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- W912EP-17-B-0010
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W912EP-17-B-0010
Jacksonville District
Intracoastal Waterway Jacksonville to Miami, Florida, 10-Foot Project, Vicinity of Bakers Haulover Inlet
Dade County, Florida
Construction Solicitation and Specifications
Volume 2 of 2
See Volume 1 of 2 for Issue Date
Intracoastal Waterway Jacksonville to Miami, Florida 10-Foot Project, Vicinity of Bakers Haulover Inlet
PROJECT TABLE OF CONTENTS
DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
00 31 21 CONTROL MONUMENT DESCRIPTIONS - Bakers Haulover Inlet
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 01.10 PROJECT SCHEDULE (Alternate)
01 33 00 SUBMITTAL PROCEDURES
01 35 25 OWNER SAFETY REQUIREMENTS - DIVING
01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS
01 45 00 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)
01 45 05 DREDGING/BEACH FILL PLACEMENT - CONTRACTOR QUALITY CONTROL
01 50 02 TEMPORARY CONSTRUCTION FACILITIES
01 57 20 ENVIRONMENTAL PROTECTION
01 57 25 TURBIDITY AND DISPOSAL MONITORING
DIVISION 02 - EXISTING CONDITIONS
02 22 13 VIBRATION MONITORING REQUIREMENTS FOR EXISTING STRUCTURES
DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION
35 20 23 DREDGING AND BEACH DISPOSAL
35 20 26.01 NATIONAL DREDGING QUALITY MANAGEMENT PROGRAM SCOW -
TRACKING PROFILE
-- End of Project Table of Contents --
PROJECT TABLE OF CONTENTS Page 1
IWW, Jax to Miami, FL, Maintenance Dredging, 10-Foot Project Vicinity of Bakers Haulover Inlet
SECTION TABLE OF CONTENTS
DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
SECTION 00 31 21
CONTROL MONUMENT DESCRIPTIONS - Bakers Haulover Inlet
W912EP-17-B-0010 DOCUMENT 00 31 21
Designation: 872 3073 TIDAL 1
PID: AC3334
Stamping: NO 1 1973
Stability: Monument will probably hold position well
Setting: Massive retaining walls
Mark Condition: G
Description: The primary benchmark is a disk recessed in asphalt near the fuel pier at the Haulover Marina, 120.0' South of the centerline of Pier #1, 36.0' east of the NW corner of the fuel pier, and about level with the bulkhead.
Observed: 2017-06-24T13:18:00Z
Source:
OPUS - page5 1603.24
See Also 2010-10-22
SECTION 00 31 32
Geotechnical Data Report for
10-foot Project Vicinity of Bakers Haulover Inlet, Dade County, Florida
Prepared by
Geotechnical Branch
Engineering Division
Jacksonville District Corps of Engineers
June 8, 2017
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 1
GEOTECHNICAL DATA REPORT
Table of Contents
1 SCOPE
2 CHARACTER OF MATERIALS
2.1 The Local Geology
2.2 Materials Encountered
3 DEFINITIONS
3.1 Definitions of Basic Terms
3.2 Current Logging Terms
3.3 Previous Logging Terms
3.4 Testing and Procedure Methods
4 GEOTECHNICAL DATA
4.1 Summary of Field Investigations
4.2 Summary of Index Testing Data
4.3 Boring Log Notes
4.4 Inspection of Recovered Materials
4.5 Boring Logs
4.6 Laboratory Testing Data
List of Tables
Table 1. Available Core Boring Data Table 2. Available Vibracore Boring Data Table 3: Index Testing Available for this Project
List of Plates
Plate B-1. Vicinity Map Plate B-2. Location of Field Investigations
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 2
1 SCOPE
The information provided in this section encompasses the geotechnical field investigations available for this project. The investigations consist of borings. The associated boring logs and laboratory data are presented in paragraphs 4.5 and 4.6, respectively. A character of materials paragraph is included to provide a comprehensive description of the materials utilizing both recent and 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.
Items discussed in the character of materials paragraph may not appear explicitly on the boring logs. Based on historic knowledge of the project area, the character of materials paragraph includes items that supplement the data documented by the boring logs. When reviewing the boring logs, use all of the data on the logs, including the materials description, legend, and blow counts. When evaluating the subsurface conditions, use all of the data, including the character of materials paragraph and boring logs.
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 CHARACTER OF MATERIALS
2.1 THE LOCAL GEOLOGY
Underneath a thin layer of recent deposited sediments, Pleistocene age Pamlico sands are present in northern Dade County. The sand is gray or white and about 10 feet thick along the coastal ridge. Pamlico sand is primarily quartz sand and lies unconformable over the Miami limestone. The Miami limestone formed as the result of the drastic changes in sea level associated with recent glaciations or ice ages. Beginning some 130,000 years ago the Sangamonian Stage raised sea levels to approximately 25 feet (7.6 m) above the current level. All of southern Florida was covered by a shallow sea. Several parallel lines of reef formed along the edge of the submerged Florida plateau, stretching from the present Miami area to what is now the Dry Tortugas. The area behind this reef line was in effect a large lagoon, and the Miami limestone formed throughout the area from the deposition of oolites and the shells of bryozoans. Starting about 100,000 years ago the Wisconsin glaciation began lowering sea levels, exposing the floor of the lagoon. By 15,000 years ago, the sea level had dropped to 300 to 350 feet (110 m) below the contemporary level. The sea level rose quickly after that, stabilizing at the current level about 4000 years ago, leaving the mainland of South Florida just above sea level.
