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Report (59) //Pt 5r�•-o f? •oliJ�1...�` :a # V^-[ !Gj3 ecw AS(i,tgvr�4/.6 Es 'EVALUATION Most Widely Accepted and Trusted SERVICE (C. Innovation ICC-ES Evaluation Report ESR-3074 ICC-ESI (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 07/2017 This report is subject to renewal 07/2019. DIVISION: 3100 00-EARTHWORK SECTION: 3163 00-BORED PILES RF CEIVED OCT 16 ?O17 REPORT HOLDER: On OF TIGA D FOUNDATION SUPPORTORKS, INC.UI�� O N W 12330 CARY CIRCLE OMAHA, NEBRASKA 68128 EVALUATION SUBJECT: FOUNDATION SUPPORTWORKS HELICAL FOUNDATION SYSTEMS ICC ICC ICClik„,...11%71) r„, C PMG LISTED Look for the trusted marks of Conformity! �� "2014 Recipient of Prestigious Western States Seismic Policy Council ■. (WSSPC)Award in Excellence" A Subsidiary of MOE moor ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not 'ce""Y1 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as "CC°E°"D to any findingor other matter in this report, or as to anyproduct covered byProduct°C Mfi p the report. a Body Accrie Waco Copyright©2017 ICC Evaluation Service, LLC. All rights reserved. it L21 r ,,,r,,,;,,;n Most Widely Accepted and Trusted L.ICC-ES Evaluation Report ESR-3074 Reissued July 2017 This report is subject to renewal July 2019. www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 31 00 00—EARTHWORK 3.2 System Components: Section:31 63 00—Bored Piles FSI Models HP288 and HP350 helical foundation REPORT HOLDER: systems include a lead shaft (HP288L and HP350LS, respectively), extension shafts (HP288E and HP350E, FOUNDATION SUPPORTWORKS,INC. respectively), Type A side-load brackets (FS288B and 12330 CARY CIRCLE FS288BL for Model HP288, and HP350BS for Model OMAHA,NEBRASKA 68128 HP350), and Type B direct-load brackets (HP288NCB (800)281-5845 and HP288NCB8 for Model HP288, and HP350NCB and www.foundationsupportworks.com HP350NCB8 for Model HP350), for attachment to jkortan( supportworks.com concrete foundations. 3.2.1 Helical Lead Sections and Extensions: FSI EVALUATION SUBJECT: helical pile lead sections consist of one or more helical- shaped circular steel plates factory-welded to a central FOUNDATION SUPPORTWORKS HELICAL steel shaft.The depth of the helical piles in soil is typically FOUNDATION SYSTEMS extended by adding one or more steel shaft extensions that are mechanically connected together by couplings,to 1.0 EVALUATION SCOPE form one,continuous steel pile. Compliance with the following codes: The central steel shaft of the HP288 lead and • 2015, 2012, 2009 and 2006 International Building extension sections is a round, 27/e-inch-outside-diameter Code®(IBC) (73 mm), 0.276-inch-nominal-wall-thickness (7.0 mm), hollow structural section. The central steel shaft of the • 2013 Abu Dhabi International Building Code(ADIBC)t HP350 lead and extension sections is a round, 31/2-inch- iThe ADIBC is based on the 2009 IBC. 2009 IBC code sections outside-diameter (88.9 mm), 0.340-inch-nominal-wall- referenced in this report are the same sections in the ADIBC. thickness(8.6 mm),hollow structural section.The various shaft lead and extension configurations are listed in Properties evaluated: Table 5. • Structural Each helical steel bearing plate (helix) is 0.375 inch • Geotechnical (9.5 mm)thick,and has a 3-inch(76 mm)pitch and spiral edge geometry with an outer diameter of 8, 10, 12 or 2.0 USES 14 inches (203, 254, 305 or 356 mm). The helices are Foundation Supportworks, Inc. (FSI), Models HP288 and welded to the helical shaft.The lead helix is located about HP350 Helical Foundation Systems are used either to 4 inches from the tip of the shaft lead section. The underpin foundations of existing structures or to form extensions may consist of the shaft only or include helix deep foundations for new structures, and are designed to plates. transfer axial compression and axial tension loads from The HP288 extension section couplings consist of a the supported structures to suitable soil bearing strata. round,6-inch-long (152.4 mm), 31/2-inch-outside-diameter 3.0 DESCRIPTION (89 mm), 0.281-inch-nominal-wall-thickness (7.1 mm), hollow structural section outer sleeve, and two 3/4-inch- 3.1 General: diameter (19.1 mm) standard hex threaded bolts and FSI Models HP288 and HP350 helical foundation systems matching standard hex jam nuts. The pipe sleeve is factory-welded to the end of the extension section. (See consist of a central lead shaft with one or more helical- Figure 3.) shaped steel bearing plates, extension shafts, which may or may not consist of helical bearing plates, shaft The HP350 extension section couplings consist of a couplings that connect multiple shaft sections, and a round, 11%-inch-long (152.4 mm), 4/4-inch-outside- bracket that allows for attachment to the supported diameter (108 mm), 0.344-inch-nominal-wall-thickness structure. The shafts with helix bearing plates are (8.7 mm), hollow structural section outer sleeve, and four screwed into the ground by application of torsion and the 1-inch-diameter (25.4 mm) standard hex threaded bolts shaft is extended until a desired depth and/or a suitable and matching standard hex jam nuts. The pipe sleeve is soil or bedrock bearing stratum is reached. slip-fitted over the connected sections.(See Figure 4.) ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be MI eil construed as an eadorxemertt of the subject of the report or a recommendation fin-its use.There is no warranty by ICC Evaluation Service.LLC,express or implied.as to any finding or other mutter in this report.or as to any product covered by the report. Qatz . :: ,.. Copyright©2017 International Code Council,LLC.All rights reserved. Page 1 of 13 ESt R-3074 I Most Widely Accepted and Trusted Page 2 of 13 3.2.2 Brackets: Brackets are constructed with factory- The HP288NCB bracket is manufactured from a welded steel plate and steel pipe components. The 5.06-inch-long (128.5 mm), 31/2-inch-outside-diameter different brackets are described in Sections 3.2.2.1 (89 mm), 0.250-inch-nominal-wall-thickness (6.4 mm) through 3.2.2.3. steel pipe sleeve which is factory-welded to a 3/4-inch- 3.2.2.1 Retrofit Bracket Assemblies FS288B and thick (19.1 mm), 6-inch-square (152 mm)steel cap plate. FS288BL: The FS288B and FS288BL bracket The bracket is attached to the shaft with two /a-inch- assemblies are designed for use with the HP288 helical diameter(319.1 mm)standard hex threaded bolts and with shaft and are used to transfer axial compressive loading matching /a-inch (19.1 mm)standard hex jam nuts. (See from existing concrete foundations to the HP288 helical Figure 2A.) piles. The bracket assembly consists of an FS288B or The HP288NCB8 bracket is identical to the HP288NCB FS288BL bracket, an external pipe sleeve (FS288ES30 bracket except that the HP288NCB8 cap plate is an or FS288ES48),a cap plate(FS288C),two threaded rods 8-inch-square(203 mm)steel plate.