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Icc-es Evaluation Report

www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council®

DIVISION: 31 00 00–EARTHWORK
Section: 31 63 00–Bored Piles

REPORT HOLDER:

GREGORY ENTERPRISES, INC.
13655 COUNTY ROAD 1570
ADA, OKLAHOMA 74820
(580) 332-9980

ADDITIONAL LISTEE:

RAM JACK MANUFACTURING, LLC
13655 COUNTY ROAD 1570
ADA, OKLAHOMA 74820

EVALUATION SUBJECT:

RAM JACK® FOUNDATION SYSTEMS

1.0 EVALUATION SCOPE

Compliance with the following codes:
2012, 2009, and 2006 International Building Code (IBC)
Properties Evaluated:
Structural and Geotechnical

2.0 USES

Ram Jack® Foundation Systems include a helical pile system and a hydraulically driven steel piling system. The helical pile system is used to transfer compressive, tension, and lateral loads from a new or existing structure to soil bearing strata suitable for the applied loads. The hydraulically driven steel piling system is used to transfer compressive loads from existing foundations to load-bearing soil strata that are adequate to support the downward-applied compression loads. Brackets are used to transfer the loads from the building foundation to the helical pile system or the hydraulically driven steel piling system.

3.0 DESCRIPTION

3.1 General:

The Ram Jack® Foundation Systems consist of either helical piles or hydraulically driven steel pilings connected to brackets that are in contact and connected with the load-bearing foundation of a structure.

