Canaveral Sector Gate Industry Day Technical Specifications 10Jan2025Part-3.pdf

PDF 18 MB Posted Jan 13, 2025

Attached to: INDUSTRY DAY – CANAVERAL FIBER REINFORCED POLYMER (FRP) SECTOR GATE
Solicitation number: W912EP25Z0009
Issued by: Department of the Army Corps of Engineers Engineering District Jacksonville

About this file

Written by GovTribe AI · Jan 13, 2025

This technical specifications document outlines requirements for a fiber reinforced polymer (FRP) sector gate replacement project at the Canaveral Lock in Brevard County, FL, to be discussed at an Industry Day event on January 16, 2025. The project involves designing, fabricating, delivering, and installing an FRP sector gate to replace the existing 183-kip steel gate from 1965-66, with the new gate needing to mate with existing steel hinge and pintle assemblies. Key technical requirements include a 100-year design life, ability to support a manatee detection system, incorporated UV inhibitors, and screened/grated openings on straight sides to allow water flow while preventing marine life access.

The U.S. Army Corps of Engineers Jacksonville District is seeking feedback from engineers and fabricators with complex project experience. Interested parties must contact Brittany Jackson and Gerald Garvey by January 13, 2025, at 11 AM EST to participate in the Industry Day, providing company details and size classification. Project feedback will be accepted until January 30, 2025, at 10 AM EST. The project location is 1000 Mullet Road, Cape Canaveral, FL 32920, and draft plans and specifications will be provided via amendment. The government will handle gate installation after contractor delivery, with contractor technical representatives required on-site during installation.

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25R0009CanaveralLockSectorGatesFY25Volume2Specs_RTA.pdf	PDF	Jul 2, 2025
W912EP25R0009_DRAFT.pdf	PDF	Jul 2, 2025
25R0009CanaveralLockSectorGatesFY25Volume1Specs_RTA_V2.pdf	PDF	Jul 2, 2025
Canaveral Sector Gate Project Overview - Industry Day Presentation 01-16-2025.pdf	PDF	Jan 15, 2025
Canaveral Sector Gate Industry Day Technical Specifications 10Jan2025Part-2.pdf	PDF	Jan 13, 2025
Canaveral Sector Gate Industry Day Technical Specifications 10Jan2025Part-1.pdf	PDF	Jan 13, 2025
INDUSTRY_DAY_QUESTIONS_For_Canaveral_only_010825_final.xlsx	XLSX spreadsheet	Jan 13, 2025

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OTHERS AND MAY NOT REPRESENT EXISTING CONDITIONS

FOR THIS CONTRACT. THIS DRAWING IS INCLUDED FOR

REFERENCE ONLY.

2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING

REFERENCE DRAWING INFORMATION USED DURING THE

PERFORMANCE OF THIS CONTRACT. FIELD VERIFY EXISTING

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WORK FOR THIS CONTRACT. DRAWING SHOWN IS REDUCED

IN SIZE. FEATURES OF WORK SHOWN WAS COMPLETED BY

OTHERS AND MAY NOT REPRESENT EXISTING CONDITIONS

FOR THIS CONTRACT. THIS DRAWING IS INCLUDED FOR

REFERENCE ONLY.

2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING

REFERENCE DRAWING INFORMATION USED DURING THE

PERFORMANCE OF THIS CONTRACT. FIELD VERIFY EXISTING

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IN SIZE. FEATURES OF WORK SHOWN WAS COMPLETED BY

OTHERS AND MAY NOT REPRESENT EXISTING CONDITIONS

FOR THIS CONTRACT. THIS DRAWING IS INCLUDED FOR

REFERENCE ONLY.

2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING

REFERENCE DRAWING INFORMATION USED DURING THE

PERFORMANCE OF THIS CONTRACT. FIELD VERIFY EXISTING

CONDITIONS THROUGHOUT THE PERFORMANCE OF THIS

CONTRACT.

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WORK FOR THIS CONTRACT. DRAWING SHOWN IS REDUCED

IN SIZE. FEATURES OF WORK SHOWN WAS COMPLETED BY

OTHERS AND MAY NOT REPRESENT EXISTING CONDITIONS

FOR THIS CONTRACT. THIS DRAWING IS INCLUDED FOR

REFERENCE ONLY.

2. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING

REFERENCE DRAWING INFORMATION USED DURING THE

PERFORMANCE OF THIS CONTRACT. FIELD VERIFY EXISTING

CONDITIONS THROUGHOUT THE PERFORMANCE OF THIS

CONTRACT.