2.2 MATERIALS ENCOUNTERED
Historic vibracore borings VB-IWW06M-DA9-6 through VB-IWW06M-DA9-9, and VB-IWW08M- DA9-1 through VB-IWW08M-DA9-3 are located in cut DA-9 of the IWW Channel in the vicinity of Bakers Haulover Inlet. Most of the materials within the project template presented on the boring logs have been removed by previous dredging events with subsequent shoaling of similar materials.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 3
The encountered sediments within the dredging depth consist of poorly graded, mostly sand-sized quartz and shell fragments with various amounts of gravel-sized shell and shell fragments. Only occasional layers of sand with silt and silty sand are present.
Bakers Haulover has been dredged historically multiple times to 10 feet plus 2 feet overdepth.
The last dredging event was in 2014. The materials to be excavated consist of shoaling that has occurred since the channel was last dredged. Any insitu rock, if encountered, is not required to be dredged. Gravel- and cobble-sized rock may be encountered in the overdepth from previous dredging.
3 DEFINITIONS
Definitions not explicitly indicated in the sections below are typical industry standard definitions from their respective ASTMs.
3.1 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.
3.2 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.
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).
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 4
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.
3.3 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.
Poorly-Indurated – See semi-indurated.
Seam – Rock or soil with average thickness of 2 to 3 inches.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 5
Semi-Indurated – Rock or soil with a lesser degree of hardening or consolidation by pressure or cementation. Crumbles with little effort by hand.
3.4 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
Petrographic Examination ASTM C295
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 6
Test/Procedure Method
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
00 31 32 - 7
4 GEOTECHNICAL DATA
4.1 SUMMARY OF FIELD INVESTIGATIONS
The table[s] below summarize[s] the field investigations data set available for this project.
Table 1. Available Core Boring Data
Designation State Plane, FL-East, NAD83
Project Location X Y
CB-BH96-19 941809 570934
Bakers Haulover Inlet
CB-BH96-20 941702 570830
* Coordinates presented correspond to the project coordinate system and datum.
All samples were converted to NAD83 for mapping consistency. The logs have not been modified.
Table 2. Available Vibracore Boring Data
Designation State Plane, FL-East, NAD83
Project Location X Y
VB-IWW06M-DA9-6 942122 571535
Bakers Haulover Inlet
VB-IWW06M-DA9-7 942012 571396
VB-IWW06M-DA9-8 941799 571086
VB-IWW06M-DA9-9 940642 569392
VB-IWW08M-DA9-1 941871 571104
VB-IWW08M-DA9-2 941605 570635
VB-IWW08M-DA9-3 940693 569454
* Coordinates presented correspond to the project coordinate system and datum. All samples were converted to NAD83 for mapping consistency. The logs have not been modified.
4.2 SUMMARY OF INDEX TESTING DATA
The table below summarizes the index testing available for this project.
Table 3: Index Testing Available for this Project
Boring Designation
Sample Designation
USCS
Visual Shell
CO3
Munsell Color
CB-BH96-19 1 SP 15
CB-BH96-20 1 SP 23
VB-IWW06M-DA9-6
1 SP-SM 2 92.9 7.5YR 6/2
2 SP-SM 4 7.5YR 6/2
VB-IWW06M-DA9-7
1 SP 45 87.7 10YR 7/2
2 GP 4 2.5Y 6/3
VB-IWW06M-DA9-8
1 SP 62 87.7 10YR 6/2
2 SM 9 10YR 7/2
3 GP-GM 2 2.5Y 7/2
VB-IWW06M-DA9-9
1 SM 1 94.2 2.5Y 6/2
2 SM 1 2.5Y 6/2
VB-IWW08M-DA9-1
1 SP 10 77.1
2 SP 25
VB-IWW08M-DA9-2 1 SP 25 81.1
VB-IWW08M-DA9-3
1 SM 5 80.6
2 SM 5
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 8
4.3 BORING LOG NOTES
All Borings were sampled using an Alpine style, pneumatic vertical hammer, vibracore drilling apparatus having a continuous 10-foot by 3 or 3 1/2-inch core barrel with clear plastic core liner until refusal was encountered. Refusal is defined as no additional penetration of the vibracore with two minutes of additional effort applied to penetrate through the resistant layer at maximum vibration.
4.4 INSPECTION OF RECOVERED MATERIALS
The material recovered from borings is not available for this project.
00 31 32 - 9
00 31 32 - 10
00 31 32 - 11
4.5 BORING LOGS
Applicable boring logs are presented on the following pages.
The borings presented in this section are available historic borings within the project area. Most of the materials within the project template presented on the boring logs have been removed by previous dredging events with subsequent shoaling of similar materials. The current elevations of the materials at these locations are shown on the contract drawings.
While the Government’s borings are representative of subsurface conditions at their respective locations and vertical reaches, local variations in the characteristics of the subsurface materials of this region are to be expected. Accordingly, prospective offerors shall form their own conclusions from the examination of the recovered materials prior to submission of their offer.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 12
00 31 32 - 13
00 31 32 - 14
-16.03.5
0.0
1.0
0.0-12.5-12.5
-13.5
-16.0
-12.5
-12.9
-14.4
-15.8 3.3
Vibracore
Vibracore
Vibracore
SAND, poorly-graded, nonplastic, firm, mostly fine to medium-grained sand-sized quartz, trace shell, trace silt, moist, 5GY 6/1 greenish gray (SP) SAND, poorly-graded with silt, nonplastic, firm, mostly fine to medium-grained sand-sized quartz, little sand to gravel-sized limestone up to 3/4", few silt, moist, 5GY 6/1 greenish gray (SP-SM)
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Elevation based on predicted tide
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 0.4/0.8 SP-SM*
2 1.9/2.3 SP-SM*
*Lab visual classification based on gradation curve. No Atterberg limits.
