HomeMy WebLinkAboutHelical Piers Spec Sheet HP350 (3) ESEVALUATION
IMES Evaluation Report ° ° ESR-3074
Reissued July 2021
0 This report is subject to renewal July 2023.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council®
DIVISION: 31 00 00—EARTHWORK structure. The shafts with helix bearing plates are screwed
Section: 31 63 00—Bored Piles into the ground by application of torsion and the shaft is
extended until a desired depth and/or a suitable soil or
REPORT HOLDER: bedrock bearing stratum is reached.
SUPPORTWORKS, INC. 3.2 System Components:
Supportworks Models HP288 and HP350 helical
EVALUATION SUBJECT: foundation systems include a lead shaft (HP288L and
HP350LS, respectively), extension shafts (HP288E and
SUPPORTWORKS HELICAL FOUNDATION SYSTEMS HP350E, respectively), Type A side-load brackets
(FS288BL2 for Model HP288, and FS350132 for Model
1.0 EVALUATION SCOPE HP350), and Type B direct-load brackets(HP288NCB and
Compliance with the following codes: HP288NCB8 for Model HP288, and HP350NCB and
HP350NCB8 for Model HP350),for attachment to concrete
■ 2021, 2018, 2015, 2012, 2009 and 2006 International foundations.
Building Code'(IBC)
■ 2021, 2018, 2015, 2012, 2009 and 2006 International Helical Lead Sections and Extensions: Supportworks
Residential Code®(IRC) helical pile lead sections consist of one or more helical-
shaped circular steel plates factory-welded to a central
■ 2013 Abu Dhabi International Building Code(AD IBC)t steel shaft. The depth of the helical piles in soil is typically
tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced extended by adding one or more steel shaft extensions that
in this report are the same sections in the ADIBC. are mechanically connected together by couplings,to form
For evaluation for compliance with codes adopted by the one, continuous steel pile.
Los Angeles Department of Building and Safety (LADBS), The central steel shaft of the HP288 lead and
see ESR-3074 LABC Supplement. extension sections is a round, 27/3-inch-outside-diameter
Properties evaluated: (73 mm), 0.276-inch-nominal-wall-thickness (7.0 mm),
■ Structural hollow structural section. The central steel shaft of the
HP350 lead and extension sections is a round, 31/2-inch-
■ Geotechnical outside-diameter (88.9 mm), 0.340-inch-nominal-wall-
2.0 USES thickness (8.6 mm), hollow structural section. The various
2.1 IBC: shaft lead and extension configurations are listed in
Table 5.
Underthe IBC, Supportworks, Inc. (Supportworks) Models
HP288 and HP350 Helical Foundation Systems are used Each helical steel bearing plate (helix) is 0.375 inch
either to underpin foundations of existing structures or to (9.5 mm)thick and has a 3-inch(76 mm)pitch and circular
form deep foundations for new structures and are designed edge geometry with an outer diameter of 8, 10, 12 or 14
to transfer axial compression and axial tension loads from inches(203, 254, 305 or 356 mm). The helices are welded
the supported structures to suitable soil bearing strata. to the helical shaft. The lead helix is located about 4 inches
from the tip of the shaft lead section. The extensions may
2.2 IRC: consist of the shaft only or include helix plates.
Underthe IRC, Supportworks, Inc. (Supportworks) Models The HP288 extension section couplings consist of a
HP288 and HP350 Helical Foundation Systems may be round, 5.04-inch-long (128 mm), 31/2-inch-outside-
used as an alternate foundation system supporting light- diameter (89 mm), 0.281-inch-nominal-wall-thickness
frame construction, exterior porch deck, elevated walkway (7.1 mm), hollow structural section outer sleeve, and
and stairway construction and accessory structures. two 3/4-inch-diameter (19.1 mm) standard hex threaded
3.0 DESCRIPTION bolts and matching standard hex jam nuts.The pipe sleeve
3.1 General: is factory-welded to the end of the extension section. (See
Supportworks Models HP288 and HP350 helical Figure 3.)
foundation systems consist of a central lead shaft with one The HP350 extension section couplings consist of a
or more helical-shaped steel bearing plates, extension round, 11-inch-long (279.4 mm), 41/4-inch-outside-
shafts, which may or may not consist of helical bearing diameter (108 mm), 0.344-inch-nominal-wall-thickness
plates, shaft couplings that connect multiple shaft sections, (8.7 mm), hollow structural section outer sleeve, and four
and a bracket that allows for attachment to the supported 1-inch-diameter (25.4 mm) standard hex threaded bolts
ICC-ESEvaluatiion Reports are not to be construed as representing aesthetics or arty other attributes not specifically addressed,nor are they to be construed
as an endorsement of the subject of the report or a recommendation for its use.There is no warranty byICC Evaluation Service,LLC,express or implied, �_
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ESR-3074 I Most Widely Accepted and Trusted Page 2 of 15
and matching standard hex jam nuts. The pipe sleeve is mm) standard hex threaded bolts and matching 3/4-inch
slip-fitted over the connected sections. (See Figure 4.) (19.1 mm)standard hex jam nuts. (See Figure 2A.)
3.2.1 Brackets: Brackets are constructed with factory- The HP288NCB8 bracket is identical to the HP288NCB
welded steel plate and steel pipe components. The bracket except that the HP288NCB8 cap plate is an
different brackets are described in Sections 3.2.2.1 through 8-inch-square(203 mm)steel plate. (See Figure 2A.)
3.2.2.3. The HP350NCB bracket is manufactured from a
3.2.1.1 Retrofit Bracket Assembly FS288BL2: The 5.53-inch-long (140.5 mm), 41/4-inch-outside-diameter
FS288BL2 bracket assembly is designed for use with the (108 mm), 0.313-inch-nominal-wall-thickness (8.0 mm)
HP288 helical shaft and is used to transfer axial steel pipe sleeve which is factory-welded to a 3/4-inch-thick
compressive loading from existing concrete foundations to (19.1 mm), 7-inch-square (178 mm) steel cap plate. The
the HP288 helical piles. The bracket assembly consists of bracket is attached to the shaft with two 1-inch-diameter
an FS288BL2 bracket, an external pipe sleeve (25.4 mm) standard hex threaded bolts and
(FS288ES30), a cap plate (FS288C), two threaded rods matching 1-inch (25.4 mm) standard hex jam nuts.
and matching nuts. (See Figure 1A.) (See Figure 2B.)
The FS288BL2 bracket is constructed from factory- The HP350NCB8 bracket is identical to the HP350NCB
welded,0.250-inch-,0.3125-inch-and-0.375-inch-thick(6.4 bracket except that the HP350NCB8 cap plate is an
mm, 7.9 mm and 9.5 mm)steel plates. 8-inch-square(203 mm)steel plate. (See Figure 2B.)
The external sleeve (FS288ES30) is manufactured from 3.3 Material Specifications:
a 30-inch-long (762 mm), 31/2-inch-outside-diameter
(89 mm) and 0.216-inch-nominal-wall-thickness (5.5 mm) 3.3.1 HP288 Lead and Extension Shafts: The HP288
pipe with one factory-flared end. leads, and extensions are carbon steel round structural
The FS288C cap plate is manufactured from a 1-inch- tubes that conform to ASTM A500, Grade B or C, having a
thick (25.4 mm), 4-inch-wide (102 mm), minimum yield strength of 60 ksi(413 MPa)and a minimum
8.25-inch-long (210 mm) steel plate. shaft finish is either plain steel or hot-dip galvanized
cap plate is tensile strength of 70 ksi (483 MPa). The
attached to the retrofit bracket with two 3/4-inch-diameter- in accordance with ASTM A123.
by-1 6-inch-long (19.1 mm by 406 mm)threaded rods, and
matching 3/4-inch (19.1 mm) heavy hex nuts. (See Figure 3.3.2 HP350 Lead and Extension Shafts: The HP350
1A.) leads, and extensions are carbon steel round structural
3.2.1.2 Retrofit Bracket Assembly FS350B2: The tubes that conform to ASTM A500, Grade B or C, having a
FS350B2 bracket assembly is designed for use with the minimum yield strength of 65 ksi(448 MPa)and a minimum
HP350 helical shaft and is used to transfer axial tensile strength of 75 ksi (517 MPa). The shaft finish is
compressive loading from existing concrete foundations to either plain steel or hot-dip galvanized in accordance with
the HP350 helical piles. The bracket assembly consists of ASTM A123.
