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APPENDIX 2H
DOCUMENTATION
Chapter 2
Helical Foundation Systems
ESR-3074
|
Most Widely Accepted and Trusted
Page 5 of 9
10. Lifting of the existing foundation structure must be
verified by the registered design professional and
is subject to approval of the code official to ensure
that the foundation and superstructure are not
overstressed.
11. Field installation logs must be completed and
excavation pits or trenches must be backfilled and
compacted. Proper compaction procedures must
comply with the approved construction documents for
any site-specific requirement. When possible or as
required by the approved construction document,
grades or other means must be constructed to allow
proper, positive surface drainage away from the
structure.
4.2.4 New Construction Bracket Installation:
1. The helical pile must be installed in accordance with
Section 4.2.2 with an allowable angular tolerance of
± 1 degree from the vertical.
2. The top of pile elevation must be established and
must be consistent with the specified elevation. If
necessary, the pile can be cut off in accordance with
the manufacturer’s instructions at the required
elevation.
3. The new construction bracket must be placed over the
top of the pile, with the bracket cap plate in full, direct
contact (bearing) with the top of the pile shaft.
4. If the pile is used to resist tension forces, the new
construction bracket must be embedded with proper
distance into the footing or grade beam as required to
resist the tension loads as determined by a registered
design professional, and must be through-bolted to
the helical pile shaft with two bolts and matching nuts
as specified in Sections 3.2.2.2 and 3.3.5.3, and
installed to a snug-tight condition in accordance with
Section 4.2.2. Refer to Tables 2 and 3 for the proper
embedded edge distance requirements for the shaft
and bracket.
4.3 Special Inspection:
Continuous special inspection in accordance with Section
1705.9 of the 2012 IBC (Section 1704.10 of the 2009 IBC,
and Section 1704.9 of the 2006 IBC) must be provided for
the installation of foundation piles and foundation
brackets. Where on-site welding is required, special
inspection in accordance with Section 1705.2 of the 2012
IBC (Section 1704.3 of the 2009 and 2006 IBC) is also
required. Items to be confirmed by the special inspector
include, but are not limited to, the manufacturer’s
certification of installers, verification of the product
manufacturer, helical pile and bracket configuration and
identification, inclination and position of the helical pies,
the installation torque and depth of the foundation
piles, compliance of the installation with the approved
construction documents and this evaluation report.
5.0 CONDITIONS OF USE
The Foundation Supportworks, Inc. (FSI), Model HP288
Helical Foundation Systems described in this report
comply with the 2012 and 2009 IBC, and are suitable
alternatives to what is specified in the 2006 IBC, subject
to the following conditions:
5.1
The FSI helical foundation systems are
manufactured, identified and installed in accordance
with this report, approved construction documents
(engineering drawings and specifications), and the
manufacturer’s written installation instructions. In
case of conflict, the most stringent requirement
governs.
5.2
The FSI helical foundation systems have been
evaluated for support of structures assigned to
Seismic Design Categories A, B and C in
accordance with IBC Section 1613. Helical
foundation systems that support structures assigned
to Seismic Design Category D, E or F, or that are
located in Site Class E or F, are outside the scope of
this report, and are subject to the approval of the
code official, based upon submission of an
engineering design in accordance with the code by a
registered design professional.
5.3
Installations of the helical foundation systems are
limited to regions of concrete members where
analysis indicates no cracking occurs at service load
levels.
5.4
Retrofit and new construction brackets must be used
only to support structures that are laterally braced as
defined in Section 1810.2.2 of the 2012 and 2009
IBC (Section 1808.2.5 of the 2006 IBC).
5.5
The helical foundation systems must not be used in
soil conditions that are indicative of a potential
pile deterioration or corrosion situation as defined
by the following: (1) soil resistivity of less than
1,000 ohm-cm; (2) soil pH of less than 5.5; (3) soils
with high organic content; (4) soil sulfate
concentrations greater than 1,000 ppm; (5) soils
located in a landfill; or (6) soil containing mine waste.
5.6
Zinc-coated steel and bare steel components must
not be combined in the same system. All helical
foundation components must be galvanically isolated
from concrete reinforcing steel, building structural
steel, or any other metal building components.
5.7
The new construction helical piles (piles with new
construction brackets) must be installed vertically
plumb into the ground with a maximum allowable
angle of inclination tolerance of 0° ± 1°. To comply
with requirements found in Section 1810.3.1.3 of the
2012 and 2009 IBC (Section 1808.2.8 of the 2006
IBC), the superstructure must be designed to resist
the effects of helical pile mislocation.
5.8
The retrofit helical piles must be installed at a
maximum angle of inclination of 3.0 ± 1.0 degrees
from the vertical.
5.9
Special inspection is provided in accordance with
Section 4.3 of this report.
5.10
Engineering calculations and drawings, in
accordance with recognized engineering principles
as described in IBC Section 1604.4, and complying
with Section 4.1 of this report and prepared by a
registered design professional, are provided to, and
approved by, the code official.
5.11
The adequacy of the concrete structures that are
connected to the FSI brackets must be verified by a
registered design professional, in accordance with
applicable code provisions, such as Chapter 15 of
ACI 318 and Chapter 18 of IBC. The adequacy is
subject to the approval of the code official.
5.12
A geotechnical investigation report for each project
site must be provided to the code official for approval
in accordance with Section 4.1.1 of this report.
5.13
When using the alternative basic load combinations
prescribed in Section 1605.3.2, the allowable stress
increases permitted by material chapters of the IBC
(including Chapter 18) or the referenced standards
are prohibited.