DEPTH
RQD
OR
UD
B L
O W
S
F
T
REMARKSCLASSIFICATION OF MATERIALS %
REC.
L E
G E
N D
ELEV.
B O
X O
R S
A M
P L
E
N -V
A L
U E
INCLINED
13. TOTAL NUMBER CORE BOXES
Boring Designation
17. TOTAL RECOVERY FOR BORING
10. COORDINATE SYSTEM/DATUM
MANUAL HAMMER
DRILLING LOG
VERTICAL
OF
VB-IWW06M-DA9-6
UNDISTURBED (UD)
16. ELEVATION TOP OF BORING
BEARING
8. TOTAL DEPTH OF BORING
SHEETS
5. DIRECTION OF BORING
DISTURBED
DEG. FROM
VERTICAL
SHEET
14. ELEVATION GROUND WATER
HORIZONTAL
1. PROJECT
DIVISION INSTALLATION
VERTICAL
CONTRACTOR FILE NO.
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
18. SIGNATURE AND TITLE OF INSPECTOR
2. BORING DESIGNATION
STARTED
3. DRILLING AGENCY
15. DATE BORING
7. DEPTH DRILLED INTO ROCK
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
6. THICKNESS OF OVERBURDEN
VB-IWW06M-DA9-6
4. NAME OF DRILLER
AUTO HAMMERLOCATION COORDINATES
X = 785,885 Y = 571,375
MLW
Alpine 270 Vibracore on D/B Snell
South Atlantic
N/A
L. Gaughf
Intracoastal Waterway, Jacksonville to Miami
Cut DA-9
07-16-06
-12.5 Ft.
94 %
N/A
NAD27
See Remarks
State Plane, FLE (U.S. Ft.)
Corps of Engineers - CESAW
3.5 Ft.
Jacksonville District
07-16-06
N/A
JUN 02
SAJ FORM 1836
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 15
-15.94.0
0.0
1.3
0.0-11.9-11.9
-13.2
-15.9
-11.9
-12.3
-13.8
-15.1 3.2
Vibracore
Vibracore
Vibracore
SAND, poorly-graded, nonplastic, firm, mostly fine-grained sand-sized quartz, some sand to gravel-sized shell up to 1/4", moist, 5Y 6/2 light olive gray (SP)
LIMESTONE, 5Y 8/2 pale yellow
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Elevation based on predicted tide
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 0.4/0.8 SP*
2 1.9/2.3 GP*
*Lab visual classification based on gradation curve. No Atterberg limits.
DEPTH
RQD
OR
UD
B L
O W
S
F
T
REMARKSCLASSIFICATION OF MATERIALS %
REC.
L E
G E
N D
ELEV.
B O
X O
R S
A M
P L
E
N -V
A L
U E
INCLINED
13. TOTAL NUMBER CORE BOXES
Boring Designation
17. TOTAL RECOVERY FOR BORING
10. COORDINATE SYSTEM/DATUM
MANUAL HAMMER
DRILLING LOG
VERTICAL
OF
VB-IWW06M-DA9-7
UNDISTURBED (UD)
16. ELEVATION TOP OF BORING
BEARING
8. TOTAL DEPTH OF BORING
SHEETS
5. DIRECTION OF BORING
DISTURBED
DEG. FROM
VERTICAL
SHEET
14. ELEVATION GROUND WATER
HORIZONTAL
1. PROJECT
DIVISION INSTALLATION
VERTICAL
CONTRACTOR FILE NO.
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
18. SIGNATURE AND TITLE OF INSPECTOR
2. BORING DESIGNATION
STARTED
3. DRILLING AGENCY
15. DATE BORING
7. DEPTH DRILLED INTO ROCK
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
6. THICKNESS OF OVERBURDEN
VB-IWW06M-DA9-7
4. NAME OF DRILLER
AUTO HAMMERLOCATION COORDINATES
X = 785,775 Y = 571,236
MLW
Alpine 270 Vibracore on D/B Snell
South Atlantic
N/A
L. Gaughf
Intracoastal Waterway, Jacksonville to Miami
Cut DA-9
07-16-06
-11.9 Ft.
80 %
N/A
NAD27
See Remarks
State Plane, FLE (U.S. Ft.)
Corps of Engineers - CESAW
4.0 Ft.
Jacksonville District
07-16-06
N/A
JUN 02
SAJ FORM 1836
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 16
Vibracore
SAND, poorly-graded, nonplastic, firm, mostly fine-grained sand-sized quartz, little fine to coarse-grained sand-sized shell, moist, 5Y 6/2 light olive gray (SP) From El. -13.5 to -14.0 Ft., nonplastic, firm, moist, 10Y 6/1 greenish gray LIMESTONE, 10Y 7/1 light greenish gray
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Elevation based on predicted tide
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 0.4/0.8 SP*
2 1.3/1.7 SM*
3 1.9/2.3 GP-GM*
*Lab visual classification based on gradation curve. No Atterberg limits.
DEPTH
RQD
OR
UD
B L
O W
S
F
T
REMARKS
-16.54.0
0.0
1.5
0.0-12.5-12.5
-14.0
-16.5
-12.5
-12.9
-13.8
-14.4
-15.8 3.3
Vibracore
Vibracore
Vibracore
CLASSIFICATION OF MATERIALS %
REC.