an FS350B2 bracket, an external pipe sleeve 3.3.3 Shaft Coupling:
(FS350ES30), a cap plate (FS350C), two threaded rods 3.3.3.1 Pipe Sleeves (For HP288 and HP350 Shafts):
and matching nuts. (See Figure 1B.) The sleeves are carbon steel round structural tubing
The FS350B2 brackets are constructed from factory- that conforms to ASTM A513, Type 5, Drawn Over a
welded, 0.250-inch, 0.375-inch- and 0.500-inch-thick Mandrel (DOM), Grade 1026, having a minimum yield
(6.4 mm, 9.5 mm, and 12.7 mm) steel plates and strength of 70 ksi (483 MPa) and a minimum tensile
4.5-inch-outside-diameter (114 mm) and 0.337-inch- strength of 80 ksi (552 MPa). The sleeve finish is either
nominal-wall-thickness(8.6 mm) pipe. plain steel or hot-dip galvanized in accordance with
The external sleeve (FS350ES30) is manufactured ASTM A123.
from a 30-inch-long (762 mm), 4-inch-outside-diameter 3.3.3.2 HP288 Bolts and Nuts: The steel coupling
(102 mm) and 0.226-inch-nominal-wall-thickness bolts are 3/4-10 UNC 2A standard hex bolts conforming
(6.6 mm) pipe with one factory-flared end. to SAE J429, Grade 5, having a minimum yield strength of
The FS350C cap plate is manufactured from a 92 ksi (634 MPa) and a minimum tensile strength of
1.25-inch-thick (31.8 mm), 4-inch-wide (102 mm), 120 ksi (827 MPa). The matching steel nuts are
8.5-inch-long (216 mm) steel plate. The cap plate is 3/4-10 UNC 2B standard hex jam nuts, conforming to
attached to the retrofit bracket with two '/3-inch-diameter- SAE J995, Grade 5. The bolts and nuts are zinc-coated in
by-24-inch-long (22.2 mm by 610 mm)threaded rods, and accordance with ASTM B633, with coating classification
matching 7/3-inch (22.2 mm) heavy hex nuts. (See Figure Fe/Zn 8.
1B.) 3.3.3.3 HP350 Bolts and Nuts: The steel coupling bolts
3.2.1.3 New Construction Brackets HP288NCB, are 1-8 UNC 2A standard hex bolts conforming to SAE
HP288NCB8, HP350NCB and HP350NCB8: HP288NCB, J429, Grade 5, having a minimum yield strength of 92 ksi
HP288NCB8, HP350NCB and HP350NCB8 brackets are (634 MPa) and a minimum tensile strength of 120 ksi
designed for embedment in cast-in-place concrete (827 MPa). The matching steel nuts are 1-8 UNC 2B
foundations. The brackets are used to support axial tensile standard hex jam nuts, conforming to SAE J995, Grade 5.
and compressive loads that are concentric with the The bolts and nuts are zinc-coated in accordance with
longitudinal axis of the shaft. (See Figures 2A and 2B.) ASTM B633, with coating classification Fe/Zn 8.
The HP288NCB bracket is manufactured from a 3.3.4 Helix Plates (For HP288 and HP350 Shafts): The
4.65-inch-long (118.1 mm), 3'h-inch-outside-diameter steel plates conform to ASTM A572, Grade 50, having a
(89 mm), 0.250-inch-nominal-wall-thickness(6.4 mm)steel minimum yield strength of 50 ksi(345 MPa)and a minimum
pipe sleeve which is factory-welded to a 3/4-inch-thick(19.1 tensile strength of 65 ksi (448 MPa). The helix finish is the
mm), 6-inch-square(152 mm)steel cap plate. The bracket same as that of the shaft to which the helix
is attached to the shaft with two 3/4-inch-diameter (19.1 is factory-welded.
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3.3.5 Retrofit Bracket Assembly FS288BL2 : plate finish is either plain steel or hot-dip galvanized in
3.3.5.1 FS288BL2 Bracket: The steel plates used in the accordance with ASTM A123.
FS288131_2 bracket conform to ASTM A572, Grade 50, 3.3.7.2 Pipe Sleeves: The pipe sleeves are steel round
having a minimum yield strength of 50 ksi (345 MPa) and structural tubes that conform to ASTM A513,Type 5, DOM,
a minimum tensile strength of 65 ksi (448 MPa). The Grade 1026, having a minimum yield strength of
bracket finish is either plain steel or hot-dip galvanized in 70 ksi (483 MPa) and a minimum tensile strength of
accordance with ASTM A123. 80 ksi (552 MPa). The sleeve finish is either plain steel or
3.3.5.2 FS288ES30 Sleeve: The carbon steel structural hot-dip galvanized in accordance with ASTM A123.
round tubing, used for the 30-inch-long (762 mm) sleeve, 3.3.7.3 Bolts and Nuts: The steel bolts and nuts are
conforms to ASTM A500, Grade B or C, having a minimum those described in Section 3.3.3.2 for the HP288 shaft and
yield strength of 50 ksi (345 MPa) and a minimum tensile Section 3.3.3.3 for the HP350 shaft.
strength of 62 ksi (427 MPa). The 4.0 DESIGN AND INSTALLATION
sleeve finish is either plain steel or hot-dip galvanized
in accordance with ASTM A123. 4.1 Design:
3.3.5.3 FS288C Cap Plate:.The steel cap plate conforms 4.1.1 General: Structural calculations (analysis and
to ASTM A572, Grade 65, having a minimum yield strength design) and drawings, prepared by a registered design
of 65 ksi (448 MPa) and a minimum tensile strength of 80 professional, must be approved by the code official
ksi(552 MPa). The cap plate assembly finish is either plain for each project, and must be based on accepted
steel or hot-dip galvanized in accordance with ASTM A123. engineering principles as described in IBC Section 1604.4,
and must conform to Section 1810 of the 2021,2018,2015,
3.3.5.4 Threaded Rods and Nuts: The 3/4-inch-diameter 2012 and 2009 IBC(Section 1808 of the 2006 IBC). Under
steel threaded rods conform to ASTM A193, Grade 137, the IRC, the registered design professional must design
having a minimum yield strength of 105 ksi(724 MPa)and the helical pile system and devices, including the bracket,
a minimum tensile strength of 125 ksi (862 MPa). used as a foundation element. The applied loads must not
The matching 3/4-inch-diameter steel heavy hex nuts exceed the published capacities shown in this report for the
conform to ASTM A563 Grade DH or DH3, or ASTM Al94 helical pile system and devices. The registered design
Grade 2H. The threaded rods and nuts are professional may determine the design forces in
zinc-coated in accordance with ASTM 13633, with coating accordance with IRC Section R301 or, as an alternate, in
classification Fe/Zn 8. accordance with IBC provisions.The design method forthe
3.3.6 Retrofit Bracket Assembly FS350132: steel components is Allowable Strength Design (ASD),
described in IBC Section 1602 and AISC 360 Section 133.4.
3.3.6.1 FS350132 Bracket: The steel plates used in The structural analysis must consider all applicable internal
the bracket conform to ASTM A572, having a minimum forces due to applied loads, structural eccentricity, and
yield strength of 50 ksi (345 MPa) and a minimum tensile maximum spans between helical foundations. The result of
strength of 65 ksi (448 MPa). The carbon steel structural this analysis, and the structural capacities, shall be used to
round tubing in the bracket, conforms to ASTM A500, select a helical foundation system.
Grade C, having a minimum yield strength of 46 ksi The ASD capacities of Supportworks helical foundation
(317 MPa) and a minimum tensile strength of 62 ksi system components are indicated in Tables 1, 2, 3, and 5.