(See Figure 2A.) and matching nuts. (See Figures 1A and 1B.) The HP350NCB bracket is manufactured from a The FS288B and FS288BL brackets are constructed 6.28-inch-long (160 mm), 41/4-inch-outside-diameter from factory-welded, 0.250-inch-, 0.375-inch- and 0.500- (108 mm), 0.313-inch-nominal-wall-thickness (8.0 mm) inch-thick(6.4 mm,9.5 mm, and 12.7 mm)steel plates. steel pipe sleeve which is factory-welded to a 3/4-inch- The external sleeve(FS288ES30)is manufactured from thick (19.1 mm), 7-inch-square (178 mm)steel cap plate. a 30-inch-long (762 mm), 31/2-inch-outside-diameter The bracket is attached to the shaft with two 1-inch- (89 mm)and 0.216-inch-nominal-wall-thickness (5.5 mm) diameter(25.4 mm)standard hex threaded bolts and with pipe with a factory-welded end ring which consists matching 1-inch (25.4 mm) standard hex jam nuts. (See of a 3/4-inch-long (19.1 mm), 4.0-inch-outside-diameter Figure 2B.) (102 mm) and 0.226-inch-nominal-wall-thickness The HP350NCB8 bracket is identical to the HP350NCB (6.6 mm) pipe. The FS288ES48 external sleeve is bracket except that the HP350NCB8 cap plate is an identical to the FS288ES30 except that the FS288ES48 8-inch-square(203 mm)steel plate.(See Figure 2B.) is 48 inches(1219 mm)long. The FS288C cap plate assembly is manufactured from 3.3 Material Specifications: a 112-inch-long (12.7 mm), 31/2-inch-outside-diameter 3.3.1 HP288 Lead and Extension Shafts: The HP288 (89 mm), 0.216-inch-nominal-wall-thickness (5.5 mm) leads and extensions are carbon steel round structural steel pipe that is factory-welded to a 1-inch-thick tubes that conform to ASTM A500, Grade B or C, having (25.4 mm), 5-inch-wide (127 mm), 9-inch-long (229 mm) a minimum yield strength of 60 ksi (413 MPa) and a steel plate. The cap plate is attached to the retrofit minimum tensile strength of 70 ksi (483 MPa). The shaft bracket with two /4-inch-diameter-by-16-inch-long finish is either plain steel or hot-dip galvanized in (19.1 mm by 406 mm) threaded rods, and matching accordance with ASTM A123. la-inch (19.1 mm) heavy hex nuts. (See Figures 1A and 1B.) 3.3.2 HP350 Lead and Extension Shafts: The HP350 3.2.2.2 Retrofit Bracket Assembly HP3506S: The leads and extensions are carbon steel round structural HP350BS bracket assembly is designed for use with the tubes that conform tor ASTM of 65 ksi (44844 B or andhana HP350 helical shaft and is used to transfer axial a minimum yield strength 65 MPa) a minimum tensile strength of 75 ksi (517 MPa). The shaft compressive loading from existing concrete foundations finish is either plain steel or hot-dip galvanized in to the HP350 helical piles.The bracket assembly consists accordance with ASTM A123. of a HP350BS bracket, an external pipe sleeve (FS350ES30), a cap plate (FS350C), two threaded rods 3.3.3 Shaft Coupling: and matching nuts.(See Figure 1C.) 3.3.3.1 Pipe Sleeves (For HP288 and HP350 Shafts): The HP350BS brackets are constructed from factory- The sleeves are carbon steel round structural tubing that welded, 0.375-inch- and 0.500-inch-thick (9.5 mm, and conforms to ASTM A513, Type 5, Drawn Over a Mandrel 12.7 mm)steel plates. (DOM), Grade 1026, having a minimum yield strength of The external sleeve (FS350ES30)is manufactured from 70 ksi (483 MPa) and a minimum tensile strength of 80 a 30-inch-long (762 mm), 4-inch-outside-diameter (102 ksi (552 MPa). The sleeve finish is either plain steel or mm) and 0.226-inch-nominal-wall-thickness (6.6 mm) hot-dip galvanized in accordance with ASTM A123. pipe with one factory-flared end. 3.3.3.2 HP288 Bolts and Nuts: The steel coupling bolts The FS350C cap plate is manufactured from a 23/4-inch are 3/4-10 UNC 2A standard hex bolts conforming to SAE (69.9 mm) by 1%2-inch (38.1 mm), 0.25-inch-thick J429, Grade 8, having a minimum yield strength of (6.4 mm) steel capture plate that is factory-welded to a 130 ksi (896 MPa) and a minimum tensile strength of 1'/4-inch-thick(31.8 mm),8'/2-inch-wide(216 mm),4-inch- 150 ksi (1034 MPa). The matching steel nuts are /4-10 long (102 mm) steel plate. The cap plate is attached to UNC 2B standard hex jam nuts,conforming to SAE J995, the retrofit bracket with two 7/a-inch-diameter-by-l8-inch- Grade 5. The bolts and nuts are zinc-coated in long (22.2 mm by 457 mm)threaded rods, and matching accordance with ASTM B633, with coating classification 7/8-inch(22.2 mm)heavy hex nuts.(See Figure 1C.) Fe/Zn 8. 3.2.2.3 New Construction Brackets HP288NCB, 3.3.3.3 HP350 Bolts and Nuts: The steel coupling bolts HP288NCB8, HP350NCB and HP350NCB8: are 1-8 UNC 2A standard hex bolts conforming to SAE HP288NCB, HP288NCB8, HP350NCB and HP350NCB8 J429, Grade 5, having a minimum yield strength of 92 ksi brackets are designed for embedment in cast-in-place (634 MPa) and a minimum tensile strength of 120 ksi concrete foundations. The brackets are used to support (827 MPa). The matching steel nuts are 1-8 UNC 2B axial tensile and compressive loads that are concentric standard hex jam nuts,conforming to SAE J995, Grade 5. with the longitudinal axis of the shaft. (See Figures 2A The bolts and nuts are zinc-coated in accordance with and 2B.) ASTM B633,with coating classification Fe/Zn 8. T s • ESR-3074 I Most Widely Accepted and Trusted Page 3 of 13 3.3.4 Helix Plates(For HP288 and HP350 Shafts):The cap plate finish is either plain steel or hot-dip galvanized steel plates conform to ASTM A572, Grade 50, having a in accordance with ASTM A123. minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The helix 3.3.6.4 Threaded Rods and Nuts:The 7/8-inch-diameter finish is the same as that of the shaft to which the helix is steel threaded rods conform to ASTM A193, Grade B7, factory-welded. having a minimum yield strength of 105 ksi (724 MPa) and a minimum tensile strength of 125 ksi(862 MPa).The 3.3.5 Retrofit Bracket Assemblies FS288B and matching 7/8-inch-diameter steel heavy hex nuts conform FS288BL: to ASTM A563 Grade DH or DH3, or ASTM A194 Grade 3.3.5.1 FS288B and FS288BL Brackets The steel 2H. The threaded rods and nuts are zinc-coated in plates used in the brackets conform to ASTM A36, having accordance with ASTM B633, with coating classification a minimum yield strength of 36 ksi (248 MPa) and a Fe/Zn 8. minimum tensile strength of 58 ksi (400 MPa). The 3.3.7 New Construction Brackets HP288NCB, bracket finish is either plain steel or hot-dip galvanized in HP288NCB8,HP350NCB and HP350NCB8: accordance with ASTM A123. 