ATTACHMENT D – DESIGN LOADS

Canaveral Lock Sector Gate Replacement Appendix D

Load Combinations, Design Loads, and Additional Considerations

This section is intended to assist the designer with the load combinations and design loading conditions. Currently, there are no U.S. Army Corps of Engineer (USACE) Engineering Manuals (EM) that provide guidance for the design of FRP hydraulic composite structures using load and resistance factor design (LRFD) approach. For this reason, EM 1110-2-2107, Design of Hydraulic Steel Structures (specifically for the design of hydraulic steel structures), was consulted as the basis to formulate the minimum load combinations for sector gates. Furthermore, it was decided to use allowable stress design (ASD), since current industry standards for the design of vacuum infusion process (VIP) structures are performed using ASD. This decision was made with the input of internal and external Subject Matter Experts (SMEs) in the field of composites materials and hydraulic structures.

In consultation with the project’s hydraulic engineer (CESAJ EN-WH), potential relative sea level trends were considered; however, since the intent of this project is solely to replace the existing gates (of the same size), additional hydrostatic forces due to potential sea level rise were not evaluated. Nonetheless, according to ER 1100-2-8162, the local mean sea level change in FL is estimated to be 0-3 mm/year, which will translate to 11.8 inches over the 100-year service life. In this case, serviceability requirements are expected to produce a more robust gate design than the predicted future effect of sea level change would entail. All water surface elevations are referenced to the North America Vertical Datum of 1988 (NAVD88).

Hydrostatic loads consist of hydrostatic pressure on the gate considering both upper and lower pools. Hydraulic loading on sector gates is produced from direct heads and reverse heads. A direct head is a differential head across the gate with the highest water elevation on the convex side of the skin plate. A reverse head is a differential head across the gate with the highest water surface on the concave side of the skin plate.

Loads Definitions

i. Dead load (D): Includes the total weight of the structure and its permanent attachments and fixed equipment. Dead load is computed based on the nominal cross-section of the members and weight of all permanent attachments (e.g., fender system), platforms, appurtenances, fasteners, and any coating system. Weight of the coating system is based on the specified thickness of the coating system used. Uplift pressures acting on the submerged portion of the gate (resulting from the corresponding water elevations) must be considered when calculating the net vertical load (sum of all dead loads minus the upward buoyancy forces).

ii. Gravity loads (G): Consist of mud (including silt), debris, and atmospheric ice. All of these loads are highly site dependent. Both mud and debris are more likely on navigation gates and spillway gates that have tailwater present on the gate much of the time. EM 1110-2- 2610 Mechanical and Electrical Design for Lock and Dam Operating Equipment, 2013 (EM 2610), Section 7-6.e.2 specifies a unit weight of 125 pcf for silt. Assume a 1-inch thick silt layer on all areas where silt may accumulate (regardless of drainage).

Canaveral Lock Sector Gate Replacement Appendix D

iii. Live load (L): Live loads are vertical load from personnel, equipment, vehicles, or temporary storage on operating surfaces and walkways. The walkway (including all structural members, connections, and gratings) must be designed to support a 100 psf unfactored vertical live load applied over the entire surface. For the design of the gate structure, an assumed load of 100 plf should be applied over the entire walkway length.

iv. Wind load (W): Wind loads (other than for critical structures) were calculated using criteria for category II structures. Wind loads are small when compared to hydrostatic loads and only affect gate reactions when the gate is in a closed position. Winds load must be applied as a uniformly distributed load, according to ASCE 7-22, to all exposed portions of the structure that extend above the corresponding water elevation, where the effect/direction of W adds to the principal load effect.

v. Barge impact (BI): Barge impact load can occur from navigation incidents (vessels entering or exiting the lock) or from aberrant barges during storm events. The load is applied at any point on the horizontal frame and at any panel point on the channel-side end frame where barge impact is possible while the gates are in both open and closed positions. These loads need not to be applied to the design of the face skin plate/panel.

vi. Earthquake (EQ): Refer to EM 1110-2-2107 Section 4.4 for earthquake loading and consider as applicable.

vii. Operational loads (Q): Operating loads (acting through the wire rope) are treated as reactions to all opposing forces including, dead, gravity, hydrostatic, hydrodynamic, and friction. This load will be the maximum load that can be exerted by the operating machinery (obtained by the project's mechanical engineer). This assumes a gate jam that prevents movement.

viii. Pintle and Hinge Friction (Ft): During opening or closing of gates, friction loads exist around the surface of the pintle and the hinge between the bushing and the ball. These friction loads result in a friction moment Ft about the pintle and the hinge that must be considered in design.

o The friction moment is a function of a coefficient of friction, the reaction forces component R that acts normal to the surface of the pintle and hinge, and the radiuses of the pintle and hinge.

o A coefficient of friction of 0.3 shall be used. This is a reasonable value that applies for any bushing material that may be slightly worn or improperly maintained.

ix. Bottom Seal Friction (Fs): Loads exist along the bottom of the gate because of friction between the bottom seal and the bottom-seal plate when the gate is opening or closing. The friction force is equal to the preset force in the seal plus product of the coefficient of friction and normal force between the sill plates and the bottom seal.

