888-B170-02r1 Dry Docking Calculations (1).pdf
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- Attached to
- CELRE Three Deck Barges Federal contract opportunity
- Solicitation number
- W912BU-24-B-0019
About this file
This document contains dry docking calculations for a set of three welded steel barges described in a federal contract opportunity. The calculations cover the weights, dimensions, blocking plans, and structural analysis for the barges. The related federal contract opportunity is for the fabrication and delivery of the three barges to support the civil works maintenance and repair mission of the U.S. Army Corps of Engineers Detroit District. The barges are specified to have a length of 150 feet, beam of 38 feet, and molded depth of 10 feet 4 inches. The contractor will be required to provide bid, payment, and performance bonds. The solicitation includes a deadline for submission of requests for information by June 21, 2024. The document provides detailed technical information in support of the federal contract opportunity.
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REV ZONE DRAWN CHKD
0 ‐ JLF JSS
1 ‐ JLF JSS
GENERAL NOTES
NO.
SIZE REV
A 1
DATE: SCALE: SHEET 1 OF 4
DESCRIPTION DWG NO. REV.
REVISION HISTORY
DESCRIPTION DATE
INITIAL RELEASE 3‐Feb‐23
1. CALCULATIONS REVISED PER MDC LETTER DATED
22MAY23
25‐Aug‐23
WEIGHT ESTIMATE 888‐B115‐01 1
‐Block loads calculated using the moment area method from Heger Dry Dock
‐Side blocking per SFLC Standard Specification 8634
DRY DOCKING PLAN 888‐B170‐01 1
DRAWN BY: CHECKED BY: 150'‐0" X 38'‐0" X 10'‐0"
JLF JSS
REFERENCES
THE SHEARER GROUP, INC.
3118 HARRISBURG BLVD, SUITE 100
HOUSTON, TX 77003
TEL: (281) 532‐2080 ~ FAX (281) 326‐1615
www.shearer‐group.com
CELRE DECK BARGES
DATE: TSGI PROJ #:
DRY DOCKING CALCULATIONS03FEB23 0430‐001
USACE ‐ MARINE DESIGN CENTER
NTS
APP'D BY: PROJECT NO. DWG. NO.
3383 888‐B170‐02
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PROJECT: 3383 Rev: 1 By: JLF
CALC: Date: 25‐Aug‐23 Checked: JSS
408.2 LT
74.5 ft, (from bow)
0.08 ft, (from LS LCG)
74.58 ft, (from bow)
3P1 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 4.55 34.09
3C1 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 4.55 34.09
3S1 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 4.55 34.09
8P1 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 4.54 34.05
8C1 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 4.54 34.05
8S1 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 4.54 34.05
15P1 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 4.53 33.99
15C1 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 4.53 33.99
15S1 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 4.53 33.99
22P1 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 4.52 33.94
22C1 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 4.52 33.94
22S1 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 4.52 33.94
Totals 12,960.00 966,600.00 4.17E+09 408.2
Maximum Block Pressure = 4.55 LT/ft
70.70 psi
Max Allowable Block Pressure = 300.00 psi **Compressive stress of Yellow Pine w/ loading perpendicular to grain
SF: 4.24
*Note typical block is shown in Ref #1
Seismic Moment (Ms): Hurricane Moment (Mh):
‐where‐ Δ = 408.2 (LT), vessel displacement ‐where‐ Asail= 1,838.65 (ft ), sail area g= 32.17 (ft/s ), gravitational acceleration Sailht= 6.45 (ft) a= 6.434 (ft/s ), 0.2*g V= 110 (kts), wind velocity
KG 6.3 (ft), vessel VCG
Ms = 1,150,640.69 ft‐lbs Mh= 574,306.20 ft‐lbs
Number of Side Blocks (Ns): Ns= 2*N1 ‐where‐ and
Mmax= 1,150,640.69 (ft‐lbs), Ms/h max side moment
As= 1,080.00 (in ), effective contact area for one side block, (use smallest block)
Sp= 700.00 (psi), strength proportional limit of yellow pine cap timber
L2= 1.50 (ft), average half breadth for side blocks)
N2= 1.01
DL= 30.62 (LT), dead load on one set of blocks (Δ*.075)
N1= 1.11
Ns_req= 2.21 required # of side blocks to resist DL and seismic or hurricane forces
Ns= 8.00 actual # of side blocks from blocking plan
SF= 3.62
‐where‐ Nk= 4 number of keel blocks (from docking plan)
Ak= 1,080.00 (in ), effective contact area for one keel block
Ns= 8.00 number of side blocks (from docking plan)
As= 1,080.00 (in ), effective contact area for side block
Bearing Area= 12,960.00 (in
Distributed Load = 70.55 (psi)
Permissible Stress= 300.00 (psi), Yellow pine loaded perpendicular to grain
SF= 4.25
10 ft 10 ft
20 ft 20 ft
8.75 ft 13.75 ft
USACE ‐ MARINE DESIGN CENTER
DRY DOCKING CALCULATIONS: Blocking Plan A
Block Pressure, P
W/AT + W*e*c/I, (LT/ft
Block Load
P * A (LT)
A * D
(in ‐ft)
Distance to Center of Area d = C ‐ D, (ft)
Vessel Displacement, W =
Vessel LCG =
Eccentricity, e =
Block Center of Area, C =∑ (A*D) / ∑(A)
Blocking Plan A
Block No.
