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Specifications /46 P.ot 2 - 00 0)-1 wr , - r,,, 44" : i L2_, -)0 nc,, e,-t eice.ck STRUCTURAL&EARTHQUAKE ENGINEERING 215 w 12til ,treet suite 202 vdricouvel ,NaskIngton , TCF-011,11 I) 0%. JAN 2 3 2°17 an!OF TIGA h 0 litliLDING DIVISION Structural Calculations for Foundation Repair 12290 SW Quail Creek Lane Portland, Oregon 97223 P;ace 4451 t4o$ ck-i) 1 4 -el013'21 11V0 •" •N c3:* 1;9 & R 0 N F1SG EXPIRES:12/31/2017 Prepared for TerraFirma Foundation Systems 761 NE Garden Valley Blvd. Roseburg, Oregon 97470 January 20, 2017 16102.00:12290 ori E copy wr STRUCTURAL&EARTHQUAKE ENGINEERING TABLE OF CONTENTS 1 . Project Background 1 2. Design Narrative 2 3. Summary 2 4. Limitations 2 APPENDICES Appendix A - Design Criteria Appendix B - Design Calculations Appendix C -Applicable Technical Reports Appendix D - Floor Level Survey ,� TerraFirma-12290 SW Quail Creek Lane W 16102.00:12290 Page 2 of 2 STRUCTURAL&EARTHQUAKE ENGINEERING 2. Design Narrative A remediation plan has been proposed by TerraFirma utilizing six HP288 galvanized 2- 7/8 inch diameter helical piles with a 0.276 inch nominal wall thickness and seven PP288 galvanized 2-7/8 inch diameter push piers with a 0.160 inch nominal wall thickness. The helical piles and push piers will be used to lift the existing structure and mitigate the foundation settlement. The structural calculations (Appendix B) demonstrate the adequacy of the proposed design plan. These calculations determine the worst case loading delivered to the helical piles and push piers based on the self-weight of existing foundations; roof, floor, and wall framing; and tributary live loads. 3. Summary We expect the applied design load on the helical piles to be approximately 9.2 kips. Utilizing the torque correlation method and a factor of safety of 2.0, the required installation pressure is 1000 psi with the Pengo RS-7 Drive Head. For the Pengo MDT-12K Drive Head, use 1000 psi on the low torque setting or 600 psi on high torque. In addition, all piles shall be installed to a sufficient depth to achieve a minimum installation torque of 1100 lb-ft, thus ensuring a competent load bearing stratum has been reached. We expect the proposed push piers to reach an allowable load carrying capacity of 19.9 kips. Utilizing the mechanical properties of the push pier and a factor of safety of 2.0, the required installation pressure is 2100 psi. In addition, ensure a competent load bearing stratum has been reached. Due to potential local variability in soil conditions, both the helical piles and push piers shall be installed to a minimum depth of 10 feet below grade to ensure acceptable lateral bracing (2014 Oregon Structural Specialty Code (OSSC), Section 1810.2.1). 4. Limitations The opinions and recommendations presented in this report were developed with the methodologies commonly used as the state of practice for the profession. No other warranties are included, either expressed or implied, as to the professional advice included in this report. This report has been prepared for TerraFirma to be used solely in its evaluation of the proposed helical pile and push pier system's ability to adequately resist applied code prescribed loads. This report has not been prepared for use by other parties and may not contain sufficient information for purposes of other parties or uses. STRUCTURAL&EARTHQUAKE ENGINEERING Appendix A DESIGN CRITERIA 0 . wr r STRUCTURAL&EARTHQUAKE ENGINEERING DESIGN CRITIERIA Codes and References 2012 International Building Code (IBC) 2014 Oregon Structural Specialty Code (OSSC) 2010 ASCE Minimum Design Loads for Buildings and Other Structures (ASCE 7-10) 2011 American Institute of Steel Construction Manual, 14th Edition (AISC) 2011 Building Code Requirements for Structural Concrete (ACI 318) Gravity Design Loads Dead Roof = 15 psf Second Floor = 12 psf First Floor = 12 psf Walls = 12 psf Deck = 10 psf Snow Roof = 25 psf Live Second Floor = 40 psf First Floor = 40 psf Deck = 60 psf Concrete Volume Porch Height Width Stemwall Dimensions: 24.0 in 6.0 in Footing Dimensions: 6.0 in 10.0 in Concrete Volume External Wall Height Width Stemwall Dimensions: 24.0 in 6.0 in Footing Dimensions: 6.0 in 10.0 in 4001,0,444. wr STRUCTURAL&EARTHQUAKE ENGINEERING Appendix B DESIGN CALCULATIONS wr STRUCTURAL&EARTHQUAKE ENGINEERING HELICAL PILE LOADS - PORCH Design Loads Dead Tributary Widths Tributary Loads Roof = 4.0 ft ► 60 plf Second Floor = 2.0 ft ► 24 plf Deck = 4.0 ft ► 40 plf *Concrete Footing = 1 .4 ft2 ► 213 plf D = 337 plf Snow Roof = 4.0 ft ► 100 plf S = 100 plf Live Roof = 4.0 ft ► 80 plf Second Floor = 2.0 ft ► 80 plf Deck = 4.0 ft ► 240 plf L = 320 plf Max Pile Tributary Width = 7.0 ft Factor of Safety = 2 Foundation Working Loads Pp = 2356 lbs Ps = 700 lbs PL = 2240 lbs PT = 4596 lbs D+0.75L+0.75(Lr or S or R) GOVERNS Puff = 9191 lbs *Note: Assumed Concrete Density 150 pcf wr STRUCTURAL&EARTHQUAKE ENGINEERING PUSH PIER LOADS - EXTERIOR WALL Design Loads Dead Tributary Widths Tributary Loads Roof = 11 .0 ft ► 165 plf Second Floor = 10.0 ft ► 120 plf First Floor = 4.0 ft ► 48 plf Walls = 16.0 ft ► 192 plf *Concrete Footing = 1 .4 ft2 ► 213 plf D = 738 plf Snow Roof = 11 .0 ft ► 275 plf S = 275 plf Live Second Floor = 10.0 ft ► 400 plf First Floor = 4.0 ft ► 240 plf L = 640 plf Max Pile Tributary Width = 7.0 ft Factor of Safety = 2 Foundation Working