Canaveral Lock Sector Gate Replacement Appendix D o Friction Coefficient. For rubber seals, a coefficient of friction of 0.5 is recommended. Seals that have Teflon rubbing surfaces provide a lower coefficient of friction and are recommended for serviceability. However, wear of the Teflon is a concern, and applying a lower coefficient of friction for design purposes is not recommended.

o Pre-Set Forces. Initially, the seals on a sector gate are set with approximately 0 to 1/32” of clearance. A design pre-compression of 0.25” accounts for gate sag, hinge and pintle wear, and variations in gate temperature between submerged members and non-submerged members. Refer to EM 1110-2-2107 Chapter 10 for the determination of seal friction forces.

x. Maximum hydrostatic loading (Hspr): Design water levels that create the maximum hydrostatic loading caused by a differential head that is geometrically and hydrologically possible. 10-year return period. Some considerations:

o The maximum hydrostatic loading may occur at water levels that are not necessarily the largest possible differential head.

o Usually, the maximum hydrostatic load is limited by the height of the structure and other factors. But the maximum hydrostatic load may be from water levels that exceed the top of a structure.

o In some cases, hydrostatic loading may be experienced from differential head across a structure in either direction.

o Determination of the maximum differential head condition should be made in consultation with the project’s hydraulic engineers.

xi. Companion hydrostatic loading (Hsc): Normal operating condition (usual with a return period of 10 years).

xii. Hydrodynamic load (Hd): When gates are opened and closed with differential head, lateral forces on the end frame are created from water flowing parallel with the gate face. These forces are more important to the machinery design than to the structural design where they rarely control member selection.

xiii. Wave Loads (Hw): Wave loads must be considered for structures subjected to significant wind and fetch and must be added to the hydrostatic load from the corresponding water elevation. Refer to the following pages for the wave force diagrams that must be considered in the design.

xiv. Hurricane conditions: The wind tide and waves caused by a hurricane create an extreme loading condition on the lock gate bays. The hurricane can create high water level in the ocean in combination with a low water level in the Banana River, or the reverse condition can be created. The critical loading condition is presented in this document.

Canaveral Lock Sector Gate Replacement Appendix D

Serviceability Requirements

Serviceability is a state of acceptable performance in which the function of the structure, its maintainability, durability, and operability are preserved under service or operating conditions.

Serviceability should be maintained for the expected life of the structure. The overall structure and the individual members, connections, and connectors must be checked for serviceability. Limiting values of structural behavior (maximum deflections, vibrations, etc.) to ensure serviceability must be chosen with due regard to the intended function of the structure. Serviceability may normally be checked using unfactored loads. The following limit states must be considered in design for serviceability:

i. Deformation in the structural members and supports due to service loads must not impair the operability or performance of the structure.

ii. Vibrations (e.g., seals, equipment, or movable supports) must not impair the operability of the structure.

iii. Loss of section (for metal components) or impacts to connections and moving parts that do not impact strength but may impair serviceability or operability of the structure during its service life must be limited by designing to minimize material degradation.

The minimum design loads and loading combinations are presented below. Designer must account for local site conditions and further serviceability limit state requirements to determine if additional load cases are required.

Load Category Water Surface Elevation (ft-NAVD88)

Banana River side Canaveral Harbor side Max. Min. Max. Min.

Maximum hydrostatic load, Hspr 3.10 -5.98 4.61 -3.98 Companion hydrostatic load, Hsc 2.40 -3.45 2.40 -3.45 Estimated 100-year hurricane wind tide, Hh 8.61 -6.50 4.64 -5.16 Dewatered, Hm (using the gate) 4.61 - 4.61 - Load Barge impact, BI 125 kips Gravity load, G (for silt) 125 pcf Live load, L (across the entire walkway length) 100 plf Hydrodynamic load, Hd 4.2 kip Maximum operating force, Q 5.6 kip; 300 ft-kip Wind load, W (*=for exposed framing members 34 psf; 45 psf *

Wave loads (Hw) shown on the following pages

Load Combinations

The following load combinations have been determined in accordance with the Allowable Stress Design requirements of the previous EM-1110-2-2105 in combination/consultation of current guidance such as EM-1110-2-2107. The Project Delivery Team (PDT) concurred that this is the best approach due to the lack of current FRP-VIP standardization. PDT members include the

Canaveral Lock Sector Gate Replacement Appendix D

USACE Jacksonville District (CESAJ), Inland Navigation Design Center (INDC), and New Orleans District (CEMVN-ED-T). As per EM-1110-2-2105 section 4.3, loads are divided into Group I and Group II loading as follows:

Group I Dead load Buoyancy load Live load Hydrostatic load Thermal stress load Operating equipment load Ice loads (static)

Group II Impact (vessel , debris, ice) Water hammer Wind loads Ice loads (transient) Wave loads Operational basis earthquake (OBE)

For Group II loads, either individually or combined with Group I loads, the allowable stresses may be increased by one-third above the values otherwise provided. However, the resulting design must not be less than that required for Group I loads when designed with the normal allowable stresses.