3.3.7.1 Plates: The steel plates conform to ASTM A36, 3.3.5.2 FS288ES30 and FS288ES48 Sleeves: The having a minimum yield strength of 36 ksi (248 MPa)and carbon steel structural round tubing, used for the 30-inch- a minimum tensile strength of 58 ksi (400 MPa). The and 48-inch-long (762 mm and 1219 mm) sleeves, plate finish is either plain steel or hot-dip galvanized in conforms to ASTM A500, Grade B or C, having a accordance with ASTM A123. minimum yield strength of 50 ksi (345 MPa) and a 3.3.7.2 Pipe Sleeves: The pipe sleeves are steel round minimum tensile strength of 62 ksi (427 MPa). The structural tubes that conform to ASTM A513, Type 5, /4-inch-long (19.1 mm) steel ring (collar) conforms to ASTM A53, Types E and S, Grade B, having a minimum Drawn Over a Mandrel (DOM), Grade 1026, having a yield strength of 35 ksi (241 MPa)and a minimum tensile minimum yield strength of 70 ksi (483 MPa) and a strength of 60 ksi (413 MPa). The sleeve finish is either minimum tensile strength of 80 ksi(552 MPa).The sleeve plain steel or hot-dip galvanized in accordance with ASTM finish is either plain steel or hot-dip galvanized in A123. accordance with ASTM A123. 3.3.5.3 FS288C Cap Plate Assembly: The 1/2-inch-long 3.3.7.3 Bolts and Nuts: The steel bolts and nuts are (12.7 mm) steel pipe conforms to ASTM A53, Types E those described in Section 3.3.3.2 for the HP288 shaft and S, Grade B, having a minimum yield strength of 35 and Section 3.3.3.3 for the HP350 shaft. ksi (241 MPa) and a minimum tensile strength of 60 ksi 4.0 DESIGN AND INSTALLATION (413 MPa). The steel cap plate conforms to ASTM A572, 4.1 Design: Grade 50, having a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi 4.1.1 General: Structural calculations (analysis and (448 MPa). The cap plate assembly finish is either plain design) and drawings, prepared by a registered design steel or hot-dip galvanized in accordance with ASTM professional, must be approved by the code official A123. for each project, and must be based on accepted 3.3.5.4 Threaded Rods and Nuts:The 3/4-inch-diameter engineering principles as described in IBC Section steel threaded rods conform to ASTM A193, Grade B7, 1604.4, and must conform to Section 1810 of the 2015, having a minimum yield strength of 105 ksi (724 MPa) 2012 and 2009 IBC (Section 1808 of the 2006 IBC).The and a minimum tensile strength of 125 ksi(862 MPa).The design method for the steel components is Allowable matching /4-inch-diameter steel heavy hex nuts conform Strength Design (ASD), described in IBC Section 1602 to ASTM A563 Grade DH or DH3, or ASTM A194 Grade and AISC 360 Section B3.4.The structural analysis must 2H. The threaded rods and nuts are zinc-coated in consider all applicable internal forces due to applied accordance with ASTM B633, with coating classification loads, structural eccentricity and maximum spans Fe/Zn 8. between helical foundations. The result of this analysis, and the structural capacities, shall be used to select a 3.3.6 Retrofit Bracket Assembly HP350BS: helical foundation system. 3.3.6.1 HP350BS Bracket: The steel plates used in the The ASD capacities of FSI helical foundation system bracket conform to ASTM A36, having a minimum yield components are indicated in Tables 1, 2, 3, and 5. The strength of 36 ksi (248 MPa) and a minimum tensile geotechnical analysis must address the suitability of the strength of 58 ksi (400 MPa). The bracket finish is either helical foundation system for the specific project. It must plain steel or hot-dip galvanized in accordance with ASTM also address the center-to-center spacing of the helical A123. piles, considering both effects on the supported 3.3.6.2 FS350ES30 Sleeve: The carbon steel structural foundation and structure and group effects on the pile-soil round tubing, used for the 30-inch-long (762 mm)sleeve, capacity. The analysis must include estimates of the axial conforms to ASTM A500, Grade B or C, having a tension and/or compression capacities of the helical piles, minimum yield strength of 50 ksi (345 MPa) and a whatever is relevant for the project,and the expected total minimum tensile strength of 62 ksi(427 MPa).The sleeve and differential foundation movements due to single pile finish is either plain steel or hot-dip galvanized in or pile group,as applicable. accordance with ASTM A123. A written report of the geotechnical investigation must 3.3.6.3 FS350C Cap Plate: The 1%-inch-thick be submitted to the code official as one of the required (31.8 mm)steel plate conforms to ASTM A572,Grade 50, submittal documents, prescribed in Section 107 of the having a minimum yield strength of 50 ksi (345 MPa)and 2015,2012 and 2009 IBC (Section 106 of the 2006 IBC), a minimum tensile strength of 65 ksi (448 MPa). The at the time of the permit application. The geotechnical 0.25-inch-thick steel capture plate conforms to ASTM report must include, but need not be limited to, the A36, having a minimum yield strength of 36 ksi(248 MPa) following information: and a minimum tensile strength of 58 ksi (400 MPa).The 1. A plot showing the location of the soil investigation. ESR-3074 I Most Widely Accepted and Trusted Page 4 of 13 2. A complete record of the soil boring and penetration and the shaft couplings. The shaft elastic shortening or test logs and soil samples. lengthening can be determined from the equation: 3. A record of soil profile. P.L shaft= A-E (Eq. 1) 4. Information on groundwater table, frost depth and where: corrosion-related parameters, as described in Section 5.5 of this report. 'shaft = change in shaft length due to elastic shortening 5. Soil properties, including those affecting the design or lengthening(inches) such as support conditions for the piles. P = applied axial compression or tension load(lbf) 6. Recommendations for design criteria, including but L = pile shaft length(inches) not limited to mitigations of effects of differential A = shaft cross-sectional area(in2)(see Table 4) settlement and varying soil strength, and effects of adjacent loads. E = shaft steel modulus of elasticity (psi) (see 7. Field inspection and reporting procedures (to include Table 4) procedures for verification of the installed bearing 4.1.4 Helix Plate Capacity (P3): The allowable axial capacity when required). compression and tension load capacities (P3) for each individual helical plate diameter(8, 10, 12 or 14 inches)is 8. Load test requirements. 40 kips(177.9 kN). (See Tables 1,2, 3 and 5.)For helical 9. Any questionable soil characteristics and special piles with more than one helix, the allowable helix design provisions,as necessary. capacity (P3) for the helical foundation system may be 4.1.2 Bracket Capacity (P1): Only the localized limit taken as the sum of the allowable capacity of each state of concrete bearing strength in compression has individual helix. been evaluated for this evaluation report. All other limit 4.1.5 Soil Capacity (P4): The allowable axial states related to the concrete foundation, such as those compressive or tensile soil capacity (P4) can be limit states described in Chapter 17 of ACI 318-14 under estimated by a registered design professional in the 2015 IBC(ACI 318 Appendix D under the 2012, 2009 accordance with a site-specific geotechnical report, as and 2006 IBC), punching (two-way) shear, beam (one- described in Section 4.1.1, combined with the individual way) shear, and flexural (bending) related limit states, helix bearing method (Method 1), or from field loading have not been evaluated for this evaluation report. The tests conducted under the supervision of a registered concrete foundation must be designed and justified to the design professional (Method 2). For either Method 1 or satisfaction of the code official with due consideration to Method 2, the predicted axial load capacities must be all applicable limit states, and the direction and confirmed during the site-specific production installation, eccentricity of applied loads, including reactions provided such that the axial load capacities predicted by the torque by the brackets acting on the concrete foundation. (See correlation method are equal to or greater than those Tables 1,2 and 3.) predicted by Method 1 or 2,described above. 