Loads PD = 5163 lbs PL = 4480 lbs Ps = 1925 lbs PT = 9966 lbs D+0.75L+0.75(Lr or S or R) Puff = 19933 lbs *Note: Assumed Concrete Density 150 pcf wr STRUCTURAL&EARTHQUAKE ENGINEERING HELICAL PILE ANALYSIS - PORCH Design Inputs: (ESR-3074 § 3.2.1) Pile Type = HP288-10/12 Pier Outer Diameter = 2.864 in Galvanized? Yes Pier Wall Thickness = 0.247 in Sacrificial Design Life = 50 Years Radius of Gyration, r = 0.93 in Area of Pier, Ashaft = 2.03 in Liquifaction Potential? No Minimum Tensile Stress, FL) = 70 ksi Minimum Yield Stress, Fy = 60 ksi Design Results: Minimum Pile Spacing Smin = 2.5 ft Sact = 7.0 ft Design Pile Spacing = 7 ff > Min Pile Spacing = 2.5 ft :. OK Bracket Capacity (ESR-3074, Table 1) PMax = 4596 lbs PBracket = 24900 lbs Allowable Bracket Capacity = 24900 lbs > Max Axial Load = 4596 lbs .: OK Pile Capacity K = 2.1 (Fixed-Free Restraint, AISC C-C2.2) Unbraced Length, L = 4.0 ft (2015 IBC 1810.2.1) 4.71 'l(E/Fy) = 103.55 KL/r = 108.39 (AISC E3.b) Fcr = 21 .37 ksi Fe = 24.36 ksi (AISC E3-4) Pn / Qc = 25973 lbs (AISC Section E3) Q = 1 .67 PMax = 4596 lbs Allowable Pile Capacity = 25973 lbs > Max Axial Load = 4596 lbs :. OK Required Installation Torque - Torque Correlation Method (ESR-3074 § 4.1 .5) Kt = 9 (ESR-3074 Table 5) FOS = 2 Qaii = 4596 lbs Qall = FT / FOS T = 1021 lb-ft TsPEc = 1100 lb-ft Shaft Torsion Rating = 7898 lb-ft Minium Installation Torque = 1100 lb-ft < Shaft Torsion Rating = 7898 lb-ft .. OK -"ic , w STRUCTURAL&EARTHQUAKE ENGINEERING PUSH PIER ANALYSIS - EXTERIOR WALL Design Inputs: (UES-289, Table 1) Pier Type = Push Pier Pier Outer Diameter = 2.875 in Bracket Type = PP288 Pier Inner Diameter = 2.605 in Sacrificial Design Life = 50 Years Hydraulic Cylinder Area, ACYL = 9.62 in2 Expected Corrosion Loss, Atc = 0.036 in Area of Pile, Ashaftft = 1.889 in2 Liquifaction Potential? No Pier Tensile Stress, F, = 55 ksi Pier Min Yield Stress, FY = 50 ksi Ave Tested Yield Capacity, Pier = 29400 lbs (UES-289, Table 2) Design Results: Bracket Capacity PBracket = 28500 lbs (UES-289, Table 2) PMax = 19933 lbs Allowable Bracket Capacity = 28500 lbs > Factored Pile Load = 19933 lbs :. OK Pier Capacity K = 2.1 (Fixed-Free Restraint, AISC C-C2.2) Unbraced Length, L = 4.0 ft (2012 IBC 1810.2.1) r = 0.912 in 4.71 I(E/Fy) = 113.43 KL/r = 110.52 (AISC E3.0) Fcr = 20.47 ksi Fe = 23.43 ksi (AISC E3-4) Pn / Pc = 23147 lbs (AISC Section E3) 0 = 1 .67 PT = 19933 lbs Allowable Pile Capacity = 23147 lbs > Factored Pile Load = 19933 lbs :. OK Required Installation Cylinder Pressure PMIN = PT / ACYL = 2072 psi AMAX = PierY/ACYL = 3056 psi PMIN SPEC = 2100 psi PMAX SPEC = 3000 psi Project Title: Structural Calculations forEoundation Repair ,--,---k WRK Engineers Engineer: JARED FISCHER Project ID: 16102.00 TerraFi wr215 W.12th Street,Suite 202 Project Descr: Helical Pile Vancouver,WA 98660 - : 360.695.9731 Printed:20 JAN 2017,9:03AM Concrete Beam File=S:lProjects12016116102.00-TerraFirmalCalcs\Foundation1122901ENERCALC112290 bearingcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#: KW-06010783 Licensee :WRK Engineers Description: Porch stemwall-Helical Pile CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties fc1/2 = 3.0 ksi 6 Phi Values Flexure: 0.90 r fr= ft 1/2 7.50 = 410.792 psi Shear: 0.750 1V Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 r I.bin.1' - loin ` D(0.432)L(0.32)S(0.1) V 6'w x 30"h Span=7.0 ft Cross Section &Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=30.0 in,Top Flange Width=10.0 in, Flange Thickness=6.0 in Span#1 Reinforcing.... 144 at 3.0 in from Bottom,from 0.0 to 7.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.4320, L=0.320, S=0.10 k/ft, Tributary Width=1.0 ft,(Exterior Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.339 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied 8.127 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 23.947 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<180 Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 3.506 ft Span#where maximum occurs Span#1 ''* '‘'.°.41:41.1r Project Title: Structural Calculations forFoundation Repairs! WRK Engineers Engineer: JARED FISCHER Project ID: 16102.00 TerraFi 215 W.12th Street,Suite 202 Project Descr: Helical Pile Vancouver,WA 98660 360.695.9731 Printed:20 JAN 2017,9:04AM Concrete Beam File=S:lProjects12016116102.00-TerraFirma\Calcs\Foundation1122901ENERCALCN2290bearing calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.1.16,Ver:6.17.1.16 Lic.#: KW-06010783 Licensee:WRK Engineers Description: Exteral Wall-Push Pier CODE REFERENCES Calculations per ACI 318-11, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties fc1�2 = 3.0 ksi 1b Phi Values Flexure: 0.90 r fr= fc * 7.50 = 410.792 psi Shear: 0.750 y/ Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup= 2 - 10 in D(0.746)L(0.64)S(0.275) '... 6"wx30"h Spar,7.0 ft I. Cross Section &Reinforcing Details Inverted Tee Section, Stem Width=6.0 in, Total Height=30.0 in,Top Flange Width=10.0 in, Flange Thickness=6.0 in Span#1 Reinforcing.... 144 at 3.0 in from Bottom,from 0.0 to 7.