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GTSQ3x3-0313 SERIESHSS SQUARE TUBE HELICAL PILES120 kip Ult. Compressive Capacity from Torque
(1)(2)(3)
STEEL SPECIFICATIONSShaft (ASTM A500 Grade C) HSS 3" x 3" x 5/16" wall
Fy = 50 ksi min., Fu = 62 ksi min.
Cross-Sectional Area, A 2.94 in2
Moment of Inertia, I 3.45 in4
Section Modulus, S 2.30 in3
Circumferance, c 12.0 in
Radius of Gyration, r 1.08 in
Coupling (ASTM A500 Grade B) HSS 4" x 4" x 3/8" wall x 7" long
Fy = 50 ksi min., Fu = 62 ksi min.
Connecting Bolt (Zinc coated per ASTM B633 or B695)Ø1"-8 UNC x 5" long per SAE J429 Gr 8, ASTM 354 Gr BD, A490 Type 1
Fy = 130 ksi min., Fu = 150 ksi min.
Nuts (Zinc coated per ASTM B633 or B695) per SAE J995 Gr 8, ASTM A563 Gr DH, ASTM A194 Gr 2H
Helices (ASTM A36) Thickness - 0.375" and 0.50"; 8", 10", 12", 14" Diam
Fy = 36 ksi min., Fu = 58 ksi min.
Corrosion Protection Hot-Dip Galvanized per ASTM A123
COMPRESSION AND TENSION CAPACITIES (3)
MINIMUM 50 YEAR DESIGN LIFE
Ultimate Capacity-to-Torque Ratio, Kt 10 ft-1
Recommended Torsional Strength, T 12,000 ft-lbs
Ultimate Mechanical Capacity Compression 160 kips, Tension 80 kips (1)
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Ultimate Mechanical Capacity Compression 160 kips, Tension 80 kips (1)
Compression and Tension
Allowable Mechanical Capacity Compression 80 kips, Tension 40 kips (1)(2)
Compression and Tension
Allowable Shear Capacity 25 kips
Allowable Bending Capacity 5 ft-kips
Ultimate Capacity - By Torque Compression 120 kips, Tension 70 kips (1)
Compression and Tension
Allowable Capacity - By Torque Compression 60 kips, Tension 35 kips (1)(2)
Compression and Tension
HELIX DIAMETERS (in) NET HELIX AREA and ULTIMATE HELIX MECHANICAL CAPACITY
8 0.25 ft2, 70 kips
10 0.45 ft2, 70 kips
12 0.70 ft2, 70 kips
14 0.95 ft2, 56 kips
(1) Load test may be required to verifty actual geotechnical capacities. A factor of safety greater than 2 may be necessary to
meet project settlement and deflection tolerances. Settlements and deflections are estimated to be less than 1/2 inch for helical
piles designed using the above allowable capacities. The actual capacity of the pile should take in account the bracket,
eccentricity of the load, unbraced length of the pile (above and below ground) and soil strength conditions along the entire shaft
length.
(3) The above capacities represent Helical Piles supporting a fully braced foundation in stiff soils. Estimated minimum 50 year
design capacities for galvanized material.
(2) Minimum factor of safety of 2 is recommended
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GTSQS150 SERIESRCS HELICAL TIEBACK ASSEMBLIES25 kip Maximum Allowable Tensile Capacity
(1)(2)(3)
STEEL SPECIFICATIONS1.5" RCS Thread Adaptor Shaft (ANSI 1530) 1.50" RCS Shaft Upset Coupler: 2.5" x 2.5" x 0.453 wall (approximately 11.5" in length)
Fy = 50 ksi min., Fu = 62 ksi min.
Wall Plates (embossed for added strength) Hot Rolled Steel per AISI C1008-C1020, ASTM A1011
(Small 11" x 18" x 0.1345"; Large (12.5" x 28" x 0.18") Fy = 36 ksi min., Fu = 46 ksi min.
All-Thread Rods (ASTM A449) Ø1"-8 UNC x 4' long per ASTM A449
Fy = 92 ksi min., Fu = 120 ksi min.
Bolts (Zinc coated per ASTM B633 or B695) Ø1"-8 UNC per ASTM A490, SAE J429 Gr 8, ASTM 354 Gr BD
Fy = 130 ksi min., Fu = 150 ksi min.
Nuts (Zinc coated per ASTM B633 or B695) per SAE J995 Grade 8 per ASTM A194 Grade 2H, ASTM A563 Grade DH
Corrosion Protection Hot-Dip Galvanized per ASTM A123 and ASTM A153
TENSION CAPACITY (1)(2)(3)
MINIMUM 50 YEAR DESIGN LIFE
Ultimate Mechanical Tension Capacity 50 kips (1)
Allowable Tension Capacity 25 kips (1)(2)
(1) Proof loading or load tests may be required to verifty actual geotechnical capacities of the tieback system. A factor of safety greater than 2 may be
necessary to meet project deflection tolerances. Deflections are estimated to be less than 1/2 inch for helical anchors designed using the above allowable
capacities. The actual capacity of the anchor should take in account the wall strength and soil strength conditions.
(2) Minimum factor of safety of 2 is recommended
(3) Estimated minimum 50 year design capacities for galvanized material.
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