(427 MPa). The bracket finish is either plain steel or hot- The geotechnical analysis must address the suitability of
dip galvanized in accordance with ASTM A123. the helical foundation system for the specific project. It
3.3.6.2 FS350ES30 Sleeve: The carbon steel must also address the center-to-center spacing of the
structural round tubing, used for the 30-inch-long helical piles, considering both effects on the supported
(762 mm)sleeve, conforms to ASTM A500, Grade B or C, foundation and structure and group effects on the pile-soil
having a minimum yield strength of 50 ksi (345 MPa) capacity. The analysis must include estimates of the axial
and a minimum tensile strength of 62 ksi (427 MPa). tension and/or compression capacities of the helical piles,
The sleeve finish is either plain steel or hot-dip whatever is relevant for the project, and the expected total
galvanized in accordance with ASTM A123. and differential foundation movements due to single pile or
3.3.6.3 FS350C Cap Plate: The 1'/4-inch-thick pile group, as applicable.
(31.8 mm)steel plate conforms to ASTM A572, Grade 50, A written report of the geotechnical investigation must be
having a minimum yield strength of 50 ksi (345 MPa) submitted to the code official as one of the required
and a minimum tensile strength of 65 ksi (448 MPa). submittal documents, prescribed in Section 107 of the
The cap plate finish is either plain steel or 2021, 2018, 2015, 2012 and 2009 IBC (Section 106 of the
hot-dip galvanized in accordance with ASTM A123. 2006 IBC), at the time of the permit application. Under the
IRC, a site-specific soil investigation report is not required
3.3.6.4 Threaded Rods and Nuts: The'/3-inch-diameter if the helical pile system described in the evaluation report
steel threaded rods conform to ASTM A193, Grade 137, is being installed to support IRC structures defined in
having a minimum yield strength of 105 ksi(724 MPa)and Section 2.2 of this report and the soil capacity of the helical
a minimum tensile strength of 125 ksi (862 MPa). pile is established in accordance with Equation 4 in Section
The matching 7/8-inch-diameter steel heavy hex nuts 4.1.5 of this report. The geotechnical report must include,
conform to ASTM A563 Grade DH or DH3, or ASTM Al94 but need not be limited to,the following information:
Grade 2H. The threaded rods and nuts are
zinc-coated in accordance with ASTM 13633, with 1. A plot showing the location of the soil investigation.
coating classification Fe/Zn 8. 2. A complete record of the soil boring and penetration
3.3.7 New Construction Brackets HP288NCB, test logs and soil samples.
HP288NCB8, HP350NCB and HP350NCB8: 3. A record of soil profile.
3.3.7.1 Plates: The steel plates conform to ASTM A36, 4. Information on groundwater table, frost depth and
having a minimum yield strength of 36 ksi (248 MPa) and corrosion-related parameters, as described in Section
a minimum tensile strength of 58 ksi (400 MPa). The 5.6 of this report.
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5. Soil properties, including those affecting the design The elastic shortening/lengthening of the pile shaft will be
such as support conditions for the piles. controlled by the applied loads and the mechanical and
6. Recommendations for design criteria, including but not geometrical properties of the HP288 or HP350 shafts and
limited to mitigations of effects of differential settlement the shaft couplings. The shaft elastic shortening or
and varying soil strength, and effects of adjacent loads. lengthening can be determined from the equation:
7. Field inspection and reporting procedures (to include Ashaft — PxL a x (Eq. 1)
procedures for verification of the installed bearing where:
capacity when required).
8. Load test requirements. Ashaft = change in shaft length due to elastic shortening
or lengthening (inches)
9. Any questionable soil characteristics and special P = applied axial compression or tension load (Ibf)
design provisions, as necessary.
L = pile shaft length (inches)
4.1.2 Bracket Capacity (P1): Only the localized limit
state of concrete bearing strength in compression has A = shaft cross-sectional area(inz)(see Table 4)
been evaluated for this evaluation report. All other limit E = shaft steel modulus of elasticity(psi)(see Table
states related to the concrete foundation, such as those 4)
limit states described in Chapter 17 of ACI 318-19 under 4.1.4 Helix Plate Capacity (P3): The allowable axial
the 2021 IBC, Chapter 17 of ACI 318-14 under the 2018 compression and tension load capacities (P3) for each
and 2015 IBC (ACI 318 Appendix D under the 2012, 2009
and 2006 IBC), punching (two-way) shear, beam individual helical plate diameter(8, 10, 12 or 14 inches) is
(one-way)shear, and flexural(bending)related limit states, 40 kips (177.9 kN). (See Tables 1, 2, 3 and 5.)For helical
have not been evaluated for this evaluation report. The piles with more than one helix,the allowable helix capacity
concrete foundation must be designed and justified to the (P3)for the helical foundation system may be taken as the
satisfaction of the code official with due consideration to all sum of the allowable capacity of each individual helix.
applicable limit states, and the direction and eccentricity of 4.1.5 Soil Capacity (P4): The allowable axial
applied loads, including reactions provided by the brackets compressive or tensile soil capacity(P4)can be estimated
acting on the concrete foundation. Under Seismic Design by a registered design professional in accordance with a
Categories D, E and F, the bracket must be designed in site-specific geotechnical report, as described in Section
accordance with 2021, 2018, 2015, 2012 and 2009 IBC 4.1.1, combined with the individual helix bearing method
Section 1810.3.11.2 (2006 IBC Section 1808.2.23), as (Method 1), or from field loading tests conducted under the
applicable. (See Tables 1, 2 and 3.) supervision of a registered design professional(Method 2).
4.1.3 Shaft Capacity (P2): The tops of shafts must be For either Method 1 or Method 2, the predicted axial load
braced as prescribed in Section 1810.2.2 of the 2021, capacities must be confirmed during the site-specific
2018, 2015, 2012 and 2009 IBC (Section 1808.2.5 of the production installation, such that the axial load capacities
2006 IBC). In accordance with Section 1810.2.1 of the predicted by the torque correlation method are equal to or
2021, 2018, 2015, 2012 and 2009 IBC (Section 1808.2.9 greater than those predicted by Method 1 or 2, described
ofthe 2006 IBC), any soil otherthan fluid soil is deemed to above.
afford sufficient lateral support to prevent buckling of With the individual helix bearing method, the total
systems that are braced. When piles are standing in air, nominal axial load capacity of the helical pile is determined
water or fluid soils, the unbraced length is defined as the as the sum of the individual areas of the helical bearing
length of pile that is standing in air, water or fluid soils plus plates times the ultimate bearing capacities of the soil or
an additional 5 feet (1524 mm) when embedded into firm rock comprising the respective bearing strata for the plates.
soil, or an additional 10 feet (3048 mm) when embedded Under the 2021 IBC, the axial capacity also includes the
into soft soil. Firm soils are defined as any soil with a shaft resistance. The shaft resistance is equal to the area
Standard Penetration Test (SPT) blow count of five or of the shaft above the uppermost helical bearing plate
greater. Soft soil is defined as any soil with an SPT blow times the ultimate skin resistance.
count greater than zero and less than five. Fluid soil is
defined as any soil with an SPT blow count of zero[weight The design allowable axial load must be determined by
of hammer(WOH)orweight of rods(WOR)].The SPT blow dividing the total ultimate axial load capacity predicted by
counts must be determined in accordance with ASTM either Method 1 or 2, above, by a factor of safety(FOS)of
D1586. Under the IRC, when helical pile shafts are fully at least 2.0.
embedded into soil conditions defined in IRC Table Under the IRC, if the helical pile system is being installed
R401.4.1 the helical pile shafts are deemed adequately to support structures governed by the IRC as defined in
supported to prevent buckling. For fully braced conditions Section 2.2 of this report, and a site-specific geotechnical
where the pile is installed in accordance with Section report is not available, a FOS of 2.5 must be used with the
1810.2.2 of the 2021, 2018, 2015, 2012 and 2009 IBC torque correlation method in lieu of Method 1 or 2 to
(Section 1808.2.5 of the 2006 IBC) and piles do not stand determine allowable soil capacity of the pile (Equation 4).
in air, water, or fluid soils, the allowable shaft capacities
must not exceed the maximum design loads shown in With the torque correlation method,the total ultimate and
Tables 1, 2 and 5. Shaft capacities of helical foundation allowable axial load capacities are predicted as follows:
systems in air,water or fluid soils must be determined by a Quit = Kt T (Eq. 2)
registered design professional. The ASD shaft tension Qau =Quit/FOS (Eq. 3)
capacities are shown in Tables 3 and 5, the ASD shaft
compression capacities are shown in Tables 1, 2 and 5, FOS>_2.0
and the shaft torsional rating is shown in Table 5. Qau =Quit/FOS (Eq. 4)
Where the helical pile is subject to resist lateral forces, FOS>_2.5
the lateral shaft capacity must be determined by a
registered design professional. Where:
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QUit =Ultimate axial tensile or compressive capacity(Ibf or be aligned both vertically and horizontally as specified in
N)of the helical piles. the approved plans. The helical piles must be installed in a
Qau= Allowable axial tensile or compressive capacity continuous manner with the pile advancing at a rate equal
(P4) (Ibf or N) of the helical piles. See Tables 1, 2, to at least 85 percent of the helix pitch per revolution at the
3 and 5 for the allowable soil capacity of the HP288 time of final torque measurement. Installation speeds must
and HP350 systems, based on the torque be limited to less than 25 revolutions per minute(rpm).The
correlation method. lead and extension sections must be attached to the drive
head with a product adaptor supplied by Supportworks.