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.7460, L=0.640, S=0.2750 k/ft, Tributary Width=1.0 ft,(Exterior Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.589 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio= 0<360 Mu:Applied 14.107 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 23.947 k-ft Max Downward Total Deflection 0.002 in Ratio= 49285>=18 Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 3.506 ft Span#where maximum occurs Span#1 wr STRUCTURAL&EARTHQUAKE ENGINEERING Appendix C APPLICABLE TECHNICAL REPORTS lirttt EVALUATION REPORT Number: -3;189 � TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 EVALUATION SUBJECT: 3.2 Material information FOUNDATION SUPPORTWORKS PP288 PUSH PIER SYSTEM 3.2.1 Retrofit Bracket Assemblies FS288B and FS288BL: The FS288B and FS288BL bracket assemblies REPORT HOLDER: consist of an FS288B or FS288BL bracket,an external pipe Foundation Supportworks,Inc. sleeve (FS288ES48), a cap plate (FS288C), two threaded 12330 Cary Circle rods, and matching nuts. The assemblies are illustrated in Omaha,Nebraska 68128 Figure 1. (800)281-8545 www.foundationsupportworks.com 3.2.1.1 FS288B and FS288BL Brackets:The FS288B and Jeff.kortan(&,foundationsupportworks•com FS288BL brackets are constructed from factory-welded, 0.250-inch-, 0.375-inch-, and 0.500-inch-thick (6.4 mm, CSI Division:31 00 00-EARTHWORK 9.5 mm, and 12.7 mm) steel plates conforming to ASTM CSI Section: 31 62 00-Driven Piles A36,with a minimum yield strength of 36 ksi (248 MPa) and a minimum tensile strength of 58 ksi (400 MPa). The 1.0 SCOPE OF EVALUATION available bracket fmish is either plain steel or hot-dip galvanized in accordance with ASTM A123. 1.1 Compliance to the following codes& regulations: • 2009 International Building Code®(IBC) 3.2.1.2 FS288ES48 External Sleeve: The external sleeve • 2012 International Building Code®(IBC) (FS288ES48) is manufactured from a 48-inch-long (1219 • 2015 International Building Code®(IBC) mm), 3'/2-inch outside diameter (89 mm) and 0.216-inch (5.49 mm) nominal wall thickness pipe conforming to 1.2 Evaluated in accordance with: ASTM A500, as specified in the quality control • IBC Chapter 18 documentation. One end of the external sleeve has a 1.00- inch long (25.4 mm) section trumpeted to a final outer 1.3 Properties assessed: diameter of 4.00 inches (101.6 mm). The sleeve finish is • Structural either plain steel or hot-dip galvanized in accordance with • Geotechnical ASTM A123. 2.0 PRODUCT USE 3.2.13 FS288C Cap Plate: The FS288C cap plate is manufactured from a '/2-inch-long (12.7 mm), 3'/2-inch Foundation Supportworks, Inc. (FSI) Model PP288 push outside diameter(89 mm), 0.216-inch(5.49 mm)nominal pier systems are used to support foundations of existing wall thickness steel pipe that is factory-welded to a 1-inch- structures or to provide additional axial compression thick(25.4 mm), 5-inch-wide(127 mm), 9-inch-long(229 capacity to existing foundation systems. The systems are mm) steel plate. The 1/2-inch-long (12.7 mm) steel pipe alternatives to driven piles described in IBC Section conforms to ASTM A53,Types E and S,Grade B,having 1810.3.1.4 a minimum yield strength of 35 ksi (241 MPa) and a minimum tensile strength of 60 ksi (413 MPa). The steel 3.0 PRODUCT DESCRIPTION cap plate conforms to ASTM A572, Grade 50(345 MPa), having a minimum yield strength of 50 ksi(345 MPa)and 3.1 Product information: FSI Model PP288 push pier a minimum tensile strength of 65 ksi (448 MPa). The systems consist of an under-footing bracket (side load), available cap plate assembly finish is either plain steel or external sleeve, starter tube with friction-reduction collar, hot-dip galvanized in accordance with ASTM A123. and push pier tube sections with slip-fit couplings. The under-footing bracket is secured against and below the 3.2.1.4 Threaded Rod and Nuts:The cap plate is attached existing footing while pier sections are hydraulically driven to the retrofit bracket with two 3/4-inch-diameter by 16- (pushed)through the bracket and into the soil below using inch-long (19.1 mm by 406 mm) threaded rods, and the combined structural weight and any contributory soil matching 3/4-inch(19.1 mm)heavy hex nuts. The 3/4-inch- load as drive resistance. Pier sections are added and driven diameter(19.1 mm)steel threaded rods conform to ASTM until a suitable load bearing stratum is encountered. The A193,Grade B7,having a minimum yield strength of 105 weight of the structure is then transferred through the ksi (724 MPa) and a minimum tensile strength of 125 ksi foundation brackets and piers,and to firm load bearing soil (862 MPa). The matching 3/4-inch-diameter (19.1 mm) or bedrock. steel heavy hex nuts conform to ASTM A563 Grade DH or DH3, or ASTM A194 Grade 2H. The threaded rods and nuts are zinc-coated in accordance with ASTM B633,with coating classification Fe/Zn 8. The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability and safely, as applicable,in accordance with IBC Section 104,11. Copyright©2016 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States.No part of this publication may be reproduced,stored in ANSI an electronic retrieval system,or transmitted,in any form or by any means,electronic,mechanical,photocopying,recording or otherwise,without the prior written permission of the publisher. Ph:1-877-4IESRPT•Fax:909.472.4171•web:www.uniform-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816-USA ,,,,,,,,"x"00^^ musnw o,a ilikto EVALUATION REPORTNumber: $9 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 3.2.2 Starter and Pier Tube Sections: The central steel corrosion-related parameters, as described in shaft of the starter and pier tube sections are 2.875-inch Section 5.5 of this report. outer diameter(73 mm)by 0.165-inch(4.19 mm)nominal wall thickness hollow structural section in conformance 2. Soil properties, including those affecting the with ASTM A500 as specified in the quality control design such as support conditions for the piers. documentation. The starter tube includes a 1.00-inch-long (25.4 mm) by 3.375-inch (85.7 mm) outer diameter 3. Recommendations for design criteria. friction-reduction collar machined from steel conforming to ASTM A36 with a minimum yield strength of 36 ksi 4. Any questionable soil characteristics and special (248 MPa)and a minimum tensile strength of 58 ksi(400 design provisions,as necessary. MPa).The starter tube and pier tube shaft finishes are triple coated in-line galvanized. 