3.2 System Components:

3.2.1 Helical Pile System—Lead Shafts With Helical Plates and Extensions: The lead shafts consist of either 27⁄8– or 3½-inch-outside-diameter (73 or 89 mm) steel pipe having a nominal shaft thickness of 0.217 or 0.254 inch, respectively. Helical-shaped discs, welded to the pipe, advance the helical piles into the soil when the pile is rotated. The helical discs (plates) are 8, 10, 12, or 14 inches (203, 254, 305, or 356 mm) in diameter, and are cut from 3⁄8-inch or ½-inch-thick (9.5 or 12.7 mm) steel plate. The helical plates are pressed, using a hydraulic press and die, to achieve a 3-inch (76 mm) pitch, and are then shop-welded to the helical lead shaft. Figure 1 illustrates a typical helical pile. The extensions have shafts similar to the lead sections, except without the helical plates. The helical pile lead sections and extensions are connected together by using an internal threaded pin and box system that consists of a box shop-welded into the trailing end of the helical lead or extension sections. Each extension consists of a threaded pin and box on opposing ends. Figure 2 illustrates the helical pin and box connections. The lead shafts and extensions are coated with a polyethylene copolymer coating complying with the ICC-ES Acceptance Criteria for Corrosion Protection of Steel Foundation Systems Using Polymer (EAA) Coatings (AC228), and having a minimum coating thickness of 18 mils (0.46 mm) as described in the approved quality documentation.
3.2.2 Hydraulically Driven Pile System—Pilings, Connectors, Starter, and Guide Sleeve: The pilings consist of 27⁄8-inch-outside-diameter (73 mm) pipe having a nominal shaft thickness of 0.217 inch, in either 3-, 5-, or 7-foot-long (914, 1524, or 2134 mm) sections. Connectors used to connect the pilings together are 12-inch-long (305 mm), 23⁄8-inch-outside-diameter (60.3 mm) pipe having a nominal shaft thickness of 0.19 inch, shop crimped and inserted in one end of the piling section so that approximately 6 inches of the connector extends out of one end of the piling section. During installation, the subsequent piling section slides over the connector of the previous piling section. Figure 3 illustrates a typical piling used in conjunction with a bracket. The starter consists of a 27⁄8-inch-diameter (73 mm) steel pipe having a nominal shaft thickness of 0.217 inch, and a 23⁄8-inch-outside-diameter (60.3 mm) pipe having a nominal shaft thickness of 0.19-inch, which is shop crimped and inserted in one end of the piling section so that approximately 6 inches of the connector extends out of one end of the piling section. A 23⁄8-inch-diameter-by-1⁄8-inch-thick (3.2 mm) by 60.3 mm) ASTM A36 steel soil plug is shop-welded inside the 27⁄8-inch (73 mm) starter section against the 23⁄8-inch (60.3 mm) connector. The starter section is jobsite-installed into the end of the initial piling and leads the piling in order to expand the soil away from the piling with a 3½-inch-outside-diameter (89 mm) steel ring having a nominal wall thickness of 0.254 inch, shop-welded to the starter section 1 inch (25.4 mm) from the bottom edge to reduce skin friction. Figure 4 illustrates a typical starter joint. A steel pipe guide sleeve, shown in Figure 3, is used to laterally strengthen the driven pile. The starter, guide sleeve, and pilings are coated with polymer coating complying with AC228 and having a minimum coating thickness of 18 mils (0.46 mm), as described in the approved quality documentation.
3.2.3 Brackets: Brackets are constructed from steel plate and steel pipe components, whih are factory-welded together. The different brackets are described in Sections 3.2.3.1 through 3.2.3.7. All brackets are coated with polymer coating complying with AC228 and having a minimum thickness of 18 mils (0.46 mm), as described in the approved quality documentation.
3.2.3.1 Support Bracket #4021.1: This bracket is used to support existing concrete foundations supporting axial compressive loading. The bracket is constructed of a 3⁄<sub8-inch-thick (9.5 mm) steel plate bent to a 90-degree angle seat measuring 10 inches (254 mm) wide by 9 inches (229 mm) long on the horizontal leg and 7 inches (178 mm) on the vertical leg. The seat is factory-welded to a 4½-inch-outside-diameter (114 mm) steel bracket sleeve having a nominal wall thickness of 0.438 inch. The external guide sleeve, a 3½-inch-outside-diameter (89 mm) steel pipe having a nominal wall thickness of 0.254 inch, is inserted through the bracket sleeve. The 27⁄8-inch-outside-diameter (73 mm) pile is inserted through the external guide sleeve. Once the 27⁄8-inch-outside-diameter (73 mm) pile shaft has been installed throughthe external guide sleeve, the pile is cut approximately 6 inches above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed into the matching nuts which are factory-welded to each side of the bracket sleeve. A 3⁄4-inch-thick (19 mm) support strap measuring 5 inches (127 mm) long by 2 inches (51 mm) in width is then placed over the all-thread bolts and centered on top of the pile. The support strap is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed down on the all-threads. This bracket can be used with both the helical and driven pile systems. Figure 5 shows additional details.
3.2.3.2 Support Bracket #4021.55: The bracket is similar to the 4021.1 bracket but is designed to support larger axial compressive loads from existing structures. The bracket is constructed of a 3⁄8-inch-thick (9.5 mm) steel plate bent to a 90-degree angle seat measuring 10 inches (254 mm) wide by 9 inches (229 mm) long on the horizontal leg and 7 inches (178 mm) on the vertical leg. The seat is factory-welded to a 5½-inch-outside-diameter (140 mm) steel bracket sleeve having a nominal wall thickness of 0.375 inch. The external sleeve, a 4½-inch-outside-diameter (114 mm) steel pipe having a nominal wall thickness of 0.437 inch, is inserted through the bracket sleeve. A 3½-inch-outside-diameter (89 mm) pile is inserted through the external guide sleeve. Once the 3½-inch-outside-diameter (89 mm) pile shaft has been installed through the external guide sleeve, the pile is cut approximately 6 inches (152 mm) above the bracket. Two 1¼-inch-diameter (32 mm) all-thread bolts are installed into the matching hex nuts which are shop-welded to each side of the bracket sleeve. A 2¼-inch-square-bar support strap is then placed over the all-thread bolts and centered on top of the pile. The support strap is then attached to the bracket with two 1¼-inch (32 mm) hex nuts screwed down on the all-threads. Figure 5 shows additional details.