1. Load Combination 1: Consider the effects of Construction, including fabrication and erection.

Constructability issues include deflection, strength, and stability of the gate or its components. The fabrication and erection of the gate must be performed without undue difficulty or distress and that construction forces, including residual effects (stresses), are within tolerable limits. The gate boundary conditions must represent expected scenarios, such as been lifted for installation and in its installed position (no hydrostatic loads acting on it).

Dead load (D) includes the total weight of the gate (including any coating) and its permanent attachments (e.g., fender system) and equipment. Sequence of construction to prevent certain stresses, must be defined in the design contract documents.

Load Case Allowable Overstress (%) 1.0D 0

1.0D +1.0L 0

2. Load Combination 2: Gate Closed. Maximum Hydrostatic. Hydrostatic loading must be applied on both directions (direct and reverse head).

1.0D + 1.0G + 1.0Hspr 0

3. Load Combination 3: Gate Closed. Maximum Hydrostatic Plus Wave. Hydrostatic loading must be applied on both directions (direct and reverse head). Wind load (W) is applied to

Canaveral Lock Sector Gate Replacement Appendix D portions of the structure that extend above the wave pressure diagram. Waves loads (Hw) must be considered and added to the hydrostatic load from the corresponding water elevation.

1.0D + 1.0G + 1.0Hspr + 1.0Hw + 1.0W 33 1/3

4. Load Combination 4: Gate Closed. Maximum Hydrostatic Plus Impact. Loads consist of dead (D), gravity (G), maximum hydrostatic loading (Hspr) (apply in both directions), impact load (BI), and wind load (W).

1.0D + 1.0G + 1.0Hspr + 1.0BI + 1.0W (Gate Closed) 33 1/3

5. Load Combination 5: Gate Open and Closed. Maximum Impact Forces. Loads consist of dead (D), gravity (G), impact load (BI), companion hydrostatic loading (Hsc), and wind load (W) (when gate is closed).

1.0D + 1.0G + 1.0BI (Gate Open) 33 1/3

1.0D + 1.0G + 1.0Hsc + 1.0BI + 1.0W (Gate Closed) 33 1/3

6. Load Combination 6: Gate Operation. Normal or Reverse Flow. Either leaf subjected to dead

(D), gravity (G), or maximum differential hydrostatic, (Hspr) during gate opening, corresponding hydrodynamic load (Hd), maximum operation force (Q), pintle and hinge friction (Ft), and bottom seal friction (Fs). Vibrations must not impair the operability of the gate. Refer to EM 1110-2-2107 16.3.2.10 for further information.

6.1. Normal Operation: Assume seal friction and hydrodynamic force are overcome by the machinery. Hinge and pintle friction (Ft) applied as moment at top and bottom hinge.

Machinery represented as fixed against translation in a single plane at the intersection of the skin plate side of the gate and the edge of the recess side of the gate where the machinery is connected.

1.0D + 1.0G + 1.0Hspr + 1.0Ft 0

Canaveral Lock Sector Gate Replacement Appendix D

6.2. Frozen Operation: Reverse flow only. Seal friction (Fs) applied along full length of seal.

Hydrodynamic force (Hd) applied at channel truss to oppose opening under a reverse flow.

Machinery operating force (Q) applied at 20 degrees to tangent of girder. Upper hinge and lower pintle fixed against rotation.

1.0D + 1.0G + 1.0Hspr + 1.0Hd + 1.0Fs + 1.0Q 0

7. Load Combination 7: Gate Jammed. Loads caused by a jammed gate subjected to maximum operation force (Q), dead (D), gravity (G), and maximum hydrostatic loading (Hspr). Gate

Canaveral Lock Sector Gate Replacement Appendix D machinery loads must be coordinated with the project mechanical engineer. The gate is modeled as fixed in locations of assumed jams.

7.1. Jam location must be considered to be between the water surface and the base of the gate. Jam may be located at either the seals, both bottom or side, or in between the gate leaves.

1.0D + 1.0G + 1.0Hspr + 1.0Q 33 1/3

7.2. Situation: Hinge not accepting grease caused excess friction in hinge/bushing interface potentially causing galling between bronze bushing and stainless-steel hinge. Jam location must be considered at the interface between the hinge and hinge bushing. Force applied from operating machinery will be applied at the outer radius of the gate at the same elevation as the hinge.

1.0D + 1.0G + 1.0Hspr + 1.0Q 33 1/3

8. Load Combination 8: Live Load. Gate Closed. Live load (L) must be considered on the top walkway (that will be used to cross the structure when the gates are closed). Use a minimum of 100 plf unfactored vertical live load applied over the walkway length.

1.0D + 1.0G + + 1.0Hsc +1.0L 0

9. Load Combination 9: Earthquake. Loads consist of earthquake (EQ), plus companion hydrostatic loading (Hsc), dead load (D) and gravity loads (G). Refer to EM 1110-2-2107, Chapter 16, and Chapter 4 (Section 4.4), and consider them as applicable.