4.1.2 Bracket Capacity(P1):Only localized limit state of concrete bearing strength in compression has been 3.2.3 Shaft Couplings: The shaft coupling material is evaluated in this evaluation report for compliance with IBC factory crimped or plug-welded to one end of the tube Chapter 19 and ACI 318.All other structural requirements section and consists of 2.50-inch(63.5 mm)outer diameter in IBC Chapter 19 and ACI 318 applying to the concrete by 0.180-inch (4.57 mm) nominal wall thickness hollow foundation,such as those limit states described in ACI 318 structural section in conformance with ASTM A53 Grade (anchorage per Appendix D, punching (two-way) shear, B, Type E & S with a minimum yield strength of 35 ksi beam(one-way)shear,and flexural(bending)related limit (241 MPa)and a minimum tensile strength of 60 ksi(413 states), have not been evaluated in this evaluation report. MPa).The pier tube shaft coupling finish is plain steel. The concrete foundation shall be designed and justified to the satisfaction of the code official with due consideration 4.0 DESIGN AND INSTALLATION to structural detailing, applicable limit states, and the direction and eccentricity of applied loads, including 4.1 General: Structural calculations(analysis and design) reactions provided by the brackets, acting on the concrete and drawings,prepared by a registered design professional, foundation. shall be approved by the code official for each project,and shall be based on accepted engineering principles, as 4.1.3 Shaft Capacity (P2): The top of shafts shall be described in IBC Section 1604.4,and shall conform to IBC braced as prescribed in Section 1810.2.2 of the IBC. In Section 1810.The design methods for the steel components accordance with Section 1810.2.1 of the IBC,any soil other are Allowable Strength Design (ASD), described in IBC than fluid soil shall be deemed to afford sufficient lateral Section 1602 and AISC 360 Section B3.4. The structural support to prevent buckling of systems that are braced. analysis shall consider all applicable internal forces due to When piers are standing in air, water or fluid soils, the applied loads,structural eccentricity and maximum span(s) unbraced length is defined as the length of piers that is between push pier foundations.The structural analysis,the standing in air,water or fluid soils plus an additional 5 feet IBC, and this report shall be used to select an appropriate (1524 mm)when embedded into firm soil or an additional push pier system. 10 feet(3048 mm)when embedded into soft soil.Firm soils shall be defined as any soil with a Standard Penetration The ASD capacities of FSI push pier system components Test(SPT)blow count of five or greater. Soft soil shall be are indicated in Table 2. The geotechnical investigation defined as any soil with a SPT blow count greater than zero shall address the suitability of the push pier system for the and less than five. Fluid soils shall be defined as any soil specific project. The requirements for deep foundations in with a SPT blow count of zero[weight of hammer(WOH) IBC Section 1803.5.5 shall be considered. In addition, or weight of rods (WOR)]. The SPT blow counts shall be effects on the supported foundation and structure and group determined in accordance with ASTM D1586. For fully effects on the pile-soil capacity shall be considered. The braced conditions where the pier is installed in accordance investigation shall provide estimates of the axial with Section 1810.2.2 of the IBC,and piers do not stand in compression capacities for the push piers,and the expected air, water, or fluid soils, the shaft capacities shall not total and differential settlements due to single pier or pier exceed the ASD shaft compression capacities shown in group,as applicable. Table 2. Shaft capacities of push pier foundation systems in air, water or fluid soils, shall be determined by a A written report of the geotechnical investigation shall be registered design professional. submitted to the code official as one of the required submittal documents,prescribed in IBC Section 107,at the The elastic shortening/lengthening of the pier shaft will be time of the permit application. The geotechnical report controlled by the variation of applied loads from the pier shall comply with provisions in IBC Section 1803.6 and lock-off load and the mechanical and geometrical also include, but need not be limited to, the following properties of the 27/8-inch-diameter (73 mm) round information: structural tubing. The shaft elastic shortening can be 1. Information on groundwater table,frost depth and determined from equation Eq.