Kt =Torque correlation factor. (See Table 5.) Torque readings must be taken at minimum intervals
T = Final installation torque, which is the final torque corresponding to each lead or extension section length and
recorded at the termination (final) depth of the at final termination depth. The lead and extension sections
installed pile during the field installations(Ibf-ft or N- are connected with the coupling bolts and nuts described
m) in Section 3.2.1 and tightened to a snug-tight condition as
defined in Section J3 of AISC 360. The final installation
Where the helical pile system is required to resist lateral torque must equal or exceed that as specified by the torque
forces, the lateral soil capacity must be determined by a correlation method (see Section 4.1.5), in order to support
registered design professional in accordance with 2021, the allowable design loads of the structure using a torque
2018, 2015, 2012 and 2009 IBC Section 1810.3.3.2(2006 correlation factor(Kt)of 9 ft-' (29.5 m-')for the HP288 shaft
IBC Section 1808.2.9.3), as applicable. and a Kt of 7 ft-' (23.0 m-') for the HP350 shaft. The
4.1.6 Foundation System: The ASD allowable capacity installation torque must not exceed 7,898 Ibf-ft(10,708 N-
of the Supportworks helical foundation system in tension m) for the HP288 shaft and must not exceed 17,500 Ibf-ft
and compression depends upon the analysis of interaction (23,727 N-m) for the HP350 shaft. See Section 5.0 for
of brackets, shafts, helical plates, and soils; must be the further installation conditions of use.
lowest value of P1, P2, P3 and P4. 4.2.3 Retrofit Bracket Installation:
4.1.6.1 Foundation System (2021, 2018, 2015, 2012 1. An area must be excavated to expose the footing with
and 2009 IBC): Under the 2021, 2018, 2015, 2012 and an excavation approximately 3 feet (914 mm) square
2009 IBC, the additional requirements described in this and with a depth of about 13 inches (330 mm) below
section (Section 4.1.6.1) must be satisfied. For all design the bottom of the footing.The soil is removed below the
methods permitted under Section 4.1.1 of this report, the bottom of the footing to about 9 inches (229 mm)from
allowable axial compressive and tensile load of the helical the footing face in the area where the bracket bearing
pile system must be based on the least of the following plate will be placed. The vertical and bottom faces of
conditions in accordance with 2021, 2018, 2015, 2012 and the footing must,to the extent possible, be smooth and
2009 IBC Section 1810.3.3.1.9: at right angles to each other for the mounting of the
• P4: Allowable load predicted by the individual helix support bracket.
bearing method(or Method 1)described in Section 4.1.5 2. Notching of footings may be needed to place the retrofit
of this report. bracket directly under the wall/column. Notching must
be performed, however, only with the acceptance of the
• P4: Allowable load predicted by the torque correlation registered design professional and the approval of the
method described in Section 4.1.5 of this report. code official.
• P4: Allowable load predicted by dividing the ultimate 3. The bearing surfaces of the concrete (bottom and side
capacity determined from load tests (Method 2 of footing) must be prepared so that they are smooth
described in Section 4.1.5)by a FOS of at least 2.0.This and free of all soil, debris, and loose concrete so as to
allowable load will be determined by a registered design provide a full and firm contact of the retrofit bracket
professional for each site-specific condition. Under the plates.
2021 IBC, the load tests must comply with 2021 IBC 4. The edge of the lead section shaft must be located
Section 1810.3.3.1.2. about 11/2 inches(38 mm)from the bottom edge of the
• P2: Allowable capacities of the shaft and shaft footing with a required angle of inclination of 2.5 ± 1.0
couplings. See Section 4.1.3 of this report. degrees from the vertical for the HP288 shaft and
• P3: Sum of the allowable axial capacity of helical 3.2± 1.0 degrees from the vertical for the HP350 shaft.
bearing plates affixed to the pile shaft. See Section 4.1.4 Installation must be as described in Section 4.2.2.
of this report. 5. When the final bearing depth is reached,the pile shafts
are cut to approximately 13 inches(330 mm)above the
• P1: Allowable axial load capacity of the bracket. See bottom of footing.
Section 4.1.2 of this report.
6. The external sleeve must be placed through the
4.2 Installation: bracket body and over the shaft. Once under the
*4.2.1 General: The Supportworks helical foundation footing, the bracket must be rotated 180 degrees
systems must be installed by Supportworks trained and toward the footing. The bracket must be raised up to
certified installers. The Supportworks helical foundation the footing and held in place while the thread rods and
systems mus a installed in accordance with Section 4.2, cap plate are attached.
2021, 2018, 2015, 2012 and 2009 IBC Section 1810.4.11, 7. The cap plate and all thread rods and tightening nuts
site-specific approved construction documents must be installed to snug the bracket to the bottom of
(engineering drawings and specifications), and the the footing.
manufacturer's written installation instructions. In case of 8. Soil must be placed and compacted up to the bottom of
conflict,the most stringent requirement governs. the bracket prior to structural lift or load transfer.
4.2.2 Helical Pile Installation: The helical piles are 9. A lift cylinder can be used to lift the structure to desired
typically installed using hydraulic rotary motors having elevation and to transfer the designated portion of the
forward and reverse capabilities.The foundation piles must foundation load to the helical pile system.
ESR-3074 I Most Widely Accepted and Trusted Page 6 of 15
10. Lifting of the existing foundation structure must be with this report, approved construction documents
verified by the registered design professional and is (engineering drawings and specifications), and the
subject to approval of the code official to ensure manufacturer's written installation instructions. In
that the foundation and superstructure are not case of conflict, the most stringent requirement
overstressed. governs.
11. Field installation logs must be completed, and 5.2 The Supportworks helical foundation systems have
excavation pits or trenches must be backfilled and been evaluated for support of structures assigned
compacted. When possible or as required by the to Seismic Design Categories (SDCs)A through F in
approved construction document, grades or other accordance with the IBC; and SDCs A through C; D
means must be constructed to allow proper, positive through D2; and E in accordance with the IRC.
surface drainage away from the structure. Anchorage of brackets to foundation grade beams
4.2.4 New Construction Bracket Installation: must be determined by a registered design
professional for each project in accordance with
1. The helical pile must be installed in accordance with Section 5.3 of this report and subject to approval by
Section 4.2.2 with an allowable angular tolerance of the code official.
± 1 degree from vertical.
5.3 When installed in Seismic Design Categories D, E
2. The top of pile elevation must be established and must and F under the IBC; and D through D2 and E under
be consistent with the specified elevation. If necessary, the IRC,the following conditions must be considered:
the pile can be cut off in accordance
with the manufacturer's instructions at the required a. The strength of the top bracket connection to the
elevation. shaft and to the foundation of the structure shall
3. The new construction bracket must be placed over the comply with 2021, 2018, 2015, 2012 and 2009 IBC
top of the pile, with the bracket cap plate in full, direct Section 1810.3.11.2 (2006 IBC Section 1808.2.23),
contact(bearing)with the top of the pile shaft. as applicable, and must not exceed the publishedcapacities noted in Section 4.1.1 of this report.
4. If the pile is used to resist tension forces, the new b. The shaft seismic flexural length must be
construction bracket must be embedded with proper determined by a registered design professional in
distance into the footing or grade beam as required to accordance with applicable code sections of the IBC.
resist the tension loads as determined by a registered The shaft seismic flexural length is defined as the
design professional. For piles used to resist tension, length of the shaft equal to 120 percent of the shaft
each new construction bracket must be through-bolted flexural length.
to the helical pile shaft with two bolts and matching nuts
as specified in Sections 3.2.1.3 and 3.3.7.3 and c. The shaft couplers shall be limited to the shaft
installed to a snug-tight condition in accordance with capacity reported in Section 4.1.3 of this report and
Section 4.2.2. Refer to Tables 2 and 3 for the proper must comply with the requirements in IBC Section
embedded edge distance requirements for the shaft 1810.3.6.1.
and bracket. d. The analysis of the seismic forces imparted on the
4.3 Special Inspection: bracket, bracket connection to foundation and pile
4.3.1 IBC: must be prepared by a registered design professional
taking into account soil characteristics such as
Continuous special inspection in accordance with Section liquefiable zone, length of pile in air or length of fluid
1705.9 of the 2021, 2018, 2015 and 2012 IBC (Section conditions per the appropriate code.