1.0D + 1.0G + + 1.0Hsc + 1.0EQ 33 1/3

10. Load Combination 10: Fatigue Limit State: Sector gates must be designed for fatigue particularly at the structural connections points. The total number of loading cycles must be determined based on changes in load due to lock operation. Assume that Canaveral Lock experiences 1,200 lockages per month and has a 100-year service life. Refer to and consult to EM 1110-2-2107 (Chapter 5 and 16), ASCE Design Guide for FRP Composite Connections (Manuals and Reports on Engineering Practice No. 102), as well as ASCE 74- 23, and apply as applicable.

Canaveral Lock Sector Gate Replacement Appendix D

11. Load Combination 11: Gate Closed. Estimated 100-year hurricane wind tide: Loads consist of dead (D), gravity (G), hurricane wind tide loading (Hh), waves load (Hw) and wind load (W). Waves must be added to the hydrostatic load from the corresponding water elevation.

Wind load is applied to portions of the structure that extend above the wave pressure diagram.

1.0D + 1.0G + 1.0Hh + 1.0 Hw + 1.0W 33 1/3

12. Load Combination 12: Dewatered. Based on the original steel sector gate design, the structure can be dewatered using both bulkheads, or the gate could be used with either the upstream or the downstream bulkhead. The design of the new sector gate must account for this case. An assumption was made that the structure would not be dewatered when the water level was higher than the maximum hydrostatic loading in either the Canaveral Harbor side (ocean) or the Banana River side. Hm = hydrostatic load during maintenance (dewatered).

12.1. Direct head (bulkhead placed on the west side).

1.0D + 1.0G + 1.0L + 1.0Hm 33 1/3

12.2. Reverse head (bulkhead placed on the east side).

1.0D + 1.0G + 1.0L + 1.0Hm 33 1/3

13. Load Combination 13: Maintenance (bay dewatered): Loads consist of dead (D) (including weight of all appurtenances, permanent attachments (e.g., fender system), walkway, and railings), gravity (G), and live load (L). Assume a 1-inch thick silt layer on all areas where silt may accumulate (regardless of drainage). The gate boundary condition must represent the installed position (with no hydrostatic loads acting on it). The maximum vertical deflection of the bottom of the gate for this load combination is 1 inch.

1.0D + 1.0G + 1.0L 0

14. Load Combination 14: Gate Removal: Loads consist of dead (D) (including weight of all appurtenances, permanent attachments (e.g., fender system), walkway, and railings) and gravity (G). Assume 1” silt on horizontal surfaces. Assume 4 lifting lugs attached on the top level of the gate (at locations to be determined by DOR) with rigging lines attached to crane hook that is located over gate’s center of gravity. Assume the rigging lines are at a 60º angle from the horizontal in the direction of gate center of gravity.

Canaveral Lock Sector Gate Replacement Appendix D

1.0D + 1.0G 0

Flotation Check

A factor of safety for flotation is required to provide an adequate safety margin between the loads that can cause instability and the weights of the materials that resist flotation. Assume the gate totally submerged. The loads consist of the dead load (D) and the uplift forces acting on the structure (Fb) (including all permanent attachments such as the fender system). The required factor of safety for flotation (FSf) must be equal to, or greater than, 1.1. Gravity loads (G) must not be included.

𝐹𝐹𝐹𝐹𝑓𝑓 =

𝐷𝐷

𝐹𝐹𝑏𝑏

≥ 1.1

Figures 1 to 5 show a graphical representation of the different water elevations (NAVD88). The top of the sector gate is at EL 7.61 and the top of sill beam is at EL -17.39.

Figure 1 Maximum hydrostatic loading (Hspr). Note: Wave loads (Hw) are not shown.

Canaveral Lock Sector Gate Replacement Appendix D

Figure 2 Companion hydrostatic loading (Hsc)

Figure 3 Estimated 100-year hurricane wind tide (Hh). Note: Wave loads (Hw) are not shown.

Canaveral Lock Sector Gate Replacement Appendix D

Figure 4 Dewatered condition (Hm)

Figure 5 Fully submerged gate to check for buoyancy/flotation.

Canaveral Lock Sector Gate Replacement Appendix D

The original Canaveral Lock Sector Gate design elevations refer to mean sea level (MSL). For the new FRP sector gate, elevations are referenced to the North American Vertical Datum of 1988 (NAVD88). SAJ Geomatics Section (EN-DG) provided the relationship between the MSL datum shown in the as-builts (from 1963) to NAVD88. In general, add 1.39 feet to convert from ft- NAVD88 to the Historic Project Vertical Datum/MSL/NGVD29 (1963 as-builts).