-1: Page 2 of 7 ilirtilto EVALUATION REPORT Number: '189 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 the retrofit bracket directly under the Q AP x L E 1 wall/column. Notching shall be performed, Ashaft= AXE ( q ) however, only with the acceptance of the Where: registered design professional and the approval of the code official. Ashaft =change in shaft length due to elastic shortening (inches/mm) 3. The bracket shall be placed under the footing and AP =change in load between the applied load and the raised into position with the horizontal and pier lock-off load(lbf/N) vertical bearing plates in full contact with the L =pier shaft length(inches/mm) concrete surfaces. The bracket shall be A =shaft cross-sectional area(in2/mm2)(taken from temporarily held in place using wood cribbing or Table 1) other mechanical means. The under-footing E = shaft steel modulus of elasticity (29,000,000 brackets do not require mechanical anchorage to psi/199,900 MPa) the concrete foundation. 4.1.4 Soil Capacity(P4): For determination of allowable 4. The external sleeve shall be placed over the starter soil capacity in axial compression, a minimum factor of tube and both the external sleeve and starter tube safety of 2.0 shall be applied to the fmal drive force. The shall be inserted through the bracket from the top. final drive force shall not exceed the maximum drive force Care shall be taken that the sleeve and starter are rating of the applicable PP288 push pier system as shown properly aligned and extend past both the top and in Table 2. bottom plates of the bracket. 4.1.5 System Capacity: The ASD allowable capacity of 5. The drive stand shall be secured to the bracket,the the FSI push pier foundation system in compression hydraulic drive cylinder attached to the drive depends upon the analysis of interaction of brackets,shafts, stand and connected to the hydraulic operating and soils; and shall be the lowest value of P1, P2, and P4 system. as shown in Table 2. 6. The drive stand shall be aligned by activating the 4.2 Installation hydraulics and extending the drive cylinder rod to make slight contact with the starter tube section. 4.2.1 General:The FSI push pier foundation systems shall A digital level,protractor or other device shall be be installed by FSI trained and certified installers.The FSI used to check alignment of the drive stand,sleeve, push pier foundation systems shall be installed in starter and bracket. The alignment shall be accordance with this section (Section 4.2), site-specific adjusted as necessary to allow a 3.0±1.0-degree approved construction documents (engineering drawings installation angle. Temporary cribbing may be and specifications), and the manufacturer's written used between the drive stand and the foundation installation instructions. In case of conflicts, the more wall to set the correct installation angle while restrictive governs. advancing the starter tube and external sleeve. 4.2.2 FS288B and FS288BL Retrofit Bracket 7. The external sleeve and starter tube shall be Installation: driven together until the trumpeted end of the sleeve is seated at the top of the bracket.Pier tubes 1. An area shall be excavated approximately 3 feet shall then coupled and pushed through the (914 mm) square and to a depth approximately 9 external sleeve. When the maximum cylinder to 13 inches(229 to 330 mm)below the bottom of stroke has been reached, the cylinder shall be footing at the push pier location. The soil shall be retracted, a drive tube tool shall be set in place, removed below the bottom of footing to about 9 and the push shall be completed to the top of the inches(229 mm)from the footing face in the area bracket or external sleeve. where the bracket bearing plate will be placed. The vertical and bottom faces of the footing shall, to the extent possible, be smooth and at right 8. The drive pressure at the final stroke of each pier angles to each other for the mounting of the tube section shall be recorded. This process shall support bracket. The concrete surfaces shall be continue until the pre-determined drive pressure free of all soil, debris and loose concrete so as to (final drive force) is achieved or the structure provide a full and firm contact of the retrofit starts to lift. After reaching the final drive force, bracket. the pressure shall be released from the hydraulic system and the drive stand and drive cylinder shall 2. Notching of the footings may be needed to place be removed from the bracket. The drive process Page 3 of 7 . 1044 Number 489 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 shall be repeated at each of the proposed pier locations. The final drive force shall not exceed 4. End of work: Verify that the installation log the maximum drive force rating of the push pier complies with requirements specified in the system as shown in Table 2. approved construction documents. Verify that installation of all structural connections complies 9. A lift cylinder shall be connected to each retrofit with approved construction documents and this bracket assembly to lift the structure to the desired evaluation report. elevation and/or transfer the designated portion of the foundation loads to the push pier system. 