1704.10 of the 2009 IBC, and Section 1704.9 of the 2006
IBC) must be provided for the installation of foundation 5.4 Installations of the helical foundation systems are
piles and foundation brackets. Where on-site welding is limited t regions concrete members where
i c
indicates no c
required, special inspection in accordance with Section analysis racking occurs at service load
1705.2 of the 2021, 2018, 2015 and 2012 IBC (Section levels.
1704.3 of the 2009 and 2006 IBC) is also required. Items 5.5 Retrofit and new construction brackets must be used
to be confirmed by the special inspector include, but are only to support structures that are laterally braced as
not limited to, the manufacturer's certification of installers, defined in Section 1810.2.2 of the 2021, 2018, 2015,
verification of the product manufacturer, helical pile and 2012 and 2009 IBC (Section 1808.2.5 of the 2006
bracket configuration and identification, inclination and IBC).
position of the helical pies,the installation torque and depth 5.6 Use of Supportworks helical foundation systems in
of the foundation piles, compliance of the installation with exposure conditions to soil that are indicative of
the approved construction documents and this evaluation potential pile deterioration or corrosion situations as
report. defined by the following: (1)soil resistivity of less than
4.3.2 IRC: 1,000 ohm-cm; (2) soil pH of less than 5.5; (3)
Continuous special inspection of helical pile system and soils with high organic content; (4) soil sulfate
devices installed under the provisions of the IRC defined in concentrations greater than 1,000 ppm; (5) soils
this report is not required. located in a landfill; or(6)soil containing mine waste,
5.0 CONDITIONS OF USE is beyond the scope of this evaluation report.
5.7 Zinc-coated steel and bare steel components must
Supportworks, Inc. (Supportworks) Models HP288 and not be combined in the same system, except where
HP350 Helical Foundation Systems described in this report the sacrificial thickness me for the zinc-coated
comply with,or are suitable alternatives to what is specified components is taken as that given for bare steel
in, those codes indicated i Section 1.0 of this report, components (0.036 inch or 915 pm). All helical
subject to the following conditions: foundation components must be galvanically isolated
5.1 The Supportworks helical foundation systems are from concrete reinforcing steel, building structural
manufactured, identified, and installed in accordance steel, or any other metal building components.
ESR-3074 I Most Widely Accepted and Trusted Page 7 of 15
5.8 The new construction helical piles (piles with new registered design professional based on site-specific
construction brackets) must be installed vertically soil conditions, and the determination is subject
plumb into the ground with a maximum allowable to the approval of the code official. For tension
angle of inclination tolerance of 0° ± 1°. To comply applications where the helical pile is installed at an
with requirements found in Section 1810.3.1.3 of the embedment depth of less than 12D, the torque-
2021, 2018, 2015, 2012 and 2009 IBC (Section correlation soil capacity, P4, is outside of the scope of
1808.2.8 of the 2006 IBC),the superstructure must be this evaluation report.
designed to resist the effects of helical pile 5.17 Evaluation of compliance with Section 1810.3.11.1 of
mislocation. the 2021, 2018, 2015, 2012 and 2009 IBC (Section
5.9 The retrofit helical piles must be installed at a 1808.2.23.1.1 of the 2006 IBC)for buildings assigned
maximum angle of inclination of 2.5 ± 1.0 degrees to Seismic Design Category (SDC) C, and with
from the vertical for the HP288 shaft and 3.2 ± 1.0 Section 1810.3.6 of the 2021, 2018, 2015, 2012 and
degrees from the vertical for the HP350 shaft. 2009 IBC (Section 1808.2.7 of the 2006 IBC) for all
5.10 Special inspection is provided in accordance with buildings, is outside the scope of this evaluation
Section 4.3 of this report. report. Such compliance must be addressed by a
registered design professional for each site, and the
*5.11 Engineering calculations and drawings, in work of the design professional is subject to approval
accordance with recognized engineering principles as of the code official.
described in IBC Section 1604.4, and complying with
Section 4.1 of this report and prepared by a registered 5.18 Requirements listed in the footnotes to Tables 1, 2, 3,
design professional, are provided to, and approved and 5 must be satisfied.
by,the code official. 5.19 Settlement of helical piles is beyond the scope of this
5.12 The adequacy of the concrete structures that are evaluation report and must be determined by a
connected to the Supportworks brackets must be registered design professional as required in Section
verified by a registered design professional, in 1810.2.3 of the 2021,2018, 2015,2012 and 2009 IBC
accordance with applicable code provisions, such as (Section 1808.2.12 of the 2006 IBC).
Chapter 13 of ACI 318-19 under the 2021 IBC, 5.20 The Supportworks helical foundation systems are
Chapter 13 of ACI 318-14 under the 2018 and 2015 manufactured at the following facilities: Behlen
IBC(Chapter 15 of ACI 318-11, -08 and-05 under the Technology & Manufacturing Company, 3838
2012, 2009 and 2006 IBC respectively) and Chapter South 108t" Street, Omaha, Nebraska; Behlen
18 of the IBC.The adequacy is subject to the approval Manufacturing Company, 4025 East 23rd Street,
of the code official. Columbus, Nebraska; and TSA Manufacturing, 14901
5.13 A geotechnical investigation report for each project Chandler Road, Omaha, Nebraska. Manufacturing is
site must be provided to the code official for approval, done under a quality-control program with inspections
when required, as prescribed in Section 4.1.1 of this by ICC-ES.
report. 6.0 EVIDENCE SUBMITTED
5.14 When using the alternative basic load combinations Data in accordance with the ICC-ES Acceptance Criteria
prescribed in 2021 IBC Section 1605.2 (2018, 2015, for Helical Pile Systems and Devices(AC358), dated June
2012, 2009 and 2006 IBC Section 1605.3.2), the 2020(editorially revised March 2021).
allowable stress increases permitted by material 7.0 IDENTIFICATION
chapters of the IBC (including Chapter 18) or the
referenced standards are prohibited. 7.1 The Supportworks helical foundation system
components described in this report are identified by
5.15 The minimum helical pile center-to-center spacing labels that include the report holder's name
must be three times the largest helical bearing plate (Supportworks, Inc.); the name and address of
diameters at the depth of bearing. For piles with closer Behlen Technology & Manufacturing Company,
spacing,the pile allowable load reductions due to pile Behlen Manufacturing Company or TSA
group effects must be included in the geotechnical Manufacturing; the product name; the model number
report described in Section 4.1.1 of this report and (HP288 or HP350); the part number; and the
must be considered in the pile design by a registered evaluation report number(ESR-3074).
design professional. The spacing and load
reductions, if applicable, are subject to the approval 7.2 The report holder's contact information is the
of the code official. following:
5.16 For piles supporting tension loads, the piles must be SUPPORTWORKS, INC.
installed such that the minimum depth from the 11850 VALLEY RIDGE DRIVE
ground surface to the uppermost helix is 12D, where PAPILLION, NEBRASKA 68046
D is the diameter of the largest helix. In cases where (800)281-8545
the installation depth is less than 12D, the minimum www.supportworks.com
embedment depth must be determined by a Ikortan(c�supportworks.com
ESR-3074 I Most Widely Accepted and Trusted Page 8 of 15
TABLE 1—HP288 AND HP350(WITH RETROFIT BRACKETS)ASD COMPRESSION CAPACITIES
Allowable Compression Capacity(kips)
Bracket Part Sleeve Part Helix(P3)4 Minimum
No.' No.' Bracket Description Bracket Shaft Number Soil Foundation
(P1)2 (P2)3 (Pere) Plate
Ix of Helix s 8(P4)6 System'
FS288BL2 FS288ES30 HP288 Low Profile 2 Bracket 24.0 63.6 40.0 1 35.5 24.0
FS288BL2-G FS288ES30-G w/30"sleeve 26.8 71.1 40.0 1 35.5 26.8
FS350B2 FS350ES30 HP350 Standard Bracketw/30" 49.2 105.0 40.0 2 61.3 49.2
FS350B2-G FS350ES30-G Sleeve 53.2 1 105.0 40.0 2 61.3 53.2
For SI: 1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN.
'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel.
2Bracket capacity is based on full scale load tests per AC358 with an installed S-0"unbraced pile length per Section 1810.2.1 of the 2021,2018,2015,
2012 and 2009 IBC(Section 1808.2.9.2 of the 2006 IBC),having a maximum of one coupling.
'Shaft capacity is applicable only to the foundation systems that are fully braced as described in Section 4.1.3.
4Helix capacity is based on a single helix plate with outer diameter of 8,10, 12 or 14 inches(203,254,305 or 356 mm).