Block Length
(in)
Block Width
(in)
Maximum Safe Overhang:
Actual Fwd Overhang:
Depth at Aft Block:
Maximum Safe Overhang:
Actual Aft Overhang:
Depth at FWD Block:
Overhang Range SFLC A2.7.1.7
Area
A = L * W, (in
Distance from Bow
D (ft)
Side Loading SFLC A2.7.1.3
Bearing Area SFLC A2.7.1.4
MOI, I
b*h / 12+A*d
, (in
(WRT block group centroid)
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408.2 LT
74.5 ft, (from bow)
0.08 ft, (from LS LCG)
74.58 ft, (from bow)
3P1 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 3.41 25.57
3P2 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 3.41 25.57
3S1 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 3.41 25.57
3S2 30.00 36.00 1,080.00 15.00 16,200.00 59.58 5.52E+08 3.41 25.57
8P1 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 3.40 25.54
8P2 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 3.40 25.54
8S1 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 3.40 25.54
8S2 30.00 36.00 1,080.00 48.33 52,200.00 26.25 1.07E+08 3.40 25.54
15P1 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 3.40 25.49
15P2 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 3.40 25.49
15S1 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 3.40 25.49
15S2 30.00 36.00 1,080.00 95.00 102,600.00 ‐20.42 6.49E+07 3.40 25.49
22P1 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 3.39 25.45
22P2 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 3.39 25.45
22S1 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 3.39 25.45
22S2 30.00 36.00 1,080.00 140.00 151,200.00 ‐65.42 6.66E+08 3.39 25.45
Totals 17,280.00 1,288,800.00 5.56E+09 408.20
Maximum Block Pressure = 3.41 LT/ft
53.03 psi
Max Allowable Block Pressure = 300.00 psi **Compressive stress of Yellow Pine w/ loading perpendicular to grain
SF: 5.66
*Note typical block is shown in Ref #1
Seismic Moment (Ms): Hurricane Moment (Mh):
‐where‐ Δ = 408.2 (LT), vessel displacement ‐where‐ Asail= 1,838.65 (ft ), sail area g= 32.17 (ft/s ), gravitational acceleration Sailht= 6.45 (ft) a= 6.434 (ft/s ), 0.2*g V= 110 (kts), wind velocity
KG 6.3 (ft), vessel VCG
Ms = 1,150,640.69 ft‐lbs Mh= 574,306.20 ft‐lbs
Number of Side Blocks (Ns): Ns= 2*N1 ‐where‐ and
Mmax= 1,150,640.69 (ft‐lbs), Ms/h max side moment
As= 1,080.00 (in ), effective contact area for one side block, (use min if different block sizes)
Sp= 700.00 (psi), strength proportional limit of yellow pine cap timber
L2= 1.50 (ft), average half breadth for side blocks)
N2= 1.01
DL= 30.62 (LT), dead load on one set of blocks (Δ*.075)
N1= 1.11
Ns_req= 2.21 required # of side blocks to resist DL and seismic or hurricane forces
Ns= 16.00 actual # of side blocks from blocking plan
SF= 7.24
‐where‐ Nk= 0 number of keel blocks (from docking plan)
Ak= 1,080.00 (in ), effective contact area for one keel block
Ns= 16.00 number of side blocks (from docking plan)
As= 1,080.00 (in ), effective contact area for side block
Bearing Area= 17,280.00 (in
Distributed Load = 52.91 (psi)
Permissible Stress= 300.00 (psi), Yellow pine loaded perpendicular to grain
SF= 5.67
10 ft 10 ft
20 ft 20 ft
8.75 ft 13.75 ft
DRY DOCKING CALCULATIONS: Blocking Plan B
USACE ‐ MARINE DESIGN CENTER
Side Loading SFLC A2.7.1.3
Bearing Area SFLC A2.7.1.4
Maximum Safe Overhang: Maximum Safe Overhang:
Blocking Plan B
Vessel Displacement, W =
Vessel LCG =
Eccentricity, e =
Block Center of Area, C =∑ (A*D) / ∑(A)
Actual Aft Overhang: Actual Fwd Overhang:
Block Load
P * A (LT)
Depth at Aft Block: Depth at FWD Block:
Overhang Range SFLC A2.7.1.7
Block No.
Block Length
(in)
Block Width
(in)
Area
A = L * W, (in
Distance from Bow
D (ft)
A * D
(in ‐ft)
Distance to Center of Area d = C ‐ D, (ft)
MOI, I
b*h / 12+A*d
, (in
(WRT block group centroid)
Block Pressure, P
W/AT + W*e*c/I, (LT/ft
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Bulkhead Plate Buckling Calculations
REF: FORMULAS FOR STRESS AND STRAIN, 7TH ED., BY ROARK AND BUDYNAS, MCGRAW‐HILL, P.730
Plate Panel Aspect Ratio:
a = 10.33 ft b = 2.00 ft a/b = 5.17
Elastic Plate Critical Buckling Stress (All Sides Simply Supported):
K = 3.29
E = 29,000.00 KSI Steel Elastic Modulus ν = 0.30 Steel Poisson's Ratio t = 0.38 in Plate Thickness ‐ Minimum BHD thickness used for conservative calculation b = 24.00 in Small Loaded Edge of Plate σ'= 25.60 KSI Crtical buckling stress
34.09 LT For conservative calculation, the maximum load from all blocks is used
76.36 kips fa = P/(bt) = 8.48 KSI Actual compressive panel stress
SF = σ'/fa = 3.02 Calculated safety factor
USACE ‐ MARINE DESIGN CENTER
DRY DOCKING CALCULATIONS: Buckling
For a conservative calculation, a vertical span of a typical transverse bulkhead was analyzed, as the transverse bulkheads receive the vertical compressive force of the keel blocks. The longest vertical span (10'‐4") was utilized with the breadth of 2' between stiffeners.
P =
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