5.0 LIMITATIONS 4.3 Special Inspection: Continuous special inspection in FSI Model PP288 push pier foundation systems described accordance with Section 1704.8 of the 2009 IBC or Section in this report comply with, or are suitable alternatives to 1705.7 of the 2012 and 2015 IBC shall be provided for the what is specified in,the code listed in Section 1.0 of this installation of foundation piers and foundation brackets. report,subject to the following conditions: Items to be confirmed by the special inspector include,but are not limited to, the manufacturer's certification of 5.1 The FSI push pier foundation systems are installers, verification of the product manufacturer, push manufactured, identified and installed in accordance with pier bracket and component configuration and this report,approved construction documents(engineering identification, inclination and position of the push piers, drawings and specifications), and the manufacturer's final drive force, push pier lock-off load, depth of the published installation instructions.In case of conflicts,the foundation piers, and compliance of the installation with more restrictive governs. the approved construction documents and this evaluation report. 5.2 The FSI push pier foundation systems have been evaluated for support of structures assigned to Seismic In lieu of continuous special inspection, periodic special Design Categories A, B, and C in accordance with IBC inspection as defined in IBC Section 202 is permitted, Section 1613. Push pier foundation systems that support provided that all following requirements identified below, structures assigned to Seismic Design Category D,E or F, are satisfied: (1) The installers are certified by the or are located in Site Class E or F,are outside the scope of manufacturer and the evidence of installer training and this report. certification by the report holder are provided to the code official;(2)Structural observations in accordance with the 5.3 Installations of the push pier foundation systems are 2009 IBC Section 1710,2012 IBC Section 1704.5,or 2015 limited to regions of concrete members where analysis IBC Section 1704.6 are provided;(3)A periodic inspection indicates no cracking occurs at service load levels. schedule, as part of the statement of special inspection, prepared by a registered design professional, is submitted 5.4 The push pier brackets shall be used only to support to and approved by the code official. As a minimum, the structures that are laterally braced as defined in Section periodic inspection schedule shall include, but not be 1810.2.2 of the IBC. limited to,the following: 5.5 The push pier foundation systems have not been 1. Before the start of work: Verify manufacturer, evaluated for use in soil conditions that are indicative of a verify installer's certification by the potential pier deterioration or corrosion situation as defined manufacturer, and confirm push pier and bracket by the following: (1) soil resistivity less than 1,000 ohm- configuration compliance with the approved cm; (2) soil pH less than 5.5; (3) soils with high organic construction documents and this evaluation content; (4) soil sulfate concentrations greater than 1,000 report. ppm; (5) soils located in a landfill, or (6) soil containing mine waste. 2. Installation of the first push pier foundation system: Verify that the location,inclination,final 5.6 Zinc-coated steel and bare steel components shall not drive force, push pier lock-off load and depth of be combined in the same system, except where the the push piers comply with the approved sacrificial thickness(Ts)for the zinc-coated components is construction documents and this evaluation taken as that given for bare steel components.All push pier report. Verify that installers keep an installation foundation components shall be galvanically isolated from log. concrete reinforcing steel,building structural steel,or any other metal building components. 3. First connection to the building structure: Verify that installation of brackets comply with the 5.7 The push pier shafts shall be installed at a maximum approved construction documents and this angle of 3.0± 1.0-degrees from the vertical. evaluation report. Page 4 of 7 ktiZtt EVALUATION REPORT Number: ''';4139 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 5.8 Special inspection is provided in accordance with Section 4.3 of this report. 6.0 SUBSTANTIATING DATA 5.9 Engineering calculations and drawings, in accordance Data in accordance with IBC Section 1810.3.1.4. with recognized engineering principles, as described in IBC Section 1604.4, prepared by a registered design • Test Reports for compression loading Push Pier professional,are provided to,and are approved by the code Foundation System official. • Engineering Calculations 5.10 The adequacy of the concrete structures that are 7.0 IDENTIFICATION connected to the FSI brackets shall be verified by a registered design professional, in accordance with The FSI push pier foundation system components described applicable code provisions,such as Chapter 15 of ACI 318 in this report are identified by labels that include the report and Chapter 18 of IBC, and subject to the approval of the holder's name (Foundation Supportworks, Inc.); the name code official. and address of Distefano Technology & Manufacturing Company,Behlen Manufacturing Company,PowerBrace or 5.11 A geotechnical investigation report for each project TSA Manufacturing; the product name, the model number site shall be provided to the code official for approval in (PP288); the part number; the IAPMO UES evaluation accordance with Section 