3.2.3.3 Support Bracket #4038.1: This bracket is similar to the 4021.1 bracket but is designed for lighter loads and is only used with the helical pile system on existing structures to support axial compressive loads. The bracket is constructed of a 3⁄8-inch-thick (9.5 mm) steel plate to a 90-degree angle seat measuring 10 inches wide (254 mm) by 9 inches (229 mm) long on the horizontal leg and 7 inches (178 mm) long on the vertical leg. The seat is welded to a 3½-inch-outside-diameter (89 mm) steel bracket sleeve. The 27⁄8-inch-outside-diameter (73 mm) pile is inserted through the bracket sleeve. Once the 27⁄8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed in matching nuts which are factory-welded to each side of the bracket sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over the all-thread bolts and centered on top of the pile. The support strap is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed down on the all-threads. Figure 6 shows additional details.
3.2.3.4 Support Bracket #4039.1: This is a low-profile bracket used to underpin existing structures to support axial compressive loads where the bottom of the footing is approximately 6 inches to 10 inches below grade. The bracket is constructed of a 3⁄8-inch-thick (9.5 mm) steel plate measuring 10 inches (254 mm) wide by 6.75 inches (172 mm) long, factory-welded to a 4½-inch-outside-diameter (114 mm) steel bracket sleeve. The external guide sleeve, a 3½-inch-outside-diameter (89 mm) steel pipe, is inserted through the bracket sleeve. The 27⁄8-inch-outside-diameter (73 mm) pile is inserted through the external guide sleeve. Once the 27⁄8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed in matching hex nuts which are factory-welded to each side of the bracket sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over the all-thread bolts and centered on top of the pile. The support strap is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed down on the all-threads. This bracket can be used with both the helical and driven pile systems. Figure 7 shows additional details.
3.2.3.5 Slab Bracket #4093: This bracket is used to underpin and raise existing concrete floor slabs to support axial compressive loading. The slab bracket consists of two 20-inch-long (508 mm) steel channels (long channels) spaced 3½ inches (89 mm) apart, with two sets of 6-inch-long (152 mm) channels (short channels) welded flange-to-flange (face-to-face) and then factory-welded to the top side of each end of the long channels. One-quarter-inch-thick-by-4-inch-by-5-inch (6 mm by 102 mm by 127 mm) steel plates are factory-welded on the bottom on each end of the long channels. The bracket sleeve is 3½-inch-outisde-diameter (73 mm) steel tube factory-welded to and centered between the two long channels. Two 1-inch-diameter 925 mm) coupling hex nuts are factory-welded to the long channels on each side of the bracket sleeve. Once the 27⁄8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches above the bracket. Two 1-inch-diameter (25 mm) all-thread bolts are installed in matching hex nuts which are factory-welded to each side of the bracket sleeve. A 3⁄4-inch-thick (19 mm) support strap is then placed over the all-thread bolts and centered on top of the pile. The support strap is then attached to the bracket with two 1-inch (25 mm) hex nuts screwed down on the all-threads. This bracket is only used with the helical pile system. Figure 8 contains additional details.
3.2.3.6 New Construction Brackets #4075.1, #4076.1 and #4079.1 : These brackets are used with the helical pile system in new construction where the steel bearing plate of the bracket is cast into the new concrete grade beam, footing or pile cap concrete foundations. The brackets can transfer compression, tension and lateral loads between the pile and the concrete foundation. The 4075.1 has a 5⁄8-inch-thick-by-4-inch-wide-by-8-inch-long (15.9 mm by 102 by 203 mm) bearing plate with two predrilled holes. The 4076.1 has a 1-inch-thick-by-9-inch-wide-by-9-inch-long (25 mm by 229 mm by 229 mm) bearing plate with four predrilled holes. The 4079.1 has a 5⁄8-inch-thick-by-8-inch-wide-by-8-inch-long (16 mm by 203 by 203 mm) bearing plate with four predrilled holes. The 4075.1 and 4079.1 bracket steel bearing plates are factory-welded to a 3½-inch-outside-diameter (89 mm) steel sleeve with a predrilled 13⁄16-inch-diameter (20.6 mm) hole. The 4076.1 bracket steel bearing plate is factory-welded to a 27⁄8-inch-outside-diameter (73 mm) steel sleeve predrilled 13⁄16-inch-diameter (20.6 mm) holes. The 4075.1 and 4079.1 brackets are used with the 27⁄8-inch-diameter helical piles. The 4076.1 bracket is used with the 3.5-inch-diameter helical piles. The bracket is embedded into the foundation unit to provide the effective cover depth and to transfer the tensile and compressive forces between steal bearing late and surrounding concrete. The bracket is attached to the pile shaft with either one or two 3⁄4-inch-diameter (19.1 mm) through-bolts, as shown in Table 3B of this report, to complete the transfer of tension forces to the pile shaft. Figure 9 contains additional details.
3.2.3.7 #4550.2875.1 Tieback Bracket Assembly: This assembly is used with a helical pile and is only designed for tension loads. The assembly consists of two major components, a tieback connection with rod and a tieback plate. The tieback connection is a 23⁄8-inch-diameter (60 mm) steel sleeve with two predrilled holes to accept through-bolts for the connection to the helical pile pipe. One end of the steel sleeve has a 1½-inch-diameter (38 mm) all-thread rod that extends through the wall being supported. The tieback plate is an 8-inch-deeo (203 mm) channel with a stiffening plate with a 17⁄8-inch-diameter (48 mm)hole in its center. The assembly is secured was a 1½-inch-by-½-inch (38 by 12.7 mm) wedge washer and nut. Figure 10 shows additional details.