Figure 6 Relationship between NAVD88 and the historic project vertical datum/MSL/NGVD29 (prior 1960 epoch)

Additional Considerations

Gate Deflection: Consider the final deflection of the gate when designing the attachment of the FRP gate body to the hinge and pintle assemblies. Ensure that the connections of the hinge and pintle assemblies are installed in a way that prevents the gate from deflecting beyond allowable limits under dead load after any cribbing is removed. For instance, the gate structure could be designed to angle upward, with the tip elevation set at approximately ½ inch above the horizontal plane. This design helps compensate for deflection due to dewatered dead load and ensures compliance with total deflection limits. Additionally, consider the nominal position of the gate in wet conditions when designing and detailing these connections.

ATTACHMENT E – DELIVERY LOCATION

Barge Delivery Location

ATTACHMENT F – BARGE DELIVERY HYDROGRAPHIC SURVEY

E C

N A

L T

PENSACOLA

X E

F O

LOCATION

OF WORK

GREEN DAYBEACON

RED DAYBEACON

TIDE STAFF

LEGEND

RED LIGHTED BUOY

LIGHTED BEACON

GREEN LIGHTED BUOY

CAN BUOY

NUN BUOY

PROJECT DEPTH

SURVEY NOTES

0 4000'2000'

GRAPHIC SCALE

2000'

SHT 2SHT 3SHT 4

SHT 5SHT 6SHT 7SHT 8SHT 9SHT 10SHT 11

SHT 12

SHT 13

SHT 14SHT 15SHT 16

SHEET INDEX

BANANA RIVER

INDIAN RIVER

N R

E R

C U

T B

V -1

C U

T B

V -1

C U

T B

V -1

C U

T B

V -1

C U

T B

V -2

C U

T B

V -1

CANAVERAL BARGE CH. CUT-1

CUT-2

CUT-3

CUT-4

CAPE CANAVERAL

COCOA

ROCKLEDGE

MERITT ISLAND

W Cocoa Beach CausewayE Meritt Island Causeway

A S

T R

O N

A U

T B

L V

N C o u rt e n a y P k w y

N C o u rte n a y P k w y

E Hall RdW Hall Rd

A u d u b o n R d

K e n n e d y P k w y N

T e l-

R d

J u d s o n R d

N C o c o a B lv d

C le a rl a k e R d

W King St

Barton Blvd

S F is k e B lv d R o c k le d g e B lv d

PORT CANAVERAL

AIR FORCE STATION

CAPE CANAVERAL

MONUMENT

W R

-1

-V

H -0

.D G

N M

A P

E X

O C

A T

A N

D V

01 16

"CANAVERAL LOCK ARP"

"GPS 1098"

"J JEFFORDS"

G M

M C

C F

A N

A V

E R

A L

A R

B O

R .D

G N

-C -N

G M

C C

F .D

G N

C A

N B

A R

G E

C A

N A

E X

.D G

SURVEYING, 30 NOV 2013.

SURVEY IN ACCORDANCE WITH USACE EM 1110-2-1003, HYDROGRAPHIC

QUALITY ASSURANCE REQUIREMENTS WERE FOLLOWED DURING THIS

11. SURVEY ACCURACY PERFORMANCE STANDARDS, QUALITY CONTROL, AND

AT THE TIME OF THE SURVEY.

THIS CHART IS SOLELY FOR THE DISTRIBUTION OF AVAILABLE DEPTHS

CONSIDERED AS INDICATING THE GENERAL CONDITIONS AT THAT TIME.

SURVEYS MADE ON THE DATES INDICATED ABOVE AND CAN ONLY BE

10. THE INFORMATION DEPICTED ON THIS MAP REPRESENTS THE RESULTS OF

9. AIDS TO NAVIGATION WERE LOCATED DURING THIS SURVEY.

CBC CUTS 1-423-24 JUL 2024 SV EL MORRO

WAC, WTB, CBC-128 JUN 2024 SB-48

CUTDATE OF SURVEY VESSEL

SOUNDINGS SHOWN ARE IN HIGH FREQUENCY.

MULTI-BEAM / SIDESCAN AND A R2SONIC MULIT-BEAM TRANSDUCER. ALL

8. VERTICAL MEASUREMENTS WERE MADE USING AN EDGETECH 6205 COMBINED

LOCK

TIDE STAFF LOCATED FROM "GPS 1098" (OPUS PID: DG8073) WEST SIDE OF

OF LOCK

TIDE STAFF LOCATED FROM "J JEFFORDS" (OPUS PID: BBCQ55) EAST SIDE

REFERENCE BASE LOCATED AT "CANAVERAL LOCK ARP" (OPUS PID: BBCV67)

POSITIONING WITH THE FOLLOWING REFERENCE BASE LOCATION:

7. THIS SURVEY WAS PERFORMED USING REAL-TIME KINEMATIC (RTK) GPS

6. ALL STATIONING REFERS TO THE CENTERLINE OF THE CHANNEL.

NORTH AMERICAN DATUM OF 1983 (NAD83).

PROJECTION FOR THE EAST ZONE OF FLORIDA AND REFERENCED TO

5. PLANE COORDINATES ARE BASED ON THE TRANSVERSE MERCATOR

A (+) SIGN.