'The minimum number of helix plates that must be used to achieve the full foundation system capacity.
6Soil capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating.
7Foundation system allowable capacity is based on the lowest of P1,P2, P3 and P4 listed in this table.See Section 4.1.6 for additional requirements.
'Where the helical pile system is required to resist lateral forces,the lateral load capacity of side load brackets must be designed by a registered design
professional in accordance with Chapter 18 of the IBC.
Cap
Nuts each end (FS3 0C) Nuts each end
(HWH8N-Z-075) (HWHBN-Z-088)
Threaded Rod
Cap (HWTR-S210-Z-088-24)
(FS288C)
EXISTING
EXISTING I .STRUCTURE
Threaded Rod '.STRUCTURE FS350B2
(HWTR-S210-Z-075 16) Bracket
Low Profile 2Bracket 0
(FS288BL2) 0
\\//\\//\\//\\ \ \\ \\N \\
30'Sleeve \ I \\\\\\\: 30•Sleeve
(FS28BES30)� (FS30ES30)
HP350
A/\H 288 VAA PIe
/ /
Pier Shaft, Couples ��\�% %/\ /Coupler
Coupler Bolts and Nuts/ Coupler Bolts and Nuts
W
(HS56-Z 075 425 //\//\// (HWS5B-Z-100-500
and HWSJ5N-Z-075) and HWSJ5N-Z-100)
1 A �j/\\j/\\j/\\j/\
16
FIGURES 1A AND 1B—HP288 AND HP350 RETROFIT BRACKET AND SHAFT ASSEMBLIES
ESR-3074 I Most Widely Accepted and Trusted Page 9 of 15
TABLE 2-HP288 AND HP360(WITH NEW CONSTRUCTION BRACKETS)ASD COMPRESSION CAPACITIES11,9
Minimum Allowable Compression Ca acit (kips)
Bearing Helix Minimum
Bracket Part Plate Concrete Edge (P3)4Number
Compressive Distance Bracket Shaft Soil Foundation
No. Dimensions (Per of Helix
(in) Strength "A"(in) (P1)Z (P2)3 Helix Plates (P4)6 System'
(psi) Plate
HP288NCB or 2500 3 33.1 63.6 40.0 1 35.5 33.1
HP288NCB-G 6 x 6 x 0.75 >_4 44.1 63.6 40.0 1 35.5 35.5
3000 >_3 39.7 63.6 40.0 1 35.5 35.5
HP288NCB8 or 8 x 8 x 0.75 2500 >_4 43.1 63.6 40.0 1 35.5 35.5
HP288NCB8-G
HP350NCB or 2500 4 51.5 105.0 40.0 2 61.3 51.5
HP350NCB-G 7 x 7 x 0.75 >_5 64.4 105.0 40.0 2 61.3 61.3
3000 >_4 61.8 105.0 40.0 2 61.3 61.3
HP350NCB8 or 2500 4 58.9 105.0 40.0 2 61.3 58.9
HP350NCB8-G 8 x 8 x 0.75 >_5 65.9 105.0 40.0 2 61.3 61.3
3000 >_4 65.9 105.0 40.0 2 61.3 61.3
For SI: 1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN.
'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel.
zBracket capacity is based on localized limit state of concrete bearing only.All other limit states related to the concrete foundation,such as punching shear,have not
been evaluated in this evaluation report.
3Shaft capacity is applicable only to the foundation systems that are fully braced as described in Section 4.1.3.
'Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203,254,305 or 356 mm).
5The minimum number of helix plates that must be used to achieve the full foundation system capacity.
'Soil capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating.
Foundation system allowable capacity is based on the lowest of P1,P2,P3 and P4 listed in this table.See Section 4.1.6 for additional requirements.
'Reduction of plain concrete[minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.1]thickness described in Section 14.5.1.7 of ACI 318-19 for the
2021 IBC,Section 14.5.1.7 of ACI 318-14 for the 2018 and 2015 IBC(Section 22.4.7 of ACI 318-11 for the 2012 IBC,Section 22.4.7 of ACI 318-08 for the 2009
IBC,and 22.4.8 of ACI 318-05 for the 2006 IBC)is assumed not applicable.
'Where the helical pile system is required to resist lateral forces,the lateral load capacity of new construction brackets must be designed by a registered design
professional in accordance with Chapter 18 of the IBC.
TABLE 3-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD TENSION CAPACITIES'
Bearing Minimum Allowable Tension Capacitykips)
Bracket Part Plate
Concrete Edge Helix(P3)3 Minimum Foundation
Compressive Distance Bracket Shaft Number Soil System'
No. Dimensions (Per Helix
(in) Strength "A"(in) (P1)Z' (P2) of Helix (P4)5
(psi) Plate) Plates"
2500 3 24.3 34.1 40.0 1 27.6 24.3
HP288NCB >4 32.4 34.1 40.0 1 27.6 27.6
or 6 x 6 x 0.75 HP288NCB-G 3000 >_3 29.1 34.1 40.0 1 27.6 27.6
3500 >_3 34.0 34.1 40.0 1 27.6 27.6
HP288NCB8
or 8 x 8 x 0.75 2500 >_4 34.1 34.1 40.0 1 27.6 27.6
HP288NCB8-G
4 36.6 62.7 40.0 1 61.3 36.6
2500 5 45.8 62.7 40.0 2 61.3 45.8
6 54.9 62.7 40.0 2 61.3 54.9
>_7 58.3 62.7 40.0 2 61.3 58.3
HP350NCB 7 x 7 x 0.75 4 43.9 62.7 40.0 2 61.3 43.9
3000 5 54.9 62.7 40.0 2 61.3 54.9
>_6 58.3 62.7 40.0 2 61.3 58.3
3500 4 51.2 62.7 40.0 2 61.3 51.2
>_5 58.3 62.7 40.0 2 61.3 58.3
4000 >_4 58.3 62.7 40.0 2 61.3 58.3
4 36.6 69.0 40.0 1 61.3 36.6
2500 5 45.8 69.0 40.0 2 61.3 45.8
6 54.9 69.0 40.0 2 61.3 54.9
>_7 63.3 69.0 40.0 2 61.3 61.3
4 43.9 69.0 40.0 2 61.3 43.9
HP350NCB-G 7 x 7 x 0.75 3000 5 54.9 69.0 40.0 2 61.3 54.9
>_6 63.3 69.0 40.0 2 61.3 61.3
3500 4 51.2 69.0 40.0 2 61.3 51.2
>_5 63.3 69.0 40.0 2 61.3 61.3
4000 4 58.5 69.0 40.0 2 61.3 58.5
>_5 63.3 69.0 40.0 2 61.3 61.3
ESR-3074 I Most Widely Accepted and Trusted Page 10 of 15
TABLE 3-HP288 AND HP360(WITH NEW CONSTRUCTION BRACKETS)ASD TENSION CAPACITIES'(Continued)
Bearing Minimum Allowable Tension Capacitykips)
Bracket Part Plate
Concrete Edge Helix(P3)3 Minimum Foundation
Compressive Distance Bracket Shaft Number Soil Systems
No. Dimensions (Per Helix
(in) Strength "A"(in) (P1)23 (P2) of Helix (P4)5
Plate)) Plates4
2500 4 45.8 69.0 40.0 2 61.3 45.8
HP350NCB8 8 x 8 x 0.75 >_5 51.3 62.7 40.0 2 61.3 51.3
3000 >_4 51.3 62.7 40.0 2 61.3 51.3
2500 4 45.8 62.7 40.0 2 61.3 45.8
>_5 55.6 69.0 40.0 2 61.3 55.6
HP350NCB8-G 8 x 8 x 0.75 3000 4 55.0 69.0 40.0 2 61.3 55.0
>_5 55.6 69.0 40.0 2 61.3 55.6
3500 >_4 55.6 69.0 40.0 2 61.3 55.6
For SI: 1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN, 1 psi=6.895 kPa.
'Part numbers with°G"suffix indicate hot-dip galvanized coating. Part numbers without a°G"suffix indicate plain steel.
2Bracket capacity is based on localized limit state of concrete bearing only.All other limit states related to the concrete foundation,such as punching shear,have
not been evaluated in this evaluation report.
3Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203,254,305 or 356 mm).
°The minimum number of helix plates that must be used to achieve the full foundation system capacity.
'Soil capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating.
'Foundation system allowable capacity is based on the lowest of P1,P2,P3 and P4 listed in this table.See Section 4.1.6 for additional requirements.