L E
G E
N D
ELEV.
B O
X O
R S
A M
P L
E
N -V
A L
U E
INCLINED
13. TOTAL NUMBER CORE BOXES
Boring Designation
17. TOTAL RECOVERY FOR BORING
10. COORDINATE SYSTEM/DATUM
MANUAL HAMMER
DRILLING LOG
VERTICAL
OF
VB-IWW06M-DA9-8
UNDISTURBED (UD)
16. ELEVATION TOP OF BORING
BEARING
8. TOTAL DEPTH OF BORING
SHEETS
5. DIRECTION OF BORING
DISTURBED
DEG. FROM
VERTICAL
SHEET
14. ELEVATION GROUND WATER
HORIZONTAL
1. PROJECT
DIVISION INSTALLATION
VERTICAL
CONTRACTOR FILE NO.
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
18. SIGNATURE AND TITLE OF INSPECTOR
2. BORING DESIGNATION
STARTED
3. DRILLING AGENCY
15. DATE BORING
7. DEPTH DRILLED INTO ROCK
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
6. THICKNESS OF OVERBURDEN
VB-IWW06M-DA9-8
4. NAME OF DRILLER
AUTO HAMMERLOCATION COORDINATES
X = 785,562 Y = 570,926
MLW
Alpine 270 Vibracore on D/B Snell
South Atlantic
N/A
L. Gaughf
Intracoastal Waterway, Jacksonville to Miami
Cut DA-9
07-16-06
-12.5 Ft.
83 %
N/A
NAD27
See Remarks
State Plane, FLE (U.S. Ft.)
Corps of Engineers - CESAW
4.0 Ft.
Jacksonville District
07-16-06
N/A
JUN 02
SAJ FORM 1836
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 17
Vibracore
Vibracore
Vibracore
SAND, poorly-graded with silt, nonplastic, firm, mostly fine-grained sand-sized quartz, few silt, moist, 10Y 6/1 greenish gray
(SP-SM)
SAND, silty, low plasticity, soft, mostly, little silt, little organic matter, moist, 10YR 2/1 black (SM) SAND, silty, nonplastic, hard, mostly sand to gravel-sized limestone up to 1", little fine-grained sand-sized quartz, moist, 10YR 4/2 dark grayish brown (SM)
LIMESTONE
From El. -17.9 to -20.7 Ft., 10YR 6/4 light yellowish brown
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Elevation based on predicted tide
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
-21.710.0
0.0
2.4
3.0
4.1
0.0-11.7-11.7
-14.1
-14.7
-15.8
-21.7
-11.7 -11.8
-13.3
-20.7 9.0
DEPTH
RQD
OR
UD
B L
O W
S
F
T
REMARKSCLASSIFICATION OF MATERIALS %
REC.
L E
G E
N D
ELEV.
B O
X O
R S
A M
P L
E
N -V
A L
U E
INCLINED
13. TOTAL NUMBER CORE BOXES
Boring Designation
17. TOTAL RECOVERY FOR BORING
10. COORDINATE SYSTEM/DATUM
MANUAL HAMMER
DRILLING LOG
VERTICAL
OF
VB-IWW06M-DA9-9
UNDISTURBED (UD)
16. ELEVATION TOP OF BORING
BEARING
8. TOTAL DEPTH OF BORING
SHEETS
5. DIRECTION OF BORING
DISTURBED
DEG. FROM
VERTICAL
SHEET
14. ELEVATION GROUND WATER
HORIZONTAL
1. PROJECT
DIVISION INSTALLATION
VERTICAL
CONTRACTOR FILE NO.
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
18. SIGNATURE AND TITLE OF INSPECTOR
2. BORING DESIGNATION
STARTED
3. DRILLING AGENCY
15. DATE BORING
7. DEPTH DRILLED INTO ROCK
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
6. THICKNESS OF OVERBURDEN
VB-IWW06M-DA9-9
4. NAME OF DRILLER
AUTO HAMMERLOCATION COORDINATES
X = 784,405 Y = 569,232
MLW
Alpine 270 Vibracore on D/B Snell
South Atlantic
N/A
L. Gaughf
Intracoastal Waterway, Jacksonville to Miami
Cut DA-9
07-16-06
-11.7 Ft.
90 %
N/A
NAD27
See Remarks
State Plane, FLE (U.S. Ft.)
Corps of Engineers - CESAW
10.0 Ft.
Jacksonville District
07-16-06
N/A
(Continued)
JUN 02
SAJ FORM 1836
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 18
1 0.1/0.5 SM*
2 1.6/2.0 SM*
*Lab visual classification based on gradation curve. No Atterberg limits.
DEPTH
RQD
OR
UD
B L
O W
S
F
T
REMARKSCLASSIFICATION OF MATERIALS %
REC.
L E
G E
N D
ELEV.
B O
X O
R S
A M
P L
E
N -V
A L
U E
INSTALLATION
LOCATION COORDINATES ELEVATION TOP OF BORING
Boring Designation
Intracoastal Waterway, Jacksonville to Miami
-11.7 Ft.
State Plane, FLE (U.S. Ft.)
Jacksonville District
VERTICAL
SHEETS
SHEET
X = 784,405 Y = 569,232
VB-IWW06M-DA9-9
COORDINATE SYSTEM/DATUMPROJECT HORIZONTAL
OF 2
NAD27
DRILLING LOG (Cont. Sheet)
MLW
JUN 02
SAJ FORM 1836-A
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 19
N -V
A
LU
E
DEPTH
RQD
OR
UD
B
LO
W S
FT
REMARKS%
REC.