3.3 Material Specifications:

3.3.1 Helix Plates: The carbon steel plates conform to ASTM A36, except they have a minimum yield strength of 50,000 psi (345 MPa) and a minimum tensile strength of 70,000 psi (483 MPa).
3.3.2 Helical Pile Lead Shafts and Extensions: The lead shafts and extensions are carbon steel round tubes that conform to ASTM A500, Grade C, except they have a minimum yield strength of 65,000 psi (448 MPa) and a minimum tensile strength of 80,000 psi (552 MPa).
3.3.3 Piling Sections: The piling sections, connectors, starters and guide sleeves are carbon steel round tube conforming to ASTM A500, Grade C, except they have a minimum yield strength of 65,000 psi (448 MPa) and a minimum tensile strength of 80,000 psi (552 MPa).
3.3.4 Brackets:
3.3.4.1 Plates: The 3⁄8-inch- and ½-inch-thick (10 and 12.7 mm) steel plates used in the brackets conform to ASTM A36, but have a minimum yield strength of 50,000 psi (345 MPa) and a minimum tensile strength of 70,000 psi (483 MPa). The ¼-inch- and 5⁄8-inch-thick (6.4 and 15.9 mm) steel plates used in the brackets conform to ASTM A36, having a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 60,000 psi (413 MPa).
3.3.4.2 Channels: The steel channel used in the brackets conforms to ASTM A36, having a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 60,000 psi (413 MPa).
3.3.5 Sleeves: The carbon steel round tube used in the bracket assembly as a sleeve conforms to ASTM A500, Grade C, except it has a minimum yield strength of 65,000 psi (448 MPa) and a minimum tensile strength of 80,000 psi (552 MPa).
Threaded Rods, Bolts and Nuts:
3.3.6.1 Helical Piles: The threaded pin and box used in connecting the 27⁄8-inch-diameter (73 mm) helical lead shafts and extensions together conform to ASTM A322, Grade 4140, having a minimum yield strength of 95,000 psi (655 MPa) and a minimum tensilre strength of 148,000 psi (1020 MPa). The threaded pin and box used in connecting the 3½-inch-diameter (89 mm) helical lead shafts and extensions together conform to ASTM A29, Grade 1018, having a minimum yield strength of 32,000 psi (220 MPa) and a minimum tensile strength of 58,000 psi (400 MPa).
3.3.6.2 All Other Fastening Assemblies (Including Brackets): The threaded rods conform to ASTM A307 and ASTM A449. The nuts conform to ASTM A563, Grade DH. The threaded rods and nuts are Class B hot-dipped galvanized in accordance with ASTM A153. Through-bolts used to connect the new construction bracket and tieback bracket assembly to the pile to transfer tension forces conform to ASTM A325 Type I and must be hot-dip galvanized in accordance with ASTM A153.