4.1.3 Shaft Capacity (P2): The tops of shafts must be With the individual helix bearing method, the total braced as prescribed in Section 1810.2.2 of the 2015, nominal axial load capacity of the helical pile is 2012 and 2009 IBC(Section 1808.2.5 of the 2006 IBC).In determined as the sum of the individual areas of the accordance with Section 1810.2.1 of the 2015, 2012 and helical bearing plates times the ultimate bearing 2009 IBC (Section 1808.2.9 of the 2006 IBC), any soil capacities of the soil or rock comprising the respective other than fluid soil is deemed to afford sufficient lateral bearing strata for the plates. support to prevent buckling of systems that are braced. The design allowable axial load must be determined by When piles are standing in air, water or fluid soils, the dividing the total ultimate axial load capacity predicted by unbraced length is defined as the length of pile that is either Method 1 or 2,above,by a factor of safety(FOS)of standing in air,water or fluid soils plus an additional 5 feet at least 2.0. (1524 mm)when embedded into firm soil,or an additional 10 feet (3048 mm) when embedded into soft soil. Firm With the torque correlation method, the total ultimate soils are defined as any soil with a Standard Penetration and allowable axial load capacities are predicted as Test (SPT) blow count of five or greater. Soft soil is follows: defined as any soil with an SPT blow count greater than Quit =Kt T (Eq.2) zero and less than five. Fluid soil is defined as any soil with an SPT blow count of zero[weight of hammer(WOH) Qaii =Q,n/FOS (Eq.3) or weight of rods (WOR)].The SPT blow counts must be FOS>_ 2.0 determined in accordance with ASTM D1586. For fully braced conditions where the pile is installed in Where: accordance with Section 1810.2.2 of the 2015, 2012 and Quit = Ultimate axial tensile or compressive capacity (lbf 2009 IBC(Section 1808.2.5 of the 2006 IBC)and piles do or N)of the helical piles. not stand in air, water, or fluid soils, the allowable shaft Qan= Allowable axial tensile or compressive capacity capacities must not exceed the maximum design loads P P y shown in Tables 1, 2 and 5. Shaft capacities of helical (P4)(lbf or N)of the helical piles. See Tables 1,2, foundation systems in air, water or fluid soils must be 3 and 5 for the allowable soil capacity of the determined by a registered design professional. The ASD HP288 and HP350 systems, based on the torque shaft tension capacities are shown in Tables 3 and 5,the correlation method. ASD shaft compression capacities are shown in Tables 1, Kc =Torque correlation factor.(See Table 5.) 2 and 5,and the shaft torsional rating is shown in Table 5. T = Final installation torque, which is the final torque The elastic shortening/lengthening of the pile shaft will recorded at the termination (final) depth of the be controlled by the applied loads and the mechanical installed pile during the field installations (lbf-ft or and geometrical properties of the HP288 or HP350 shafts N-m). ESR-3074 I Most Widely Accepted and Trusted Page 5 of 13 4.1.6 Foundation System:The ASD allowable capacity torque must not exceed 7,898 ft-lbs (10 708 N-m)for the of the FSI helical foundation system in tension and HP288 shaft and must not exceed 17,500 ft-lbs compression depends upon the analysis of interaction of (23,727 N-m) for the HP350 shaft. See Section 5.0 for brackets, shafts, helical plates and soils; must be the further installation conditions of use. lowest value of P1, P2, P3 and P4;and must be no larger 4.2.3 Retrofit Bracket Installation: than 60 kips(266.9 kN). 4.1.6.1 Foundation System (2015, 2012 and 2009 1. An area must be excavated to expose the footing with IBC): Under the 2015, 2012 and 2009 IBC,the additional an excavation approximately 3 feet (914 mm) square and with a depth of about 13 inches (330 mm) below requirements described in this section (Section 4.1.6.1) the bottom of the footing. The soil is removed below must be satisfied. For all design methods permitted under the bottom of the footing to about 9 inches (229 mm) Section 4.1.1 of this report, the allowable axial from the footing face in the area where the bracket compressive and tensile load of the helical pile system bearing plate will be placed. The vertical and bottom must be based on the least of the following conditions in faces of the footing must, to the extent possible, be accordance with 2015, 2012 and 2009 IBC Section smooth and at right angles to each other for the 1810.3.3.1.9: mounting of the support bracket. • P4: Allowable load predicted by the individual helix 2. Notching of footings may be needed to place the bearing method (or Method 1) described in Section retrofit bracket directly under the wall/column. 4.1.5 of this report. Notching must be performed, however, only with the • P4: Allowable load predicted by the torque correlation acceptance of the registered design professional and method described in Section 4.1.5 of this report. the approval of the 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 factor of safety of at and free of all soil,debris and loose concrete so as to least 2.0. This allowable load will be determined by a provide a full and firm contact of the retrofit bracket registered design professional for each site-specific plates. condition. 4. The edge of the lead section shaft must be located • P2: Allowable capacities of the shaft and shaft about 11/2 inches(38 mm)from the bottom edge of the couplings.See Section 4.1.3 of this report. footing with a required angle of inclination of 3.0± 1.0 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 bearing plates affixed to the pile shaft. See Section shaft. Installation must be as described in Section 4.1.4 of this report. 4.2.2. • P1: Allowable axial load capacity of the bracket. See 5. When the final bearing depth is reached, the pile Section 4.1.2 of this report. shafts are cut to approximately 13 inches (330 mm) 4.2 Installation: above the bottom of footing. 