4.1.1 of this report. report number (ER-289); and the third-party inspection agency(Benchmark Consulting&Inspection,L.L.C.) 5.12 When using the alternative basic load combinations prescribed in Section 1605.3.2, the allowable stress I A P increases permitted by material chapters of the IBC M O (including Chapter 18) or the referenced standards are prohibited. ® or 111141im 5.13 Evaluation of compliance with Section 1810.3.11.1 of IAPMO ER#289 the IBC for buildings assigned to Seismic Design Category C, and with Section 1810.3.6 of the IBC for all buildings, is outside the scope of this evaluation report. Such compliance shall be addressed by a registered design professional for each site, and the work of the design Brian Gerber,P.E.,S.E. professional shall be subjected to approval of the code Vice President,Technical Operations official. Uniform Evaluation Service 5.14 Settlement of push piers is beyond the scope of this evaluation report, and shall be determined by a registered design professional as required in Section 1810.2.3 of the Richard Beck,PE,CBO,MCP IBC. Vice President,Uniform Evaluation Service 5.15 The FSI push pier foundation system components are c 1 manufactured at the following facilities: Distefano Technology&Manufacturing Company,3838 South 108th GP Russ Chane Street, Omaha, Nebraska 68144; Behlen Manufacturing CEO,The IAPMO Group Company, 4025 East 23' Street, Columbus, Nebraska 68601; PowerBrace, 5153 Northeast 17th Street, Des For additional information about this evaluation report please visit www.uniform-es.org or email at info(muniform-es.org Moines, Iowa 50313; and TSA Manufacturing, 14901 Chandler Road, Omaha,Nebraska 68138;under a quality control program with inspections by Benchmark Consulting&Inspection,L.L.C. (AA-660). Page 5 of 7 • 11014 ' I ' Number: ' 289 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 Nuts each end Nuts each end Cap (HWH8N-Z-075) (HWH8N-Z-075) (FS288C) Threaded Rod _ Cap (HTR-S210-Z-075 16) �' (FS288C) W EXISTING Threaded Rod 1.1 EXISTING STRUCTURE (HWTR-S210-Z-075-16) t( STRUCTURE Standard Bracket ` ' (FS288B) Low Profile Bracket (FS288BL) Iql External — Sleeve � (FS288ES48) External Sleeve (FS288ES48) Pler Shaft (PP288) Pier Shaft (PP288) Figure 1: FS288B and FS288BL Retrofit Bracket System Components Page 6 of 7 ,..11104 hex. Number: '189 TM Originally Issued: 01/16/2015 Revised: 01/29/2016 Valid Through: 01/31/2017 TABLE 1-MECHANICAL PROPERTIES OF 2.875-INCH DIAMETER PUSH PIER SHAFTS Mechanical Properties Un-corroded After 50 Year Corrosion Loss Steel Minimum Yield Strength, Fy 50 ksi 50 ksi Steel Minimum Ultimate Strength, F„ 55 ksi 55 ksi Modulus of Elasticity, E 29,000 ksi 29,000 ksi Nominal Wall Thickness 0.165 in. 0.165 in. Design Wall Thickness 0.153 in. 0.117 in. Outside Diameter,OD 2.875 in. 2.839 in. Inside Diameter, ID 2.569 in. 2.605 in. Cross Sectional Area,A 1.31 in2 1.00 in' Moment of Inertia, I 1.22 in4 0.93 in4 Radius of Gyration, r 0.96 in. 0.96 in. Elastic Section Modulus, S 0.85 in3 0.65 in3 Plastic Section Modulus, Z 1.14 in3 0.87 in3 For SI: 1 inch =25.4 mm, 1 ksi= 6.895 MPa, 1 Ibf=4.448 N TABLE 2-PP288(WITH RETROFIT BRACKET)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part Sleeve Part No.1 PP288 Bracket Description Bracket Shaft Soil Foundation No.l (P1)2 (P2)3 (P4)4 Systems FS288B or FS288ES48 or Standard Bracket w/48"Sleeve 28.5 29.4 30.0 28.5 FS288B-G FS288ES48-G FS288BLor FS288ES48 or Low Profile Bracket w/48"Sleeve 25.4 29.4 30.0 25.4 FS288BL-G FS288ES48-G For SI: 1 inch =25.4 mm, 1 kip= 1,000 lbf=4.448 kN 1Part numbers with "G" suffix indicate hot-dip galvanized coating. Part numbers without a "G" suffix indicate plain steel. 'Bracket capacities are based on full-scale load tests and assumes a minimum concrete compressive strength (f'c) of 2,500 psi(17.24 MPa). 3Shaft capacities are applicable only to foundation systems that are fully braced as described in Section 4.1.3. 4Soil capacities are determined by taking the final drive force during installation and dividing it by a minimum factor of safety of 2.0. Maximum drive force shall not exceed 60.0 kips. sFoundation system allowable capacities are based on the lowest of P1, P2, and P4 listed in this table. Section 4.1.5 describes additional requirements. Page 7 of 7 r~ ICC EVALUATION Most Widely Accepted and Trusted . SERVICE ICC-ES Report ESR- • 3074 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Reissued 07/2015 This report is subject to renewal 07/2017. DIVISION:3100 00—EARTHWORK SECTION:3163 00—BORED PILES REPORT HOLDER: FOUNDATION SUPPORTWORKS, INC. 12330 CARY CIRCLE OMAHA, NEBRASKA 68128 EVALUATION SUBJECT: FOUNDATION SUPPORTWORKS HELICAL FOUNDATION SYSTEMS ICC ICC ICC PMG LISTED Look for the trusted marks of Conformity! ICC "2014 Recipient of Prestigious Western States Seismic Policy Council t (WSSPC)Award in Excellence" INTERK4T10Nti1 A Subsidiary of am=Nat ICC'-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not C �`°CB. "'° specifically addressed, nor are they to be construed as an endorsemcart o/`the subject of the report or a ANSI recommendation)(Or its use. There is no warranty by ICC'Evaluation Service, LLC express or implied. as Actroillmi foram to any finding or other matter-in this report, or as to any product covered by the report. cc Copyright 0 2016 ICC Evaluation Service, LLC. All rights reserved. 