4.0 DESIGN AND INSTALLATION

4.1 Design:

4.1.1 Helical Pile: Structural calculations and drawings, prepared by a registered design professional, must be submitted to the code official for each project, based on accepted engineering principles, as described in IBC Section 1604.4 and 2012 and 2009 IBC Section 1810 and 2006 IBC Section 1808, as applicable. The load values (capacities) shown in this report are based on the Allowable Strength Design (ASD) method. The structural analysis must consider all applicable internal forces (shear, bending moments and torsional moments, if applicable) due to applied loads, structural eccentricity and maximum span(s) between helical foundations. The result of the analysis and the structural capacities must be used to select a helical foundation system based on the structural and geotechnical demands. The minimum embedment depth for various loading conditions must be included based on the most stringent requirements of the following: engineering analysis, tested conditions described in this report, site-specific geotechnical investigation report, and site-specific load tests, if applicable. For helical foundation systems subject to combined lateral and axial (compression or tension) loads, the allowable strength of the shaft under combined loads must be determined using the interaction equation prescribed in Chapter H of AISC 360.
A soils investigation report must be submitted to the code official as part of the required submittal documents, prescribed in Section 107 of the 2012 IBC and 2009 IBC (2006 IBC Section 106), at the time of permit application. The geotechnical report must include, but not be limited to, all of the following:

  1. A plot showing the location of the soil investigation.
  2. A complete record of the soil boring and penetration test logs and soil samples.
  3. A record of soil profile.
  4. Information on groundwater table, frost depth and corrosion-related parameters, as described in Section 5.5 of this report.
  5. Soil properties, including those affecting the design such as support conditions of the piles.
  6. Allowable soil bearing pressure.
  7. Confirmation of the suitability of helical foundation systems for the specific project.
  8. Recommendations for design criteria, including but not limited to, mitigation of effects of differential settlement and varying soil strength; and effects of adjacent loads.
  9. Recommended center-to-center spacing of helical pile foundations, if different from spacing noted in Section 5.11 of this report; and reduction of allowable loads due to the group action, if necessary.
  10. Field inspection and reporting procedures (to include procedures for verification of the installed bearing capacity, when required).
  11. Loa test requirements.
  12. Any questionable soil characteristics and special design provisions, as necessary.
  13. Expected total and differential settlement.
  14. The axial compression, axial tension and lateral load soil capacities if values cannot be determined from this evaluation report.

The allowable axial compressive or tensile load of the helical pile system must be based on the least of the following in accordance with 2012 and 2009 IBC Section 1810.3.3.1.9:

  • Sum of the areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum divided by a safety factor of 2. This capacity will be determined by a registered design professional based on site-specific soil conditions.
  • Allowable capacity determined from well-documented correlations with installation torque. Section 4.1.1.4 of this report includes torque correlation factors used to establish pile capacities based on documented correlations.
  • Allowable capacity from load tests. This capacity will be determined by a registered design professional for each site-specific condition.
  • Allowable axial capacity of pile shaft. Section 4.1.1.2 of this report includes pile shaft capacities.
  • Allowable axial capacity of pile shaft couplings. Section 4.1.1.2 of this report includes pile shaft coupling capacities.
  • Sum of the allowable axial capacity of helical bearing plates affixed to pile. Section 4.1.1.3 of this report includes helical plate axial capacities.
  • Allowable axial capacity of the bracket. Section 4.1.1.1 of this report includes bracket capacities.