6. The external sleeve must be placed through the 4.2.1 General: The FSI helical foundation systems must bracket body and over the shaft. Once under the be installed by FSI trained and certified installers. The footing, the bracket must be rotated 180 degrees FSI helical foundation systems must be installed in toward the footing. The bracket must be raised up to accordance with Section 4.2, 2015, 2012 and 2009 IBC the footing and held in place while the thread rods and Section 1810.4.11, site-specific approved construction cap plate are attached. documents (engineering drawings and specifications), and the manufacturer's written installation instructions. In 7. The cap plate and all thread rods and tightening nuts case of conflict,the most stringent requirement governs. must be installed to snug the bracket to the bottom of the footing. 4.2.2 Helical Pile Installation: The helical piles are typically installed using hydraulic rotary motors having 8. Soil must be placed and compacted adequately up to forward and reverse capabilities. The foundation piles the bottom of the bracket prior to structural lift or load must be aligned both vertically and horizontally as transfer. specified in the approved plans.The helical piles must be 9. A lift cylinder can be used to lift the structure to installed in a continuous manner with the pile advancing desired elevation and to transfer the designated at a rate equal to at least 85 percent of the helix pitch per portion of the foundation load to the helical pile revolution at the time of final torque measurement. system. Installation speeds must be limited to less than 25 10.Liftingof the existingfoundation structure must be revolutions per minute (rpm). The lead and extension sections must be attached to the drive head with a verified by the registered design professional and is product adaptor supplied by FSI. Torque readings must subject to approval of the code official to ensure be taken at minimum intervals corresponding to each lead that the foundation and superstructure are not or extension section length and at final termination depth. overstressed. The lead and extension sections are connected with the 11.Field installation logs must be completed and coupling bolts and nuts described in Section 3.2.1, and excavation pits or trenches must be backfilled and tightened to a snug-tight condition as defined in Section compacted. Proper compaction procedures must J3 of AISC 360.The final installation torque must equal or comply with the approved construction documents for exceed that as specified by the torque correlation method any site-specific requirement. When possible or as (see Section 4.1.5), in order to support the allowable required by the approved construction document, design loads of the structure using a torque correlation grades or other means must be constructed to allow factor(Kr)of 9 ft-1 (29.5 m"')for the HP288 shaft and a Kt proper, positive surface drainage away from the of 7 ft"' (23.0 m'') for the HP350 shaft. The installation structure. ESR-3074 I Most Widely Accepted and Trusted Page 6 of 13 4.2.4 New Construction Bracket Installation: 5.3 Installations of the helical foundation systems are 1. The helical pile must be installed in accordance with limited to regions of concrete members where Section 4.2.2 with an allowable angular tolerance oft analysis indicates no cracking occurs at service load 1 degree from the vertical. levels. 2. The top of pile elevation must be established and 5.4 Retrofit and new construction brackets must be used must be consistent with the specified elevation. If definedonly to support ionstr1810.es that are laterally braced012as necessary, the pile can be cut off in accordance 09IBCin Section n 1808.2.5.2 of of theo 2015,I ). and with the manufacturer's instructions at the required 2009 (Section the 2006 IBC). elevation. 5.5 Use of FSI helical foundation systems in exposure conditions to soil that are indicative of potential pile 3. The new construction bracket must be placed over the deterioration or corrosion situations as defined by top of the pile, with the bracket cap plate in full, direct the following: (1) soil resistivity of less than contact(bearing)with the top of the pile shaft. 1,000 ohm-cm; (2)soil pH of less than 5.5; (3) soils 4. If the pile is used to resist tension forces, the new with high organic content; (4) soil sulfate construction bracket must be embedded with proper concentrations greater than 1,000 ppm; (5) soils distance into the footing or grade beam as required to located in a landfill;or(6)soil containing mine waste, resist the tension loads as determined by a registered is beyond the scope of this evaluation report. design professional. For piles used to resist tension or 5.6 Zinc-coated steel and bare steel components must compression loads, each new construction bracket not be combined in the same system, except where must be through-bolted to the helical pile shaft with the sacrificial thickness (Ts) for the zinc-coated two bolts and matching nuts as specified in Sections components is taken as that given for bare steel 3.2.2.3 and 3.3.7.3, and installed to a snug-tight components (0.036 inch or 915 pm). All helical condition in accordance with Section 4.2.2. Refer to foundation components must be galvanically isolated Tables 2 and 3 for the proper embedded edge from concrete reinforcing steel, building structural distance requirements for the shaft and bracket. steel,or any other metal building components. 4.3 Special Inspection: 5.7 The new construction helical piles (piles with new Continuous special inspection in accordance with Section construction brackets) must be installed vertically 1705.9 of the 2015 and 2012 IBC(Section 1704.10 of the plumb into the ground with a maximum allowable 2009 IBC, and Section 1704.9 of the 2006 IBC) must be angle of inclination tolerance of 0° t 1°. To comply provided for the installation of foundation piles and with requirements found in Section 1810.3.1.3 of the foundation brackets. Where on-site welding is required, 2015, 2012 and 2009 IBC (Section 1808.2.8 of the special inspection in accordance with Section 1705.2 of 2006 IBC), the superstructure must be designed to the 2015 and 2012 IBC (Section 1704.3 of the 2009 and resist the effects of helical pile mislocation. 