4. ALL ELEVATIONS ARE BELOW THE CHART DATUM UNLESS PRECEDED BY

OF LOCK

"VOLUSIA-BREVARD(W-O_CANAVERALHBR_2021 10 04.KTD" (WEST SIDE

"CANAVERALHBR-2015 02 20.KTD" (EAST SIDE OF LOCK)

KTD FILE NAMES ARE:

(RTK) GPS AND AND A HYPACK KINEMATIC TIDAL DATUM (KTD) MODEL.

3. TIDAL REDUCTIONS WERE OBTAINED UTILIZING A REAL-TIME KINEMATIC

WEST SIDE OF LOCK

NOAA TIDAL STATION 872-1533 (ORSINA, NASA CAUSEWAY, FL) USED FOR

USED FOR EAST SIDE OF LOCK

NOAA TIDAL STATION 872-1604 (TRIDENT PIER, PORT CANAVERAL, FL)

GAGE SITES SPECIFIED BELOW:

MLLW / MSL HEIGHTS OF THE BENCH MARKS ASSOCIATED WITH THE TIDE

NOAA'S VDATUM MODEL WAS USED AND CALIBRATED TO THE PUBLISHED

CUT-1 STATION 228+17 IS THE DIVIDING LINE BETWEEN MLLW AND MSL.

ATMOSPHERIC ADMINISTRATION (NOAA). CANAVERAL BARGE CANAL

AND WITHIN LOCK), AS REPORTED BY THE NATIONAL OCEANIC AND

EPOCH 1983-2001 (EAST SIDE OF LOCK) AND MSL (WEST SIDE OF LOCK

2. DEPTHS DEPICTED BY THIS SURVEY ARE REFERENCED TO MLLW, TIDAL

1. REFER TO SURVEY NO. 24-183.

12-FOOT PROJECT

HYDRO EXAM SURVEY FY24

BREVARD COUNTY, FLORIDA

CANAVERAL BARGE CANAL

W E

P -X

X -X

-X X

X X

D e s c ri p ti o n

10 9 8 7 6 5 4 3 2 1

10 9 8 7 6 5 3 2 1

US Army Corps of Engineers

Jacksonville District

DEPENDS ON YOU

SAFETY ON THIS JOB

Drawing no.

AS SHOWNScale:

SHEET OF

F il e n a m e

D a te d

In v

N o

D W

N b y

D e s ig n e d b y

C k d b y

K S

O N

L E

L O

J A

C K

S O

N V

E D

T C

O R

P S

O F

E N

E E

R S

D E

P A

R T

M E

N T

O F

T H

E A

R M

Y R e fe re n c e f il e s

N o

S y m b o l

Z o n e

J U

-1

-G

-B S

-B R

D R

.D G

B R

E V

A R

D C

O U

N T

F L

O R

C A

N A

V E

R A

L H

A R

B O

R B

A R

G E

C A

N A

O O

T P

R O

J E

C T

H Y

D R

O G

R A

P H

X A

M S

U R

V E

Y F

A L A B A M A

G E O R G I A

TALLAHASSEE

JACKSONVILLE

ORLANDO

TAMPA

COCOA

OKEECHOBEE

LAKE

BEACH

PALM

WEST

FT MYERS

MIAMI

KEY WEST

LOCATION MAP

S T

M .T

S T

C U

T -A

(NOTU)

TEST UNIT

NAVAL ORDNANCE

AIR STATION-

CAPE CANAVERAL

2. SEE SHEET NO. 1 FOR SURVEY NOTES.

1. REFER TO SURVEY NO. 24-183.

NOTES:

0 200'100'

GRAPHIC SCALE

100'

SHIP ON-LINE

"J JEFFORDS"

O N

C R

E T

E D

O L

P H

35-FO

O T P

R O

C T D

E P

43-FO

O T P

R O

C T D

E P

Y= 1484000

Y= 1483500

Y= 1483000

Y= 1482500

Y= 1482000

Y= 1481500

MIDDLE TURNING BASIN

WEST ACCESS CHANNEL

M A

T C

H L

E S

H E

E T N

O C

A N

A V

E R

A L H

A R

B O

R P

R O J

E C

S T

M .T

RGE. -1825.01

RGE. -1509.89

RGE. -1823.56

RGE. -1723.56

RGE. -1665.20

RGE. -1070.36

S T

W R

-1

-V

H -0

.D G

N P

L A

RGE. VARIES

RGE. 200

RGE. 400

RGE. -412.5

RGE. -212.5

RGE. -12.5

RGE. 50

RGE. 112.5

CANAVERAL BARGE CHANNEL CUT-1

STA. 141+60 CANAVERAL BARGE CH. CUT-1

M A

T C

H L

E S

H E

E T N

O S

T A

A N

A V

E R

A L B

A R

G E C

C U

T -1

S T

H R

U S

T A

A N

A V

E R

A L

B A

R G

E C

H C

U T

-1

02 16

G M

W E

P -X

X -X

-X X

X X

D e s c ri p ti o n

10 9 8 7 6 5 4 3 2 1

10 9 8 7 6 5 3 2 1

US Army Corps of Engineers

Jacksonville District

DEPENDS ON YOU

SAFETY ON THIS JOB

Drawing no.