4.1.1.1 Bracket Capacity: The concrete foundation must be designed and justified to the satisfaction of the code official with due consideration to the eccentricity of applied loads, including reactions provided by the brackets, acting on the concrete foundation, including bearing and punching shear, have been evaluated in this evaluation report. Other limit states are outside the scope of this evaluation report and must be determined by the registered design professional. The effects of reduced lateral sliding resistance due to uplift from wind or seismic loads must be considered for each project. Reference Table 1 for the allowable bracket capacity ratings.
4.1.1.2 Pile Shaft Capacity: The top of shafts must be braced as described in 2012 and 2009 IBC Section 1810.2.2, and 2006 IBC Section 1808.2.5. In accordance with 2012 and 2009 IBC Section 1810.2.1, and 2006 IBC Section 1808.2.9, any soil other than fluid soil must be deemed to afford sufficient lateral support to prevent buckling of the systems that are braced, and the unbraced length is defined as the length of piles standing in air, water, or in fluid soils plus an additional 5 feet (1524 mm) when embedded into firm soil or an additional 10 feet (3048 mm) when embedded into soft soil. Firm soils must be defined as any soil with a Standard Penetration Test blow count of five or greater. Soft soils must be defined as any soil with a Standard Penetration Test blow count greater than zero and less than five. Fluis soils must be defined as any soil with a Standard Penetration Test blow count of zero [weight of hammer (WOH) or weight of rods (WOR)]. Standard Penetration Test blow count must be determined in accordance with ASTM D1586. The shaft capacity of the helical foundation systems in air, water, and fluid soils must be determined by a registered design professional. The following are the allowable stress design (ASD) shaft capacities:

  • ASD Compression Capacity: Reference Tables 4A and 4B
  • ASD Tension Capacity: 57.5 kips (255.8 kN) for 27⁄8-inch helical pile; 60 kips (266.9 kN) for 3½-inch helical pile
  • ASD Lateral: 1.49 kips (6.6 kN) for 27⁄8-inch helical pile; 2.70 kips (12.4 kN) for 3½-inch helical pile
  • Torque Rating: 8,200 ft-lb (11 110 5 N-m) for 27⁄8-inch-diameter helical pile; 14,000 ft-lb (18 67 N-m) for 3½-inch-diameter helical pile

