.

D E

S C

R

IP

T

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N N o

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L E F

L O

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L E D

IS

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P A

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Dia: 0.70 Mt Dia: 0.56 Mt

IE: 0.82

IE: 1.05

IE: 0.93

Dia: 0.45 Mt

IE= 1.15

TE=2.59

SMH

IE= 1.05

TE=2.69

SMH

Dia: 0.45 Mt

Dia: 0.76 Mt

Dia: 0.62 Mt

Dia: 0.22 Mt Dia: 0.42 Mt Dia: 0.15 Mt

Dia: 0.74 Mt

IE= 1.91

TE=2.85

SMH

IE= 0.83

TE=2.94

SMH

P .O .B o x

S a n J u a n P

R -1

R V

E Y

IN

G M

A P

P

IN

G

" D ia m e

8" D iam eter

WP-112

WP-113

WP-114

WP-115

WP-116

WP-117

WP-118

WP-119

WP-120

WP-121

WP-122

WP-123

WP-124

WP-125

WP-126

WP-127

WP-128

WP-129

WP-130

WP-131

WP-132

WP-133

WP-134

WP-135

WP-136

WP-137

WP-138

WP-139

WP-140

WP-141

WP-142

WP-143

WP-145

WP-146

WP-147

WP-148

WP-149

WP-150

WP-151

WP-152

WP-153

WP-154

WP-155

WP-156

WP-157

WP-158

WP-159

WP-160

WP-161

WP-162

WP-163

WP-164

WP-165

WP-166

WP-167

WP-168

WP-169

WP-170

WP-171

WP-172

WP-173

WP-174

WP-175

WP-176

WP-177

WP-178

WP-179

WP-180

WP-181

WP-182

WP-183

WP-184

WP-185

WP-186

WP-187

WP-188

WP-189

WP-190

WP-191

WP-192

WP-193

SIGN

GAZEBO

GAZEBO

IE= 1.81

TE=2.97

SMH

3 3

LW: 6.87

LW: 6.98

LW: 7.43

LW: 8.00

L W : 8 .1

LW: 8.93

LW: 8.95

L W : 9 .2

CAP Section 14 Emergency Streambank and Shoreline Protection Project

00 31 32 Page 26

-1.65

-1.58

-1.56

-1.47

-1.33

-1.31

-1.29

-1.27

-1.27

-1.24

-1.23

-1.19

-1.19

-1.17 -1.15

-1.13

-1.13

-1.11

-1.11

-1.10

-1.09

-1.07 -1.05

-1.04

-1.03

-1.02

-1.02

-1

-1

-1

-1

-0.98

-0.98

-0.97

-0.97

-0.96

-0.94

-0.92

-0.93

-0.92

-0.92

-0.91

-0.90

-0.88

-0.88-0.88

-0.87

-0.86

-0.85

-0.83

-0.82

-0.81

-0.82

-0.80

-0.78 -0.78

-0.78

-0.77 -0.76

-0.75

T E

L (7

-6

-7 w w w .r ld a .c o m

L a t '3

.1

L o n g

'3

.2

-0.75

-0.75 -0.74

-0.72

-0.71

-0.71

-0.70

-0.69

-0.68

-0.67

-0.67

-0.67 -0.66

-0.66

-0.66

-0.65

-0.65

-0.65

-0.66

-0.65

-0.65

-0.64

-0.63

-0.62

-0.60

-0.59

-0.59

-0.56

-0.57 -0.57

-0.56

-0.55

-0.55

-0.52

-0.52

-0.51

-0.51

-0.51

-0.48

-0.47

-0.45

-0.45

-0.45

-0.43

-0.41

-0.41

-0.40

-0.39

-0.38

-0.39

-0.38

-0.37

-0.36

L O

IZ

A

P U

E R

T O R

IC

O

T O

P O

G R

A P

H

IC

S

U R

V E

Y

L O

IZ

A S

H O

R E P

R O

T E

C T

IO

N

-0.36

-0.35

-0.34

-0.35

-0.34

-0.34

-0.33

-0.34

-0.33

-0.32

-0.31

-0.31

-0.29

-0.29

-0.28 -0.27

-0.27 -0.26

-0.26

-0.25

-0.25

-0.26

-0.25

-0.25

-0.24

-0.24

-0.24

-0.23

-0.22

-0.21

-0.19 -0.19 -0.19

-0.17

-0.16

-0.16

-0.15

-0.15

-0.14

-0.13

-0.13

-0.11

-0.11

-0.11

-0.10

-0.10

-0.10

-0.07

-0.07

-0.08

-0.07

-0.07-0.07

-0.06

-0.06

-0.04

-0.02

-0.01

-0.01

-0.01

4 - 5

-0

S

H .D

G N

P la n V ie w

METERS

SCALE: 1:300

5 10 15 20 25246

E

E

E

E

N 266900

N 266800

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A

B

C

D

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US Army Corps of Engineers Jacksonville District

DRAWING NO.

D E

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H…