'Reduction of plain concrete[minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.1]thickness described in Section 14.5.1.7 of ACI 318-19 for
the 2021 IBC,Section 14.5.1.7 of ACI 318-14 for the 2018 and 2015 IBC(Section 22.4.7 of ACI 318-11 for the 2012 IBC,Section 22.4.7 of ACI 318-08 for the
2009 IBC,and 22.4.8 of ACI 318-05 for the 2006 IBC)is assumed not applicable.
'Bolts must be installed in accordance with Sections 3.2.2.3,3.3.7.3 and 4.2.4 of this report.
FOOTING SIZE, FOOTING SIZE,
REINFORCING DETAILS, REINFORCING DETAILS,
&EMBEDMENT DEPTHS &EMBEDMENT DEPTHS
BY PROJECT ENGINEER BY PROJECT ENGINEER
/ - / • • •, / /- - I • • •� /
�\ EDGE DISTANCE"A" d. \` \/\EDGE DISTANCE"A'/ 4. \�
6 or 8 Inch/\/� \ 7 or 8 In
New Construction Bracket , ' .e< .4 �� % `New Construction Bracket
j (HP288NCB or/� e lf�"/� j (HP350NCB or/�!
/\ HP288NCB8)/� k�� /\ HP350NCB8)
j// Coupler Bolts and Nuts • °.. o // j// Coupler Bolts and Nuts • • • •
�X/� (HWS5B-Z-075-425 4 �: ��% (HWS5B-Z-100-500 \� N:
and HWSJSN-Z 075)/� I �, // and HWSJ5N-Z-100)/�.---!
FIGURES 2A AND 213-HP288 AND HP350 NEW CONSTRUCTION BRACKET ASSEMBLIES
TABLE 4-MECHANICAL PROPERTIES OF HP288 AND HP360 SHAFTS
Un-corroded After 50 Year Corrosion Loss
Mechanical Properties Plain Steel Plain Steel Hot-dip Galvanized Steel
HP288 HP350 HP288 HP350 HP288 HP350
Steel Minimum Yield Strength, Fy 60 ksi 65 ksi 60 ksi 65 ksi 60 ksi 65 ksi
Steel Minimum Ultimate Strength, Fu 70 ksi 75 ksi 70 ksi 75 ksi 70 ksi 75 ksi
Modulus of Elasticity, E 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi
Nominal Wall Thickness 0.276 in. 0.340 in. 0.276 in. 0.340 in. 0.276 in. 0.340 in.
Design Wall Thickness 0.257 in. 0.316 in. 0.221 in. 0.280 in. 0.247 in. 0.306 in.
Outside Diameter, OD 2.875 in. 3.5 in. 2.839 in. 3.464 in. 2.865 in. 3.490 in.
Inside Diameter, ID 2.361 in. 2.868 in. 2.397 in. 2.904 in. 2.371 in. 2.878 in.
Cross Sectional Area,A 2.11 in 3.16 in 1.82 in 2.80 in 2.03 in 3.06 in
Moment of Inertia, 1 1.83 in 4.05 in 1.57 in 3.58 in 1.76 in 3.91 i n 4
Radius of Gyration, r 0.93 in. 1.13 in. 0.93 in. 1.13 in. 0.93 in. 1.13 in.
Elastic Section Modulus, S 1.27 in 2.31 in 1.10 in 2.07 in 1.23 in 2.24 in
Plastic Section Modulus,Z 1.77 in 3.21 in 1.52 in 2.85 in 1.70 in 3.11 in
For SI: 1 inch=25.4 mm,1 ksi=6.895 MPa,1 Ibf-ft=1.356 N-m,1 Ibf=4.448 N.
ESR-3074 I Most Widely Accepted and Trusted Page 11 of 15
TABLE 5-HP288 AND HP360 LEAD AND EXTENSION ASD TENSION AND COMPRESSION CAPACITIES"
Lead/Extension Net Helix Diameter(in) (P2)2 (P2) (P3)3 K Shaft (P4)5 Torque
Part No. Shaft Shaft Shaft Helix (f-1) Torsion Correlated Soil
Length Comp. Ten. (kips) Rating" Capacity(kips)
"L"(in) (kips) (kips) (Ibf-ft)
Comp. Ten.
A B C D
HP288L5H8-3850 60 8 63.6 34.1 40.0 1 9 7898 35.5 27.6
HP288L5HO-3850 60 10 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L5H2-3850 60 12 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L5H4-3850 60 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L5H80-3850 60 8 10 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L5H02-3850 60 10 12 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L5H24-3850 60 12 14 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L7H8-3850 84 8 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L7HO-3850 84 10 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L7H2-3850 84 12 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L7H4-3850 84 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288L7H80-3850 84 8 10 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L7H02-3850 84 10 12 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L7H24-3850 84 12 14 63.6 34.1 80.0 9 7898 35.5 27.6
HP288L7H802-3850 84 8 10 12 63.6 34.1 120.0 9 7898 35.5 27.6
HP288L7H024-3850 84 10 12 14 63.6 34.1 120.0 9 7898 35.5 27.6
HP288LOH80-3850 120 8 10 63.6 34.1 80.0 9 7898 35.5 27.6
HP288LOH02-3850 120 10 12 63.6 34.1 80.0 9 7898 35.5 27.6
HP288LOH24-3850 120 12 14 63.6 34.1 80.0 9 7898 35.5 27.6
HP288LOH802-3850 120 8 10 12 63.6 34.1 120.0 9 7898 35.5 27.6
HP288LOH024-3850 120 10 12 14 63.6 34.1 120.0 9 7898 35.5 27.6
HP288LOH8024-3850 120 8 10 12 14 63.6 34.1 160.0 9 7898 35.5 27.6
HP288E3H4-3850 30 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288E4H4-3850 42 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288E5H4-3850 54 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288E7H4-3850 78 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288EOH4-3850 114 14 63.6 34.1 40.0 9 7898 35.5 27.6
HP288E7H44-3850 78 14 14 63.6 34.1 80.0 9 7898 35.5 27.6
HP288EOH44-3850 114 14 14 63.6 34.1 80.0 9 7898 35.5 27.6
HP288E3 30 63.6 34.1 NA 9 7898 35.5 27.6
HP288E5 54 63.6 34.1 NA 9 7898 35.5 27.6
HP288E7 78 63.6 34.1 NA 9 7898 35.5 27.6
HP288E0 114 63.6 34.1 NA 9 7898 35.5 27.6
HP350LS5H8-3850 60 8 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS5HO-3850 60 10 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS5H2-3850 60 12 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS5H4-3850 60 14 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS5H80-3850 60 8 10 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS5H02-3850 60 10 12 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS5H24-3850 60 12 14 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS7H8-3850 84 8 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS7HO-3850 84 10 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS7H2-3850 84 12 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS7H4-3850 84 14 105.0 62.7 40.0 7 17500 40.0 40.0
HP350LS7H80-3850 84 8 10 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS7H02-3850 84 10 12 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS7H24-3850 84 12 14 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LS7H802-3850 84 8 10 12 105.0 62.7 120.0 7 17500 61.3 61.3
HP350LS7H024-3850 84 10 12 14 105.0 62.7 120.0 7 17500 61.3 61.3
HP350LSOH80-3850 120 8 10 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LSOH02-3850 120 10 12 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LSOH24-3850 120 12 14 105.0 62.7 80.0 7 17500 61.3 61.3
HP350LSOH802-3850 120 8 10 12 105.0 62.7 120.0 7 17500 61.3 61.3
HP350LSOH024-3850 120 10 12 14 105.0 62.7 120.0 7 17500 61.3 61.3
HP350LSOH8024-3850 120 8 10 12 14 105.0 62.7 160.0 7 17500 61.3 61.3
HP350E5H4-3850 60 14 105.0 62.7 40.0 7 17500 61.3 61.3
HP350E7H4-3850 84 14 105.0 62.7 40.0 7 17500 61.3 61.3
HP350EOH4-3850 120 14 105.0 62.7 40.0 7 17500 61.3 61.3
HP350E7H44-3850 84 14 14 105.0 62.7 80.0 7 17500 61.3 61.3
HP350EOH44-3850 120 14 14 105.0 62.7 80.0 7 17500 61.3 61.3
HP350E3 36 105.0 62.7 NA 7 17500 61.3 61.3
HP350E4 48 105.0 62.7 NA 7 17500 61.3 61.3
HP350E5 60 105.0 62.7 NA 7 17500 61.3 61.3
HP350E7 84 105.0 62.7 NA 7 17500 61.3 61.3
HP350E0 120 105.0 62.7 NA 7 17500 61.3 61.3
For SI: 1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN, 1lbf-ft=1.356 N-m.