2006 IBC) is also required. Items to be confirmed by the 5.8 The retrofit helical piles must be installed at a special inspector include, but are not limited to, the maximum angle of inclination of 3.0 t 1.0 degrees manufacturer's certification of installers, verification of the from the vertical for the HP288 shaft and 3.2 t 1.0 product manufacturer, helical pile and bracket degrees from the vertical for the HP350 shaft. configuration and identification, inclination and position of the helical pies, the installation torque and depth of the 5.9 Special inspection is provided in accordance with foundation piles, compliance of the installation with the Section 4.3 of this report. approved construction documents and this evaluation 5.10 Engineering calculations and drawings, in report. accordance with recognized engineering principles 5.0 CONDITIONS OF USE as described in IBC Section 1604.4, and complying with Section 4.1 of this report and prepared by a Foundation Supportworks, Inc. (FSI), Models HP288 and registered design professional, are provided to, and HP350 Helical Foundation Systems described in this approved by,the code official. report comply with the 2015, 2012 and 2009 IBC,and are 5.11 The adequacy of the concrete structures that are suitable alternatives to what is specified in the 2006 IBC, connected to the FSI brackets must be verified by a subject to the following conditions: registered design professional, in accordance with 5.1 The FSI helical foundation systems are applicable code provisions, such as Chapter 13 of manufactured, identified and installed in accordance ACI 318-14 under the 2015 IBC (Chapter 15 of ACI with this report, approved construction documents 318-11, -08 and-05 under the 2012, 2009 and 2006 (engineering drawings and specifications), and the IBC respectively) and Chapter 18 of the IBC. The manufacturer's written installation instructions. In adequacy is subject to the approval of the code case of conflict, the most stringent requirement official. governs. 5.12 A geotechnical investigation report for each project 5.2 The FSI helical foundation systems have been site must be provided to the code official for approval evaluated for support of structures assigned to in accordance with Section 4.1.1 of this report. Seismic Design Categories A, B and C in 5.13 When using the alternative basic load combinations accordance with IBC Section 1613. Helical prescribed in IBC Section 1605.3.2, the allowable foundation systems that support structures assigned stress increases permitted by material chapters of to Seismic Design Category D, E or F, or that are the IBC (including Chapter 18) or the referenced located in Site Class E or F,are outside the scope of standards are prohibited. this report, and are subject to the approval of the code official, based upon submission of an 5.14 The minimum helical pile center-to-center spacing engineering design in accordance with the code by a must be three times the largest helical bearing plate registered design professional. diameters at the depth of bearing. For piles with ' ESR-3074 I Most Widely Accepted and Trusted Page 7 of 13 closer spacing, the pile allowable load reductions 5.18 Settlement of helical piles is beyond the scope of this due to pile group effects must be included in the evaluation report, and must be determined by a geotechnical report described in Section 4.1.1 of this registered design professional as required in Section report, and must be considered in the pile design by 1810.2.3 of the 2015, 2012 and 2009 IBC (Section a registered design professional. The spacing and 1808.2.12 of the 2006 IBC). load reductions, if applicable, are subject to the 5.19 The FSI helical foundation systems are approval of the code official. manufactured at the following facilities: Distefano 5.15 For piles supporting tension loads, the piles must be Technology& Manufacturing Company, 3838 South installed such that the minimum depth from the 108th Street, Omaha, Nebraska; Behlen ground surface to the uppermost helix is 12D,where Manufacturing Company, 4025 East 23`d Street, D is the diameter of the largest helix. In cases where Columbus, Nebraska; and TSA Manufacturing, the installation depth is less than 12D, the minimum 14901 Chandler Road, Omaha, Nebraska. embedment depth must be determined by a Manufacturing is done under a quality-control registered design professional based on site-specific program with inspections by ICC-ES. soil conditions, and the determination is subject 6.0 EVIDENCE SUBMITTED to the approval of the code official. For tension applications where the helical pile is installed at an Data in accordance with the ICC-ES Acceptance Criteria embedment depth of less than 12D, the torque- for Helical Pile Systems and Devices (AC358), dated correlation soil capacity, P4, is outside of the scope June 2013(editorially revised September 2014). of this evaluation report. 7.0 IDENTIFICATION 5.16 Evaluation of compliance with Section 1810.3.11.1 of The FSI helical foundation system components described the 2015,2012 and 2009 IBC(Section 1808.2.23.1.1 in this report are identified by labels that include the report of the 2006 IBC) for buildings assigned to Seismic holder's name (Foundation Supportworks, Inc.);the name Design Category (SDC) C, and with Section and address of Distefano Technology & Manufacturing 1810.3.6 of the 2015, 2012 and 2009 IBC (Section Company, Behlen Manufacturing Company, or TSA 1808.2.7 of the 2006 IBC)for all buildings, is outside Manufacturing; the product name; the model number the scope of this evaluation report. Such compliance (HP288 or HP350); the part number; and the evaluation must be addressed by a registered design report number(ESR-3074). professional for each site,and the work of the design professional is subject to approval of the code official. 5.17 Requirements listed in the footnotes to Tables 1, 2, 3,and 5 must be satisfied. TABLE 1-HP288 AND HP350(WITH RETROFIT BRACKETS)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part , et ShaHelix P3 4 Minimum No, Sleeve Part No. Bracket Description Brackft ( ) Number Soil Foundation z 3 (Per Helix 6 7 (P1) (P2) Plate) of Helix (P4) System Plates FS288B FS288ES30 HP288 Standard Bracket w/30" 24.9 60.0 40.0 1 35.5 24.9 FS288B-G FS288ES30-G Sleeve 27.9 60.0 40.0 1 35.5 27.9 FS288B FS288ES48 HP288 Standard Bracket w/48" 31.4 60.0 40.0 1 35.5 31.4 FS288B-G FS288ES48-G Sleeve 35.1 60.0 40.0 1 35.5 35.1 FS288BL FS288ES30 HP288 Low Profile Bracket 25.3 60.0 40.0 1 35.5 25.3 FS288BL-G FS288ES30-G w/30"Sleeve 28.2 60.0 40.0 1 35.5 28.2 HP350BS FS350ES30 HP350 Standard Bracket w/30" 45.4 60.0 40.0 2 60.0 45.4 HP350BS-G FS350ES30-G Sleeve 49.2 60.0 40.0 2 60.0 49.2 For SI:I inch=25.4 mm,1 kip=1000 lbf=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 5'-0"unbraced pile length per Section 1810.2.1 of the 2015,2012 and 2009 IBC(Section 1808.2.9.2 of the 2006 IBC),having a maximum of one coupling, 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. toil 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. ESR-3074 I Most Widely Accepted and Trusted Page 8 of 13 Nva each sodndseachend NI"each end Cap a t Z s) trt z� '+� tFsa�o"aPc) {Threaded�a t F ' Vt R szt(Fz{175 thy ` r (mwm-S210-2.058-18) ts2sec) Cap (F3286C) 11 I EXISTING •M1 Threaded Rod»-- €xI$TIers' ` • • EAS MG Stantlerd3ierket 8TRX1017.4 (HWTR.S21tl-11)75-t6) ". " eTrtnceTURt STRUCTURE i■ !lam{ {', • Low ProA)e 8rarket 1 '''• -- (F0200410 NP35t)BS tFs26se1y � tsRncxET - ', l ..i 'I rd • �'" ti I , ,'` �ter°� ' f r, 4 ti J 30"Stseva 30"of 48'Meow r• rl ' j 30"Sleeve (FS350€S30)°l„f (F3288Eb30 or \ ` i „"„.