LE
G
E N
D
ELEV.
B O
X O
R S
A M
P
LE
2. BORING DESIGNATION
CLASSIFICATION OF MATERIALS
-10.3
VB-IWW08M-DA9-1
OF
10. COORDINATE SYSTEM/DATUM
STARTED
3. DRILLING AGENCY
13. TOTAL NUMBER CORE BOXES
17. TOTAL RECOVERY FOR BORING
MANUAL HAMMER
DRILLING LOG
VERTICAL
Boring Designation
6.0-9.1
-3.1-3.1
-10.3
-3.1
-4.1
-4.6
-7.8
7.2
0.00.0
-8.3
Vibracore
Vibracore
Vibracore
SAND, poorly-graded, mostly fine to medium-grained sand-sized carbonate, few subangular shell up to 1/8", moist, 5Y 7/4 pale yellow (SP)
At El. -4.7 Ft., 5Y 5/1 gray
At El. -8.1 Ft., little subangular shell up to 1/8"
BORING TERMINATED IN REFUSAL
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Vibracore Borings Were Sampled With A Pneumatic Powered Unit Using A 3 7/8" Lexan Liner To Termination Depth Specifed.
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 1.0/1.5 SP*
2 4.7/5.2 SP*
*Lab visual classification based on gradation curve. No Atterberg limits.
16. ELEVATION TOP OF BORING
Vibracore
Vibracore
N/A
South Atlantic
LOCATION COORDINATES AUTO HAMMER
4. NAME OF DRILLER
BEARING
UNDISTURBED (UD)
VB-IWW08M-DA9-1
15. DATE BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
IWW Jacksonville to Miami
02008D27
Jacksonville District
11-15-08
N/A
Challenge Engineering & Testing, Inc.
V. J. Thompson III, Civil Engineer
JUN 02
SAJ FORM 1836
See Remarks
Baker Haulover
11-15-08
-3.1 Ft.
83 %
7.2 Ft.
NAD83
C. Martin
State Plane, FLE (U.S. Ft.)
X = 941,871 Y = 571,104
MLLW
4" Piston Vibracore Unit
Tidal14. ELEVATION GROUND WATER
HORIZONTAL
18. SIGNATURE AND TITLE OF INSPECTOR
DEG. FROM
VERTICAL
1. PROJECT
8. TOTAL DEPTH OF BORING
1SHEET
5. DIRECTION OF BORING
DISTURBED
SHEETS
INSTALLATION
VERTICAL
CONTRACTOR FILE NO.
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
DIVISION
INCLINED
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 20
STARTED
2. BORING DESIGNATION
REMARKS
13. TOTAL NUMBER CORE BOXES
N -V
A
LU
E
B O
X O
R S
A M
P
LE
ELEV.
LE
G
E N
D
REC.
BEARING
-10.1
16. ELEVATION TOP OF BORING
UNDISTURBED (UD)
VB-IWW08M-DA9-2
OF
VERTICAL
Boring Designation
17. TOTAL RECOVERY FOR BORING
10. COORDINATE SYSTEM/DATUM
MANUAL HAMMER
3. DRILLING AGENCY
DRILLING LOG
-9.2
-7.6-7.6
CLASSIFICATION OF MATERIALS
S W
0.0
1.6
0.0
2.5 -10.1
-8.6
-8.1
-7.6
Vibracore
B
LO
W S
FT
.RQD
OR
UD
DEPTH
BORING TERMINATED IN REFUSAL
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Vibracore Borings Were Sampled With A Pneumatic Powered Unit Using A 3 7/8" Lexan Liner To Termination Depth Specifed.
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 0.5/1.0 SP*
*Lab visual classification based on gradation curve. No Atterberg limits.
LIMESTONE, non-fossiliferous, moderately hard, slightly weathered, fine grained, sand filled , 5Y 8/3 pale yellow
At El. -8.8 Ft., few coral, strong cementation, 5Y 6/4 pale olive
SAND, poorly-graded, mostly fine to medium-grained sand-sized carbonate, little shell up to 3/4", moist, 5Y 6/3 pale olive
(SP)
8. TOTAL DEPTH OF BORING
Vibracore
Vibracore100
VB-IWW08M-DA9-2
2008D27
N/A
South Atlantic
LOCATION COORDINATES AUTO HAMMER
4. NAME OF DRILLER
Baker Haulover
6. THICKNESS OF OVERBURDEN
9. SIZE AND TYPE OF BIT
12. TOTAL SAMPLES
7. DEPTH DRILLED INTO ROCK
15. DATE BORING
SAJ FORM 1836
JUN 02
V. J. Thompson III, Civil Engineer
N/A
11-15-08
Jacksonville District
C. Martin
State Plane, FLE (U.S. Ft.)
11-15-08
-7.6 Ft.
100 %
Tidal
2.5 Ft.
See Remarks
Challenge Engineering & Testing, Inc.
X = 941,605 Y = 570,635
MLLW
4" Piston Vibracore Unit
IWW Jacksonville to Miami
NAD83
SHEETS
1. PROJECT
5. DIRECTION OF BORING
HORIZONTAL
14. ELEVATION GROUND WATER
SHEET
DEG. FROM
VERTICAL
DISTURBED
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
COMPLETED
11. MANUFACTURER'S DESIGNATION OF DRILL
CONTRACTOR FILE NO.