The elastic shortening /lengthening of the pile shaft will be controlled by the strength and section properties of the 27⁄8-inch-diameter (73 mm) or 3½-inch-diameter (89 mm) piling sections. The elastic deflection of the 27⁄8-inch-diameter (73 mm) piling will be limited to 0.010 inch per lineal foot of pile (0.83 millimeter per meter) for the allowable (compression or tensile) pile capacity of 36.9 kips (164.1 kN). The elastic eflection of the 3½-inch-diameter (89 mm) piling will be limited to 0.009 inch per linear foot of pile (0.75 millimeter per meter) for the allowable (compression or tension) pile capacity of 49.0 kips (218 kN). The mechanical properties of the piling sections are shown in Table 2 and can be used to calculate the anticipated settlements due to elastic shoretning/lengthening of the pile shaft.
4.1.1.3 Helix Plate Capacity: Up to six helix plates can be placed on a single helical pile. The helix plates are spaced three times the diameter of the lowest plate apart starting at the toe of the lead section. For helical piles with more than one helix, the allowable helix capacity for the helical foundation systems and devices may be taken as the sum of the least allowable capacity of each individual helix. The helix plate ASD capacities are as shown in Table 6.
4.1.1.4 Soil Capacity: The allowable axial compressive or tensile soils capacity must be determined by a registered design professional in accordance with site-specific geotechnical report, as described in Section 4.1.1, combined with the individual helix bearing method (Method 1), or from field loading tests conducted under the supervision of a registered design professional (Method 2). For either Method 1 or Method 2, the predicted axial load capacities must be confirmed during the site-specific production installation, such that the axial load capacities predicted by the torque correlation method are equal to or greater than what is predicted by Method 1 or 2, described above. The individual bearing method is determined as the sum of the individual areas of the helical bearing plates times the ultimate bearing capacity of the soil or rock comprising the bearing stratum. The design allowable axial load must be determined by dividing the total ultimate axial load capacity predicted by either Method 1 or 2, above, divided by a safety factor of at least 2. The torque correlation method must be used to determine the ultimate capacity (Qult) of the pile and the minimum installation torque (Equation 1). A factor of safety of 2 must be applied to the ultimate capacity to determine the allowable soil capacity (Qall) of the pile (Equation 2).
Qult = Kt T (Equation 1)
Qall = 0.5Qult (Equation 2)
where:
Kt = Torque correlation factor of 9 ft-1 (29.5 m-1) for 27⁄8-inch-diameter (73 mm) pile; or 7 ft-1 (22.9 m-1) for 3½-inch-diameter (89 mm) pile.
T = Final installation torque in ft-lbf or N-m. The final installation torque is defined as the last torque reading taken when terminating the helical pile installation. The torque measurement can be determined using calibrated hydraulic guages when used in conjunection with the manufacturer-provided helical driver torque chart. Other methos of directly measuring final installation torque include a calibrated load cell, PT-tracker or shear pin indicator.
The ultimate axial tension soil capacity of the 3½-inch-diameter pile must not exceed 89.6 kips (398.6 kN) or a maximum allowable axial tension load of 44.8 kips (199.3 kN).
The lateral capacity of the pile referenced in Section 4.1.1.2 and Table 1 of this report is based on field testing of the 27⁄8-inch-diameter (73 mm) or the 3½-inch-diameter helical pile with a single 8-inch-diameter (203 mm) helix plate installed in a firm clay soil, having an average standard penetration test blow count of 20, at a minimum embedment of 15 feet (4.57 m). For soil conditions other than firm clay, the lateral capacity of the pile must be determined by a registered design professional.
4.1.2 Drive Pile: Structural calculations and drawings, prepared by a registered design professional, must be submitted to the code official for each project, based on accepted engineering principles, as described in 2012 and 2009 IBC Section 1810 and 2006 IBC Section 1808. The design method for steel components is Allowable Strength Design (ASD), described in IBC Section 1602 and AISC 360 Section B3.4. The structural analysis must consider all applicable internal forces (shear, bending moments and torsional moments, if applicable) due to applied loads, structural eccentricity and maximum span(s) between hydraulically driven steel pilings. The minimum embedment depth for various loading conditions must be included based on the most stringent requirements of the following: engineering analysis, allowable capacities noted in this report, site-specific geotechnical investigation report, and site-specific load tests, if applicable. For driven steel foundation systems subject to combined lateral and axial (compression or tension) loads, the allowable strength of the shaft under combined loads must be determined using the interaction equation prescribed in Chapter H of AISC 360. A soil investigation report in accordance with Section 4.1.1 of this report must be submitted for each project. The soil interaction capacity between the pile and the soil and the soil effects of the driven installation must be determined by a registered design professional. A minimum safety factor of 3 must be applied to the hydraulically driven pile system. The maximum installation force and working capacity of the driven pile system must be determined in accordance with Ram Jack’s installation instructions and as recommended by a registered design professional.

4.2 Installation:

The Ram Jack® Foundation Systems must be installed by Ram Jack® Manufacturing LLC certified and trained installers. The Ram Jack® foundation systems must be installed in accordance with this sec

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