Mast Storage Rack NNSY Sean Ellis, Philip Crist, Max Carpenter, Gershom Obeng.

Mast Storage RackNNSY

Sean Ellis, Philip Crist,Max Carpenter, Gershom Obeng

The Problem• Submarine masts are stored horizontally

• Damage to O-rings• Uses excessive floor space• Inefficient process flow

• Masts are failing upon reinstallation

• Seals losing tolerances• Leak hydraulic fluid

The Solution

• Design a rack to store mast vertically

• Relieves pressure on O-rings

• Small footprint

• Better location

Mast Dimensions• Snorkel• 688 CLASS: 5” – D; 12’ 4” – L; 800-1000 Ibs• 726 CLASS: 12” – D; 14’ 6.5” – L; 3000 Ibs

• Periscope• LIFTING: 2.5” – D; 16’ 7” – L• FAING: 5.25” – D; 11’ 8” – L

• Radar• 2.5” – D; 5.375’ – L

Requirements• Hold numerous masts• Set of 8 per submarine

• Accommodate various mast diameters• 3”-12” Diameters

• Adjustable clamps to secure masts

• Strong • Weight: 1,000 – 3,000 Ibs per mast• 10,000 Ibs Total

Design

Base

Vertical Truss

Clamp

Base Design• I-beams bolted to floor

supporting sheet metal base plate

• Drain pan for residual oils

• I-beams located directly under masts

• Considered all joints welded

• Simple hand calculations• Static, point forces• Compressive stresses

Base Calculations

Nominal Size in Inches

Stress (PSI)

Safety Factor

Stress (PSI)

Safety Factor

Stress (PSI)

Safety Factor

x 8 111.3264 449.1296 333.97932 149.7098667 667.95865 74.8549333398.40745 508.0916 295.22236 169.3638667 590.44472 84.6819333386.07451 580.8921 258.22352 193.6307 516.44703 96.8153571.54564 698.8546 214.63692 232.9515333 429.27384 116.475766759.08387 846.2546 177.25162 282.0848667 354.50324 141.042433351.11013 978.2796 153.3304 326.0932 306.6608 163.0466

6 x 6 228.6812 218.645 686.04359 72.88166667 1372.0872 36.44083333171.6019 291.372 514.80582 97.124 1029.6116 48.562137.1456 364.576 411.43685 121.5253333 822.87369 60.76266667

6000 LBS3000 LBS1000 LBS

Table 1 : Beam Calculations

Vertical Truss Design

• I-beams welded to base, steel angles for bracing

• Analyzed rack as if mast were tilted 5°

• Clamp attaches to I-beams• Adjustable vertically

• PATRAN/NASTRAN FEA model• Accurate stress/deflection

results*Single section

Truss Calculations

Nominal Size in Inches

Cross Section Area (in^2)

Stress (PSI)

Safety Factor

Deflection (in)

Stress (PSI)

Safety Factor

Deflection (in)

Stress (PSI)

Safety Factor

Deflection (in)

4 x 4 3.9998 259.7 138.621486 0.1 1230 29.268293 0.307 4868 7.39523418 0.522

Stress (PSI)

Safety Factor

Deflection (in)

Stress (PSI)

Safety Factor

Deflection (in)

Stress (PSI)

Safety Factor

Deflection (in)

821.7 43.8116101 0.204 4868 7.3952342 0.611 9736 3.69761709 1.04

3000 LBS 6000 LBS

5 DEGREE TILT1000 LBS 3000 LBS 6000 LBS

10 DEGREE TILT

1000 LBS

Technical Drawing

Clamp Design• Modular design to allow

for easy replacement

• Adjustable along height of rack

• “U-brackets” to attach on face of rack

• Standard hardware items

• Hand calculations for bolt strength

Clamp Calculations5 DEGREE TILT

1000 IBS 3000 IBS

Steel

Yield Strength

Stress (PSI)

Safety Factor

Stress (PSI)

Safety Factor

3/4 10-UNC A36 36,000 752.06 47.869 758 47.4934037A995 50,000 752.06 66.448406 758 65.96306

1/2 13-UNC A36 36,000 1768 20.358 1781 20.2133633A995 50,000 1768 28.054 1781 28.07412

10 DEGREE TILT1000 IBS 3000 IBS

Steel

Yield Strength

Stress (PSI)

Safety Factor

Stress (PSI)

Safety Factor

3/4 10-UNC A36 36,000 755 47.68211921 768.3 46.8566966A995 50,000 755 65.07875 768.3 65.07875

1/2 13-UNC A36 36,000 1775 20.28169014 1801 19.9888951A995 50,000 1775 27.76235 1801 27.76235

Max Load Test Clamp

5 DEGREE TILT 10 DEGREE TILT

Minimum Conditions tested at max load 6000 LBS 6000 LBS

Stress (PSI) Safety Factor

Stress (PSI) 4

Safety Factor5

3/8 10-UNC A3636,000 27590 1.30482 27630 1.30293

A995/A572-5050,000 38300 1.30548 38340 1.30412

Technical Drawings

Cost Analysis (Welded)

Welded Method Estimated Costs

Material Dimensions Quantity Hours Required 24

Steel Angle 2"x2"x64" 4 # of Workers 1

2"x2"x24" 10 Total Weight (lbs) 4010

I-Beam (A36) 8"x8"x4' 7 Steel Cost per lb $0.65

4"x4"x10' 8 Welding Inches 1155.8

4"x4"x15' 2 Cost per Foot $2.44

Steel Plate (A36) 4'x x0.5" 1 Fasteners Per Bolt

Sheet Metal (A36) 6"x0.1"x15' 2 1/2"-13x4" $1.76

Fasteners 1/2"-13x4" 20 3/4"-10x6" $5.33

3/4"-10x6" 40 3/4"-10x8" $8.24

3/4"-10x8" 40 Raw Steel $0.65 per lb

Raw Steel for Clamp 24"x1.5"x0.5" 9 24"x1.5"x0.5" 15 lbs

7.5"x7.5"x1.5" 9 7.5"x7.5"x1.5" 30 lbs

Total Estimated Cost $3,682.76

Cost Analysis (Bolted)

Bolted Method Estimated Costs

Material Dimensions Quantity Hours Required 24

Steel Angle 2"x2"x64" 4 # of Workers 1

2"x2"x24" 10 Total Weight (lbs) 4010

I-Beam (A36) 8"x8"x4' 7 Steel Cost per lb $0.65

4"x4"x10' 8 Welding Inches 672

4"x4"x15' 2 Cost per Foot $2.44

Steel Plate (A36) 4'x x0.5" 1 Fasteners Per Bolt

Sheet Metal (A36) 6"x0.1"x15' 2 1/2"-13x2" $1.06

Fasteners 1/2"-13x2" 160 1/2"-13x4" $1.76

1/2"-13x4" 20 3/4"-10x6" $5.33

3/4"-10x6" 40 3/4"-10x8" $8.24

3/4"-10x8" 40 Raw Steel $0.65 per lb

Raw Steel for Clamp 24"x1.5"x0.5" 9 24"x1.5"x0.5" 15 lbs

7.5"x7.5"x1.5" 9 7.5"x7.5"x1.5" 30 lbs

Total Estimated Cost $3,753.99

Gantt Chart

Questions?