INCLINED
DIVISION INSTALLATION
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 21
RQD
OR
UD
STARTED
8. TOTAL DEPTH OF BORING
REMARKSCLASSIFICATION OF MATERIALS %
REC.
N -V
A
LU
E
LE
G
E N
D
ELEV.
B O
X O
R S
A M
P
LE
BEARING
16. ELEVATION TOP OF BORING
-13.6
UNDISTURBED (UD)
VB-IWW08M-DA9-3
OF
2. BORING DESIGNATION
DRILLING LOG
3. DRILLING AGENCY
13. TOTAL NUMBER CORE BOXES
Boring Designation
17. TOTAL RECOVERY FOR BORING
MANUAL HAMMER
VERTICAL
DEPTH
10. COORDINATE SYSTEM/DATUM
B
LO
W S
FT
2.5-13.1
-10.6-10.6
-13.6
-10.6 -10.8
-11.3
-12.6
3.0
0.00.0
-13.1
Vibracore
BORING TERMINATED IN REFUSAL
NOTES:
1. USACE Jacksonville is the custodian for these original files.
2. Soils are field visually classified in accordance with the Unified Soils Classification System.
3. Vibracore Borings Were Sampled With A Pneumatic Powered Unit Using A 3 7/8" Lexan Liner To Termination Depth Specifed.
4. Laboratory Testing Results
SAMPLE SAMPLE LABORATORY
ID DEPTH CLASSIFICATION
1 0.3/0.8 SM*
2 2.0/2.5 SM*
*Lab visual classification based on gradation curve. No Atterberg limits.
At El. -11.9 Ft., mostly fine-grained sand-sized carbonate, trace subangular shell up to 1/4", 5Y 6/1 gray
SAND, silty, mostly fine-grained sand-sized carbonate, trace organic matter, trace subangular shell up to 1/8", moist, 5Y 5/1 gray (SM)
Vibracore
100 Vibracore
Vibracore
Vibracore
6. THICKNESS OF OVERBURDEN
N/A
South Atlantic
LOCATION COORDINATES AUTO HAMMER
4. NAME OF DRILLER
C. Martin
7. DEPTH DRILLED INTO ROCK
VB-IWW08M-DA9-3
12. TOTAL SAMPLES
9. SIZE AND TYPE OF BIT
IWW Jacksonville to Miami
15. DATE BORING
SAJ FORM 1836
JUN 02
V. J. Thompson III, Civil Engineer
N/A
11-15-08
Jacksonville District
2008D27
State Plane, FLE (U.S. Ft.)Baker Haulover
11-15-08
-10.6 Ft.
83 %
Tidal
3.0 Ft.
See Remarks
Challenge Engineering & Testing, Inc.
X = 940,693 Y = 569,454
MLLW
4" Piston Vibracore Unit
NAD83
HORIZONTAL
SHEET
1. PROJECT
5. DIRECTION OF BORING
SHEETS
14. ELEVATION GROUND WATER
DISTURBED
DEG. FROM
VERTICAL
CONTRACTOR FILE NO.
VERTICAL
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
COMPLETED
18. SIGNATURE AND TITLE OF INSPECTOR
INSTALLATION
INCLINED
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 22
4.6 LABORATORY TESTING DATA
Applicable laboratory testing data are presented on the following pages.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 23
00 31 32 - 24
00 31 32 - 25
0.
0.
0.
PERCENT FINER BY WEIGHT
P I w n
O rg
G
S
/2 es t)
F
IN
E C
O A
R S
E M
E D
IU
M
F
IN
E
0.
JU
N
C O
B B
L E
S
PERCENT COARSER BY WEIGHT
0.
P L
LL
40 90
B O
R
IN
G E
LE
V
D A
T E
In tr ac oa st al
W at er w ay
Ja ck so nv ill e to M ia m i
C ut
D A
-9
G R
A V
E L
C O
A R
S E
0.
H Y
D R
O M
E T
E R
G R
A D
A T
IO
N
C U
R V
E S
-1 2.
F t.
M
LW
/2
3/
P R
O
JE
C T
B O
R
IN
G N
O
V B
-I W
W
M -D
A 9-
U . S
. S T
A N
D A
R D
S
IE
V E
O P
E N
IN
G
IN
IN
C H
E S
U . S
. S T
A N
D A
R D
S
IE
V E
N U
M B
E R
S
S A
J F
O R
M
S A
N D
V is ua l S he ll/
C O
S
IL
T O
R C
L A
Y
G R
A
IN
S
IZ
E
IN
M
IL
L
IM
E T
E R
S
S am pl e
N o.
M un se ll
7.
5Y
R
/2
C la ss if ic at io n
S A
N D
, p oo rly -g ra de d w ith s ilt m os tly f in e-gr ai ne d qu ar tz , f ew s ilt fe w f in e-gr av el to m ed iu m s an d-si ze lim er oc k fr ag m en ts tr ac e sh el l fr ag m en ts pi nk is h gr ay
S
P -S
M
D ep th
0.
to
.8
F t.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 26
0.
0.
PERCENT FINER BY WEIGHT
P I w n
O rg
G
S
(e st
F
IN
E C
O A
R S
E M
E D
IU
M
F
IN
E
0.
JU
N
C O
B B
L E
S
PERCENT COARSER BY WEIGHT
0.
P L
LL
40 90
B O
R
IN
G E
LE
V
D A
T E
In tr ac oa st al
W at er w ay
Ja ck so nv ill e to M ia m i
C ut
D A
-9
G R
A V
E L
C O
A R
S E
0.