NA=not applicable
'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel.
ESR-3074 I Most Widely Accepted and Trusted Page 12 of 15
2Shaft compression capacity(P2)is based on fully braced conditions as described in Section 4.1.3.
'Helix capacity(P3)is applicable to both tension and compression loading and is based on a 40-kip allowable capacity per helix plate.Helix plate capacity for
extension sections is considered additive to the system capacity.Total helix plate capacity is the sum of the helix plate capacity of the lead section and helix plate
capacity of the helical extensions.
°Shaft torsion rating is the maximum torsion that can be applied to the shaft during the helical pile installation.
'Torque correlated soil capacity(P4)is applicable to both tension and compression loading and is based on torque correlation per Section 4.1.5,with piles
installed at the maximum torsion rating.
'For piles with extension(s),shaft coupling(s)must be installed in accordance with Sections 3.2.1 and 4.2.2 of this report.
SHAFT LENGTH"L"
4 .U,
o0
PILE SHAFT
HELIX DIAMETER HELIX DIAMETER"B"
HELIX DIAMETER"C"
HELIX DIAMETER"D"
NET SHAFT LENGTH"L"
COUPLER PILE SHAFT
l00 V 00
HELIX DIAMETER"A" 4HELIX DIAMETER"B"
FIGURE 3—TYPICAL HP288 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES
SHAFT LENGTH"L"
PILE SHAFT
SPIRAL TIP
OO
HELIX DIAMETER"A" HELIX DIAMETER"B" HELIX DIAMETER"C"
HELIX DIAMETER"D"
SHAFT LENGTH"L"
4 DETACHED COUPLER PILE SHAFT--
IooOOI
HELIX DIAMETER"A"A HELIX DIAMETER"B"
FIGURE 4—TYPICAL HP350 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES
ESEVALUATION
IMES Evaluation Report ESR-3074 LABC and LARC Supplement
Reissued July 2021
This report is subject to renewal July 2023.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council°
DIVISION: 31 00 00—EARTHWORK
Section:31 63 00—Bored Piles
REPORT HOLDER:
SUPPORTWORKS, INC.
EVALUATION SUBJECT:
SUPPORTWORKS HELICAL FOUNDATION SYSTEMS
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Supportworks Helical Foundation Systems, described
in ICC-ES evaluation report ESR-3074, have also been evaluated for compliance with the code noted below as adopted by
the Los Angeles Department of Building and Safety(LADBS).
Applicable code editions:
■ 2020 City of Los Angeles Building Code(LABC)
■ 2020 City of Los Angeles Residential Code(LARC)
2.0 CONCLUSIONS
The Supportworks Helical Foundation Systems, described in Sections 2.0 through 7.0 of the evaluation report
ESR-3074, comply with the LABC Section 1810, and are subject to the conditions of use described in this supplement.
3.0 CONDITIONS OF USE
The Supportworks Helical Foundation Systems described in this evaluation report must comply with all of the following
conditions:
• All applicable sections in the evaluation report ESR-3074.
• The design, installation, conditions of use and identification of the helical foundation systems are in accordance with the
2018 International Building Code®(IBC) provisions noted in the evaluation report ESR-3074.
• The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17,
Sections 1803 and 1810.3.1.5, as applicable.
• The Supportworks Helical Foundation Systems are used to underpin foundations of existing structures or retrofit or
remediate deficient foundations of existing structures, and must not be used to support new structures.
• The Supportworks Helical Foundation Systems must not be used to resist any horizontal loads.
• The Supportworks Helical Foundation Systems that include new construction brackets are not applicable to this supplement.
• Sections 5.2 and 5.16 of the evaluation report ESR-3074 are not applicable to this supplement.
• Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted.
This supplement expires concurrently with the evaluation report, reissued July 2021.
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed
as an endorsement ofthe subject ofthe report or a recommendation for its use.There is no warranty byICC Evaluation Service,LLC,express or implied,as io
to arty finding or other matter in this report,or as to any product covered by the report
Copyright 0 2021 ICC Evaluation Service,LLC. All rights reserved. Page 13 of 15
ESEVALUATION
IMES Evaluation Report ESR-3074 CBC and CRC Supplement
Issued July 2021
This report is subject to renewal July 2023.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council°
DIVISION: 31 00 00—EARTHWORK
Section: 31 63 00—Bored Piles
REPORT HOLDER:
SUPPORTWORKS, INC.
EVALUATION SUBJECT:
SUPPORTWORKS HELICAL FOUNDATION SYSTEMS
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that Supportworks Helical Foundation Systems, described in
ICC-ES evaluation report ESR-3074, have also been evaluated for compliance with the codes noted below.
Applicable code editions:
■ 2019 California Building Code(CBC)
For evaluation of applicable chapters adopted by the California Office of Statewide Health Planning and Development
(OSHPD)and Division of State Architect(DSA), see Sections 2.1.1 and 2.1.2 below.
■ 2019 California Residential Code(CRC)
2.0 CONCLUSIONS
2.1 CBC:
The Supportworks Helical Foundation Systems, described in Sections 2.0 through 7.0 of the evaluation report ESR-3074,
comply with CBC Chapter 18, provided the design and installation are in accordance with the 2018 International Building
Code® (IBC) provisions noted in the evaluation report and the additional requirements of CBC Chapters 16, 17 and 18, as
applicable.
2.1.1 OSHPD:
The applicable OSHPD Sections and Chapters of the CBC are beyond the scope of this supplement.
2.1.2 DSA:
The applicable DSA Sections and Chapters of the CBC are beyond the scope of this supplement.
2.2 CRC:
The Supportworks Helical Foundation Systems, described in Sections 2.0 through 7.0 of the evaluation report ESR-3074,
comply with CRC Chapter 3, provided the design and installation are in accordance with the 2018 International Residential
Code®(IRC) provisions noted in the evaluation report.
This supplement expires concurrently with the evaluation report, reissued July 2021.
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed
as an endorsement ofthe subject ofthe report or a recommendation for its use.There is no warranty byICC Evaluation Service,LLC,express or implied,as i
to arty finding or other matter in this report,or as to any product covered by the report
Copyright 0 2021 ICC Evaluation Service,LLC. All rights reserved. Page 14 of 15
ESEVALUATION
IMES Evaluation Report ESR-3074 FBC Supplement
Reissued July 2021
This report is subject to renewal July 2023.
www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council°
DIVISION: 31 00 00—EARTHWORK
Section: 31 63 00—Bored Piles
REPORT HOLDER:
SUPPORTWORKS, INC.
EVALUATION SUBJECT:
SUPPORTWORKS HELICAL FOUNDATION SYSTEMS
1.0 REPORT PURPOSE AND SCOPE
Purpose:
The purpose of this evaluation report supplement is to indicate that the Supportworks, Inc. (Supportworks) Models HP288 and
HP350 Helical Foundation Systems, described in ICC-ES evaluation report ESR-3074, have also been evaluated for
compliance with the codes noted below.
Applicable code editions:
■ 2020 Florida Building Code—Building
■ 2020 Florida Building Code—Residential
2.0 CONCLUSIONS
The Supportworks Models HP288 and HP350 Helical Foundation Systems, described in Sections 2.0 through 7.0 of the
evaluation report ESR-3074, comply with the Florida Building Code—Building and the Florida Building Code—Residential,
provided the design requirements are determined in accordance with the in accordance with the Florida Building Code—
Building and the Florida Building Code—Residential, as applicable. The installation requirements noted in ICC-ES evaluation
report ESR-3074 for the 2018 International Building Code®meet the requirements of the Florida Building Code—Building and
the Florida Building Code—Residential.
Use of the Supportworks Models HP288 and HP350 Helical Foundation Systems for compliance with the High-Velocity
Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential has not been
evaluated, and is outside the scope of this evaluation report.
For products falling under Florida Rule 61 G20-3,verification that the report holder's quality-assurance program is audited by
a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the
responsibility of an approved validation entity(or the code official,when the report holder does not possess an approval by the
Commission).
This supplement expires concurrently with the evaluation report ESR-3074, reissued July 2021.
ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed
as an endorsement ofthe subject ofthe report or a recommendation for its use.There is no warranty byICC Evaluation Service,LLC,express or implied,as u�
to arty finding or other matter in this report,or as to any product covered by the report
Copyright 0 2021 ICC Evaluation Service,LLC.All rights reserved. Page 15 of 15