-:,::;',7°,, (F528855 ) i FS28eE548) � HP288 \ • r PIER SHAFT PIER SHAFT i ✓HP266 ` I� C«+P r .!r "° ;• ✓ PIER SHAFT f Nuts CouFler 9oME and Nuts s. �;LL,g ;•ti .. \.,', r,4.w, k'4;,,✓ and Nu .4 M (Mw58B,�-07S•125 flogs sad thds ,4r Corder (NwS584t 10o-S00 0 j and(NW008JSN-2.075) . o i it and y }� andISWEJSN-z100) • a " and HWSJSN-Z-07S) '1 i, , '' / a ". r "br a ;,'tel R. r s Ki 1 ✓ to :,/ i '\ i 1B ' '' , FIGURES 1A,1B AND 1C-HP288 AND HP350 RETROFIT BRACKET AND SHAFT ASSEMBLIES TABLE 2-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)MD COMPRESSION CAPACITIES° Minimum Allowable Compression Capacity(kips) Bearing Plate Concrete Edge Bracket Part 9 Helix Minimum No Dimensions Distance Bracket Shaft P3 4 Number Soil Foundation Compressive ( ) (in) Strength(psi) "A"(in) (P1)2 (P2)3 (Per Helix of Helix (P4)6 System" Plate) Plates6 HP288NC6 or 2500 3 33.1 60.0 40.0 1 35.5 33.1 HP288NC6-G 6 x 6 x 0.75 a 4 44.1 60.0 40.0 1 35.5 35.5 3000 a 3 39.7 60.0 40.0 1 35.5 35.5 HP288NCB8 8x 8 x 0.75 2500 a 4 43.1 60.0 40.0 1 35.5 35.5 HP288NCB8-G 8 x 8 x 0.75 2500 a 4 46.5 60.0 40.0 1 35.5 35.5 HP350NC6 or 2500 4 51.5 60.0 40.0 2 60.0 51.5 HP350NC6-G 7 x 7 x 0.75 a 5 60.0 60.0 40.0 2 60.0 60.0 3000 >_4 60.0 60.0 40.0 2 60.0 60.0 HP350NCB8 4 58.9 60.0 40.0 2 60.0 58.9 or HP350NC68- 8 x 8 x 0.75 2500 a 5 60.0 60.0 40.0 2 60.0 60.0 G 3000 a 4 60.0 60.0 40.0 2 60.0 60.0 For SI:I inch=25.4 mm,1 kip=1000 lbf=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 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. 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). 6The 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. 8Reduction 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 318-14 for the 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. A i ' ESR-3074 ( Most Widely Accepted and Trusted Page 9 of 13 TABLE 3-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD TENSION CAPACITIES' Allowable Tension Capacity(kps) Bearing ) BearinEdge Foundation Bracket Part Plate Concrete Distance Bracket Helix(P3)3 Number Soil System6 No.' Dimensions Compressive " 28 Shaft(P2) (Per Helix 5 (in) Strength(psi) A"(in) (P1} Plate) of Helix (P4) 2500 3 24.3 34.1 40.0 1 27.6 24.3 HP288NCB 1 27.6 27.6 or 6 x6 x0.75 z 4 32.4 34.1 40.0 HP288NCB-G 3000 z 3 29.1 34.1 40.0 1 27.6 27.6 3500 z 3 34.0 34.1 40.0 1 27.6 27.6 HP288NCB8 8 x8 x 0.75 2500 z 4 34.1 34.1 40.0 1 27.6 27.6 HP288NCB8-G 8 x 8 x 0.75 2500 z 4 38.2 34.1 40.0 1 27.6 27.6 4 36.6 60.0 40.0 1 60.0 36.6 2500 5 45.8 60.0 40.0 2 60.0 45.8 6 5.4.9 60.0 40.0 2 60.0 54.9 >_7 58.3 60.0 40.0 2 60.0 58.3 HP350NCB 7 x 7 x 0.75 4 43.9 60.0 40.0 2 60.0 43.9 3000 5 54.9 60.0 40.0 2 60.0 54.9 >_6 58.3 60.0 40.0 2 60.0 58.3 3500 4 51.2 60.0 40.0 2 60.0 51.2 >_5 58.3 60.0 40.0 2 60.0 58.3 4000 z 4 58.3 60.0 40.0 2 60.0 58.3 4 36.6 60.0 40.0 1 60.0 36.6 2500 5 45.8 60.0 40.0 2 60.0 45.8 6 54.9 60.0 40.0 2 60.0 54.9 >_7 60.0 60.0 40.0 2 60.0 60.0 4 43.9 60.0 40.0 2 60.0 43.9 HP350NCB-G 7 x 7 x 0.75 3000 5 54.9 60.0 40.0 2 60.0 54.9 a 6 60.0 60.0 40.0 2 60.0 60.0 3500 4 51.2 60.0 40.0 2 60.0 51.2 z 5 60.0 60.0 40.0 2 60.0 60.0 4000 4 58.5 60.0 40.0 2 60.0 58.5 >_5 60.0 60.0 40.0 2 60.0 60.0 2500 4 45.8 60.0 40.0 2 60.0 45.8 HP350NCB8 8 x 8 x 0.75 >_5 51.3 60.0 40.0 2 60.0 51.3 3000 z 4 51.3 60.0 40.0 2 60.0 51.3 2500 4 45.8 60.0 40.0 2 60.0 45.8 >_5 55.6 60.0 40.0 2 60.0 55.6 HP350NCB8-G 8 x 8 x 0.75 3000 4 55.0 60.0 40.0 2 60.0 55.0 z 5 55.6 60.0 40.0 2 60.0 55.6 3500 z 4 55.6 60.0 40.0 2 60.0 55.6 For SI:I inch=25.4 mm,1 kip=1000 lbf=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. 5Soil capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating. 6Foundation 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 318-14 for the 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. 6Bolts must be installed in accordance with Sections 3.2.2.3,3.3.7.3 and 4.2.4 of this report. ESR-3074 I Most Widely Accepted and Trusted Page 10 of 13 FOOTING SIZE,- FOOTING SIZE, REINFORCING DETAILS. REINFORCING DETAILS, \ i &EMBEDMENT DEPTHS i &EMBEDMENT DEPTHS \ BY PROJECT ENGINEER BY PROJECT ENGINEER t EDGE DISTANCE"A r EDGE DISTANCE A '.; ' t3 or 8 Inch , 7 or �8Inch . './'New Construction Bracket ,,; • New Construction Bracket'' 1 (HP288NCB or : (HP350NCB or ' 1 / HP288NCB8),,, ��' •, HP350NCB8) -� Coupler Bats and Nuts !. �. , Coupler Bdts and Nuts I. • (HWS8B-Z-075-425 (HWS5B-Z-100-500 2A and HWSJ5N-Z-075) / i \ B and HWSJ5N-Z-100) i i r / FIGURES 2A AND 2B-HP288 AND HP350 NEW CONSTRUCTION BRACKET ASSEMBLIES TABLE 4-MECHANICAL PROPERTIES OF HP288 AND HP350 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, 60 ksi 65 ksi 60 ksi 65 ksi 60 ksi 65 ksi Fy Steel Minimum Ultimate 70 ksi 75 ksi 70 ksi 75 ksi 70 ksi 75 ksi Strength,Fu 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 in2 3.16 in2 1.82 in2 2.80 in2 2.03 in2 3.06 in2 Moment of Inertia,I 1.83 in4 4.05 in4 1.57 in4 3.58 in4 1.76 in4 3.91 in4 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 in3 2.31 in3 1.10 in3 2.07 in3 1.23 in3 2.24 in3 Plastic Section Modulus,Z 1.77 in3 3.21 in3 1.52 in3 2.85 in3 1.70 in3 3.11 in3 For SI:I inch=25.4 mm, 1 ksi=6.895 MPa,llbf-ft= 1.356 N-m,1 lbf=4.448 N. ESR-3074 I Most Widely Accepted and Trusted Page 11 of 13 TABLE 5-HP288 AND HP350 LEAD AND EXTENSION ASD TENSION AND COMPRESSION CAPACITIES" Lead/Extension Net Shaft Helix Diameter(in) (P2)1 (P2) (P3)' K, Shaft (P4)6 Torque Part No. Length Shaft Shaft Helix (If1) Torsion Correlated Soil "L"(in) Comp. Ten. (kips) Rating4 Capacity(kips) (kips) (kips) (lbf-ft) Comp. Ten. A B C 0 HP288L5H8-3850 60 8 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L5H0-3850 60 10 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L5H2-3850 60 12 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L5H4-3850 60 14 - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L5H80-3850 60 8 10 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L5H02-3850 60 10 12 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L5H24-3850 60 12 14 - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L7H8-3850 84 8 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L7H0-3850 84 10 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L7H2-3850 84 12 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L7H4-3850 84 14 - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288L7H80-3850 84 8 10 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L7H02-3850 84 10 12 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L7H24-3850 84 12 14 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L7H802-3850 84 8 10 12 - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L7H024-3850 84 10 12 14 - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H80-3850 120 8 10 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H02-3850 120 10 12 