H Y
D R
O M
E T
E R
G R
A D
A T
IO
N
C U
R V
E S
-1 2.
F t.
M
LW
/2
3/
P R
O
JE
C T
B O
R
IN
G N
O
V B
-I W
W
M -D
A 9-
U . S
. S T
A N
D A
R D
S
IE
V E
O P
E N
IN
G
IN
IN
C H
E S
U . S
. S T
A N
D A
R D
S
IE
V E
N U
M B
E R
S
S A
J F
O R
M
S A
N D
V is ua l S he ll/
C O
S
IL
T O
R C
L A
Y
G R
A
IN
S
IZ
E
IN
M
IL
L
IM
E T
E R
S
S am pl e
N o.
M un se ll
7.
5Y
R
/2
C la ss if ic at io n
S A
N D
, p oo rly -g ra de d w ith s ilt m os tly f in e-gr ai ne d qu ar tz , l itt le fin e-gr av el t o m ed iu m s an d-si ze lim er oc k fr ag m en ts t ra ce li m er oc k fr ag m en ts pi nk is h gr ay
S
P -S
M
D ep th
1.
to
.3
F t.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 27
0.
0.
PERCENT FINER BY WEIGHT
P I w n
O rg
G
S
/4
(e st
F
IN
E C
O A
R S
E M
E D
IU
M
F
IN
E
0.
JU
N
C O
B B
L E
S
PERCENT COARSER BY WEIGHT
0.
P L
LL
40 90
B O
R
IN
G E
LE
V
D A
T E
In tr ac oa st al
W at er w ay
Ja ck so nv ill e to M ia m i
C ut
D A
-9
G R
A V
E L
C O
A R
S E
0.
H Y
D R
O M
E T
E R
G R
A D
A T
IO
N
C U
R V
E S
-1 1.
F t.
M
LW
/2
3/
P R
O
JE
C T
B O
R
IN
G N
O
V B
-I W
W
M -D
A 9-
U . S
. S T
A N
D A
R D
S
IE
V E
O P
E N
IN
G
IN
IN
C H
E S
U . S
. S T
A N
D A
R D
S
IE
V E
N U
M B
E R
S
S A
J F
O R
M
S A
N D
V is ua l S he ll/
C O
S
IL
T O
R C
L A
Y
G R
A
IN
S
IZ
E
IN
M
IL
L
IM
E T
E R
S
S am pl e
N o.
M un se ll
Y
R
/2
C la ss if ic at io n
S A
N D
, p oo rly -g ra de d, m os tly fin e-gr ai ne d qu ar tz , s om e co ar se to fin e sa nd
-s iz e sh el l f ra gm en ts tr ac e si lt, li gh t g ra y
S P
D ep th
0.
to
.8
F t.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 28
0.
0.
PERCENT FINER BY WEIGHT
P I w n
O rg
G
S
(e st
F
IN
E C
O A
R S
E M
E D
IU
M
F
IN
E
0.
JU
N
C O
B B
L E
S
PERCENT COARSER BY WEIGHT
0.
P L
LL
40 90
B O
R
IN
G E
LE
V
D A
T E
In tr ac oa st al
W at er w ay
Ja ck so nv ill e to M ia m i
C ut
D A
-9
G R
A V
E L
C O
A R
S E
0.
H Y
D R
O M
E T
E R
G R
A D
A T
IO
N
C U
R V
E S
-1 1.
F t.
M
LW
/2
3/
P R
O
JE
C T
B O
R
IN
G N
O
V B
-I W
W
M -D
A 9-
U . S
. S T
A N
D A
R D
S
IE
V E
O P
E N
IN
G
IN
IN
C H
E S
U . S
. S T
A N
D A
R D
S
IE
V E
N U
M B
E R
S
S A
J F
O R
M
S A
N D
V is ua l S he ll/
C O
S
IL
T O
R C
L A
Y
G R
A
IN
S
IZ
E
IN
M
IL
L
IM
E T
E R
S
S am pl e
N o.
M un se ll
2.
5Y
/3
C la ss if ic at io n
G R
A V
E L, p oo rly -g ra de d, m os tly co ar se g ra ve l t o m ed iu m s an d-si ze lim er oc k fr ag m en ts lit tle fin e-gr ai ne d qu ar tz , t ra ce s he ll fr ag m en ts tr ac e si lt, li gh t y el lo w is h br ow n
G P
D ep th
1.
to
.3
F t.
Intracoastal Waterway Jacksonville to Miami, Florida, 00 31 32 - 29
0.
0.
PERCENT FINER BY WEIGHT
P I w n
O rg
G
S
/6
(e st
F
IN
E C
O A
R S
E M
E D
IU
M
F
IN
E
0.
JU
N
C O
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SECTION TABLE OF CONTENTS
DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
SECTION 00 31 32
W912EP-17-B-0010 DOCUMENT 00 31 32
SECTION TABLE OF CONTENTS
DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
SECTION 00 33 50
WEATHER, WATER STAGE AND TIDE DATA
W912EP-17-B-0010 DOCUMENT 00 33 50
QUALITY CONTROL PLAN
Statement of Technical Review and Certification
Intracoastal Waterway Maintenance Dredging 10-FT Project Vicinity of Bakers Haulover Inlet
Dade County, Florida
Water Stage Report
FY 2017
Coastal Design Section Water Resources Engineering Branch
Engineering Division U.S. Army Corps of Engineers
Jacksonville District
20 June 2017
STATEMENT OF TECHNICAL REVIEW AND CERTIFICATION
The Water Resources Engineering Branch has completed the water stage report for the preparation of plans and specifications for the Intracoastal Water Maintenance Dredging 10-Ft Project Vicinity of Bakers Haulover Inlet. Notice is hereby given that technical review, that is appropriate to the level of risk and complexity inherent in the project, has been conducted as defined in the Quality Control Plan. During the technical quality review, compliance with established policy principles and procedures, utilizing justified and valid assumptions, was verified. This included the review of: methods, procedures, and material using in analyses; the appropriateness of data used and level obtained; and reasonableness of the result, including whether the product meets the customer’s needs consistent with law and existing Corps policy.