AS SHOWNScale:

SHEET OF

F il e n a m e

D a te d

In v

N o

D W

N b y

D e s ig n e d b y

C k d b y

K S

O N

L E

L O

J A

C K

S O

N V

E D

C O

R P

S O

F E

N G

E R

D E

P A

R T

M E

N T

O F

T H

E A

R M

Y R e fe re n c e f il e s

N o

S y m b o l

Z o n e

J U

-1

-G

-B S

-B R

D R

.D G

B R

E V

A R

D C

O U

N T

F L

O R

C A

N A

V E

R A

L H

A R

B O

R B

A R

G E

C A

N A

O O

T P

R O

J E

C T

H Y

D R

O G

R A

P H

X A

M S

U R

V E

Y F

BARGE

N O

R T

H C

A R

G O

R N

O .1

N O

R T

H C

A R

G O

R N

O .2

P O S E

O N W

H A R F

NE DOCK

SW DOCK

W/FACE DOCK

M C

C F

A N

A V

E R

A L

A R

B O

R .D

G N

-1

-V

-S O

U N

A C

-W T

C -C

B C

.D G

G"19"

2. SEE SHEET NO. 1 FOR SURVEY NOTES.

1. REFER TO SURVEY NO. 24-183.

NOTES:

0 200'100'

GRAPHIC SCALE

100'

G"15"

BOATS

BARGE ON-LINE

S H

IP O

-LIN

AIDS TO NAVIGATION LONGITUDELATITUDE

PLANE COORDINATES

Y= 1484000

Y= 1483500

Y= 1483000

Y= 1482500

Y= 1482000

Y= 1481500

CUT-A (31-FT) WEST ACCESS CHANNEL (39-FT)

RGE. -412.5

RGE. -212.5

RGE. -12.5

RGE. 112.5

RGE. 50

RGE. -412.5

RGE. -212.5

RGE. -22.5

RGE. 112.5

RGE. 50

S T

A W .A .C

S T

A W .A .C

S T

A C

U T -A S

T A W .A .C

S T

A C

U T -A S

T A W .A .C

S T

A C

U T -A S

T A W .A .C

S T

A C

A N B

A R

G E C

A N

A L

S T

A C

U T -A S

T A W .A .C

W R

03 16

P L

A N

-1

-V

H -0

.D G

CANAVERAL BARGE CH. CUT-1 (12-FT)

M A

T C

H L

E S

H E

E T N

O S

T A

A N

A V

E R

A L B

A R

G E C

C U

T -1

M A

T C

H L

E S

H E

E T N

O S

T A

A N

A V

E R

A L B

A R

G E C

C U

T -1

S T

H R

U S

T A

A N

A V

E R

A L

B A

R G

E C

H C

U T

-1

S T

A C

A N B

A R

G E C

H C

U T -1

S T

A C

A N B

A R

G E C

H C

U T -1

S T

A C

A N B

A R

G E C

H C

U T -1

S T

A C

A N B

A R

G E C

H C

U T -1

S T

A C

A N B

A R

G E C

H C

U T -1

G M

LABEL

MAP

G"15"

M C

C F

A N

A V

E R

A L

A R

B O

R .D

G N

-1

-V

-S O

U N

A C

-W T

B -C

B C

.D G

-1

-V

-N A

V .D

G N

G"19"

W E

P -X

X -X

-X X

X X

D e s c ri p ti o n

10 9 8 7 6 5 4 3 2 1

10 9 8 7 6 5 3 2 1

US Army Corps of Engineers

Jacksonville District

DEPENDS ON YOU

SAFETY ON THIS JOB

Drawing no.

AS SHOWNScale:

SHEET OF

F il e n a m e

D a te d

In v

N o

D W

N b y

D e s ig n e d b y

C k d b y

K S

O N

L E

L O

J A

C K

S O

N V

E D

C O

R P

S O

F E

N G

E R

D E

P A

R T

M E

N T

O F

T H

E A

R M

Y R e fe re n c e f il e s

N o

S y m b o l

Z o n e

J U

-1

-G

-B S

-B R

D R

.D G

B R

E V

A R

D C

O U

N T

F L

O R

C A

N A

V E

R A

L H

A R

B O

R B

A R

G E

C A

N A

O O

T P

R O

J E

C T

H Y

D R

O G

R A

P H

X A

M S

U R

V E

Y F

S O

-F

O O

T P

R O J E

C T

S O

-F

O O

T P

R O J E

C T

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File details come from the government source that posted it. Updated Jan 13, 2025.