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H24-3850 120 12 14 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H802-3850 120 8 10 12 - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H024-3850 120 10 12 14 - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288L0H8024-3850 120 8 10 12 14 60.0 34.1 60.0 9 7898 35.5 27.6 HP288E3H4-3850 30 14 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288E41-14-3850 42 14 - - - 60.0 34.1 40.0 9 7898 35.5 27,6 HP288E5H4-3850 54 14 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288E7H4-3850 78 14 -" - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288E0H4-3850 114 14 - - - 60.0 34.1 40.0 9 7898 35.5 27.6 HP288E7H44-3850 78 14 14 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288E0H44-3850 114 14 14 - - 60.0 34.1 60.0 9 7898 35.5 27.6 HP288E3 30 - - - - 60.0 34.1 NA 9 7898 35.5 27.6 HP288E5 54 - - - - 60.0 34,1 NA 9 7898 35.5 27.6 HP288E7 78 - - - - 60.0 34.1 NA 9 7898 35.5 27.6 HP288E0 114 - - - 60.0 34.1 NA 9 7898 35.5 27.6 HP350LS5H8-3850 60 8 - - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS5H0-3850 60 10 - - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS5H2-3850 60 12 - - - 60.0 60,0 40.0 7 17500 40.0 40.0 HP350LS5H4-3850 60 14 - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP3501..S5H80-3850 60 8 10 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS5H02-3850 60 10 12 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS5H24-3850 60 12 14 - 60.0 60.0 60.0 7 17500 60.0 60.0 HP3501.37H8-3850 84 8 - - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS7H0-3850 84 10 -- - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS7H2-3850 84 12 -- - - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS7H4-3850 84 14 - 60.0 60.0 40.0 7 17500 40.0 40.0 HP350LS7H80-3850 84 8 10 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS7H02-3850 84 10 12 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS7H24-3850 84 12 14 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS7H802-3850 84 8 10 12 - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350L57H024-3850 84 10 12 14 - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS0H80-3850 120 8 10 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LSOH02-3850 120 10 12 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LSOH24-3850 120 12 14 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS0H802-3850 120 8 10 12 - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LSOH024-3850 120 10 12 14 - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350LS0H8024-3850 120 8 10 12 14 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E5H4-3850 60 14 - - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E7H4-3850 84 14 -- - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E0H4-3850 120 14 - - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E7H44-3850 84 14 14 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E0H44-3850 120 14 14 - - 60.0 60.0 60.0 7 17500 60.0 60.0 HP350E3 36 -- -- - - 60.0 60.0 NA 7 17500 60.0 60.0 HP350E4 48 -- -- - - 60.0 60.0 NA 7 17500 60.0 60.0 HP350E5 60 -- - - - 60.0 60.0 NA 7 17500 60.0 60.0 HP350E7 84 - - - - 60.0 60.0 NA 7 17500 60.0 60.0 HP350E0 120 - - - - 60.0 60.0 NA 7 17500 60.0 60.0 For SI:I inch=25.4 mm,1 kip=1000 Ibf=4.448 kN,libf-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, 2Shaft compression capacity(P2)is based on fully braced conditions as described in Section 4.1.3. 2Helix capacity(P3)is applicable to both tension and compression loading and is based on a 40 kip allowable capacity for single helix lead sections and 60 kip for multi-helix lead sections or helical extensions. °Shaft torsion rating is the maximum torsion that can be applied to the shaft during the helical pile installation. 6Torque 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. 6For piles with extension(s),shaft coupling(s)must be installed in accordance with Sections 3.2.1 and 4.2.2 of this report. ESR-3074 I Most Widely Accepted and Trusted Page 12 of 13 SHAFT LENGTH"L" 4$.0° PILE SHAFT HEUX DIAMETER A\_ HELIX DIAMETER"B" HELIX DIAMETER"C" HELIX DIAMETER"D" NET SHAFT LENGTH"L" COUPLER PILE SHAFT—\ AI HELIX DIAMETER"A" HELIX DIAMETER"B" FIGURE 3—TYPICAL HP288 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES SHAFT LENGTH"L" z—PILE SHAFT SPIRAL TIP ‘i— i_l — f —4+I— HELIX DIAMETER"A° HELIX DIAMETER"B" HELIX DIAMETER"C" HEUX DIAMETER"D" SHAFT LENGTH"L" l DETACHED COUPLER 1 PILE SHAFT l �- `1 1 AHELIX DIAMETER."A HELIX DIAMETER"B" FIGURE 4—TYPICAL HP350 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES ME ''''''''"7Most Widely Accepted and Trusted il,ICC-ES Evaluation Report ESR-3074 FBC Supplement Reissued July 2017 This report is subject to renewal July 2019. www.icc-es.orq 1 (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:31 00 00—EARTHWORK Section:31 63 00—Bored Piles REPORT HOLDER: FOUNDATION SUPPORTWORKS,INC. 12330 CARY CIRCLE OMAHA,NEBRASKA 68128 (800)281-5845 www.foundationsupoortworks.com jkortanOsupportworks.com EVALUATION SUBJECT: FOUNDATION SUPPORTWORKS HELICAL FOUNDATION SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Foundation Supportworks, Inc. (FSI), Models HP288 and HP350 Helical Foundation Systems, recognized in ICC-ES master report ESR-3074, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 Florida Building Code—Building • 2014 Florida Building Code—Residential 2.0 CONCLUSIONS The Foundation Supportworks, Inc. (FSI), Models HP288 and HP350 Helical Foundation Systems,described in Sections 2.0 through 7.0 of the master evaluation report ESR-3074, comply with the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential, provided the design and installation are in accordance with the International Building Code®provisions noted in the master report and the following conditions apply: 1. Design wind loads must be based on Section 1609 of the 2014 Florida Building Code—Building or Section 301.2.1.1 of the 2014 Florida Building Code—Residential,as applicable. 2. Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the 2014 Florida Building Code— Building,as applicable. Use of the Foundation Supportworks Inc. (FSI)Models HP288 and HP350 Helical Foundation Systems for compliance with the High-Velocity Hurricane Zone provisions of the 2014 Florida Building Code—Building and the 2014 Florida Building Code—Residential has not been evaluated,and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-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 master report, reissued July 2017. /CC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes nor specifically addressed nor are they to he construed INS0 as an endorsement or the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.LLC,express or implied.as to any finding or other matter in this report.or as to any product covered by the report. , •,,:=..".:., Copyright©2017 ICC Evaluation Service,LLC.All rights reserved. Page 13 of 13