The quality review was conducted by appropriate team members, with all comments resulting from the review having been resolved. Products developed through an A-E Contractor have been verified to be in compliance with policies and procedures set forth for quality control, quality assurance and independent technical review (ITR).
Gabriel Todaro, EN-WC POC Date
Kevin C. Hodgens, P.E., Chief, Coastal Design Section Date
Jason A. Engle, P.E., Chief, Water Resources Engineering Branch Date
TODARO.GABRIEL.FRANCIS.15
18126357
Digitally signed by TODARO.GABRIEL.FRANCIS.1518126357 DN: c=US, o=U.S. Government, ou=DoD, ou=PKI, ou=USA, cn=TODARO.GABRIEL.FRANCIS.1518126357 Date: 2017.06.22 11:09:55 -04'00'
HODGENS.KEVIN.C.1279458849
Digitally signed by HODGENS.KEVIN.C.1279458849 DN: c=US, o=U.S. Government, ou=DoD, ou=PKI, ou=USA, cn=HODGENS.KEVIN.C.1279458849 Date: 2017.06.22 11:17:40 -04'00'
ENGLE.JASON.ANTHONY.1265035619
Digitally signed by ENGLE.JASON.ANTHONY.1265035619 DN: c=US, o=U.S. Government, ou=DoD, ou=PKI, ou=USA, cn=ENGLE.JASON.ANTHONY.1265035619 Date: 2017.06.22 15:24:06 -04'00'
CESAJ-EN-WC 20 June 2017
MEMORANDUM FOR: Chief, Design Branch
SUBJECT: Request for Water Stage Report, Intracoastal Waterway Maintenance Dredging 10- Ft Project Vicinity of Bakers Haulover Inlet, Dade County, Florida
1. As requested by CESAJ-EN-DW email dated 20 June 2017, a Water Stages Report for preparation of Plans and Specifications for the subject project is provided:
2. The following water stage, wave, wind, and weather data are provided for inclusion into the subject Plans and Specifications. The following water level datums are provided for information only and are not to be utilized in conjunction with any contract related hydrographic surveying.
3. A technical review has been performed on the following data and this memo, signed by Chief, Water Resources Engineering Branch, signifies EN-W Branch Quality Control Certification.
a) Water Stages. Water levels in the project area are mainly affected by semi-diurnal tidal fluctuations in the Atlantic Ocean. The project area is also subject to storm surges from hurricanes and tropical storms from June through November. Surges from extratropical storms may affect the area during any time of the year.
Elevations of tidal datums in the vicinity of the project area are provided in the following tables.
All datum elevations in these tables are referred to mean lower low water (MLLW). The datums in the first table are based on field measurements from a tide station located inside of Haulover Inlet and the second table is based on the tide station located at Haulover Pier. The National Oceanic and Atmospheric Administration (NOAA), National Ocean Service (NOS) established these tide stations. The tidal station data for both stations is based on the 1983-2001 tidal epoch.
Additional information on this and other nearby tide stations is available at this NOAA website:
http://tidesandcurrents.noaa.gov/map/index.shtml?type=Datums®ion=Florida
Station ID: 8723073 PUBLICATION DATE: 04/17/2003 Name: HAULOVER INSIDE, BISCAYNE BAY, FLORIDA Latitude: 25° 54.2' N Longitude: 80° 7.5' W Highest Observed Water Level (10/25/1973) = 3.67 Feet Mean Higher High Water (MHHW) = 2.20 Feet Mean High Water (MHW) = 2.13 Feet North American Vertical Datum-1988 (NAVD) = 1.93 Feet Mean Tide Level (MTL) = 1.13 Feet Mean Tide Level (MSL) = 1.08 Feet Mean Low Water (MLW) = 0.12 Feet Mean Lower Low Water (MLLW) = 0.00 Feet Lowest Observed Water Level (04/06/1974) = -1.16Feet
CESAJ-EN-WC
SUBJECT: Request for Water Stage Report, Intracoastal Waterway Maintenance Dredging 10-FT Project Vicinity of Bakers Haulover Inlet, Dade County, Florida
Station ID: 8723080 PUBLICATION DATE: 04/17/2013 Name: HAULOVER PIER, ATLANTIC OCEAN, FLORIDA Latitude: 25° 54.2' N Longitude: 80° 7.2' W Highest Observed Water Level (11/24/1984) = 4.45 Feet Mean Higher High Water (MHHW) = 2.68 Feet Mean High Water (MHW) = 2.61 Feet North American Vertical Datum-1988 (NAVD) = 2.25 Feet Mean Tide Level (MTL) = 1.37 Feet Mean Tide Level (MSL) = 1.39 Feet Mean Low Water (MLW) = 0.14 Feet Mean Lower Low Water (MLLW) = 0.00 Feet Lowest Observed Water Level (04/06/1989) = -1.41Feet
Daily tidal predictions at locations along the coastline of North…
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