1E-Z. ICC EVALUATION `-.. SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3074 Reissued July 2015 Revised September 2016 This report is subject to renewal July 2017. 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 FOUND 12330 ATIOARY CIRCLE FS288BL for Model HP288, and HP350BS for Model OMAHAHA.NEBRASKA 6$12$ HP350), and Type B direct-load brackets (HP288NCB , NEB OMA ,NEB and HP288NCB8 for Model HP288, and HP350NCB and www.(800)281.5 ationsuaportworks.com 84HP350NCB8 for Model HP350), for attachment to ikortani 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 extension sections is a round, 2 18-inch-outside-diameter • 2015, 2012, 2009 and 2006 international Building (73 mm), 0.276-inch-nominal-wall-thickness (7.0 mm), Code(IBC) 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, 3'/2-inch- rrne Aoiac is bases on the Zoos 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 2.0 USES edge geometry with an outer diameter of 8, 10, 12 or 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 consist of a central lead shaft with one or more helical- factory-welded to the end of the extension section. (See shaped steel bearing plates, extension shafts, which may Figure 3.) 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%z-inch-long (152.4 mm), 41/4-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-Ts Evajtrati,,u Repots we not to he e.wstrurJ a r rtar•rrtira,'err.srheli,.s tor tint Mer rtrnihntes rent yet lin ally eddrrxsel nor Ott•the. ten In 1111 construed las an erx/r>rsc rr nl(el the snhsci n1 the report Or a ret ent nn ire/ation for Ra east. There 15 ern rr.rrranr{r hr ICC Et•rrlualinn Set-11(.1'.LLC elpreas ANSI r•:-aa.. xar inn Jrtied,ars to am finding Or Other matter in thenrc port,or as to ampr-urJm r rarer red hr db. t-w.a �, Copyright C 2016 international Code Council,LIC All rights reserved, Page 1 of 12 ESR-3074 I Most Widely Accepted and Trusted Page 2 of 12 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 J4-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 /4-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), 4'/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), 3'/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 1l2-inch-long (12.7 mm), 3112-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. /4-inch (19.1 mm) heavy hex nuts. (See Figures 1A and 1B.) 3.3.2 HP350 Lead and Extension Shafts: The HP350 3.2.22 Retrofit Bracket Assembly HP350BS: The leads and extensions are carbon steel round structural HP350BS bracket assembly is designed for use with the tubes minimumthat conform tor ASTM of 65 i(44 B or and having a yield strength 65 ksi (448 MPa) and a HP350 helical shaft and is used to transfer axial 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 2314-inch are 3/4-10 UNC 2A standard hex bolts conforming to SAE (69.9 mm) by 1%-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%-inch-thick(31,8 mm),8%-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 7/8-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. , . ESR-3074 I Most Widely Accepted and Trusted Page 3 of 12 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 3.3.6.4 Threaded Rods and Nuts:The 7/8-inch-diameter minimum tensile strength of 65 ksi (448 MPa). The helix steel threaded rods conform to ASTM Al93, Grade B7, finish is the same as that of the shaft to which the helix is having a minimum yield strength of 105 ksi (724 MPa) factory-welded. 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 OH 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,HP3SONCB and HP35ONCB8: 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, 3/4-inch-long (19.1 mm) steel ring (collar) conforms to Drawn Over a Mandrel (DOM), Grade 1026, having a ASTM A53,Types E and S, Grade 8, having a minimum yield strengthminimum yield strength of 70 ksi (483 MPa) and a of 35 ksi (241 MPa)and a minimum tensile minimum tensile strength of 80 ksi (552 MPa).The sleeve strength of 60 ksi (413 MPa). The sleeve finish is either finish is either plain steel or hot-dip galvanized in plain steel or hot-dip galvanized in accordance with ASTM accordance with ASTM A123. 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 Al 93, Grade B7, 1604.4, and must conform to Section 1810 of the 2015, havingstrength of 105 ksi (724 MPa) 2012 and 2009 IBC (Section 1808 of the 2006 IBC). The a minimum yield design method for the steel components is Allowable and a minimum tensile strength of 125 ksi(862 MPa),The matching 3/4-inch-diameter steel heavy hex nuts conform Strength Design (ASD), described in IBC Section 1602 to ASTM A563 Grade OH 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 ac orZn 8. between helical foundations. The result of this analysis, Fand the structural capacities, shall be used to select a 3.3.6 Retrofit Bracket Assembly HP350BS: helical foundation system. 3.3.6.1 HP35OBS 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'l.-inch-thick be submitted to the code official as one of the required submittal documents, prescribed in Section 107 of the (31.8 mm)steel plate conforms to ASTM A572,Grade 50, 2015, 2012 and 2009 IBC (Section 106 of the 2006 IBC), having a minimum yield strength of 50 ksi (345 MPa)and at the time of the permit application. The geotechnical a minimum tensile strength of 65 ksi (448 MPa). The report must include, but need not be limited to, the 0.25-inch-thick steel capture plate conforms to ASTM following information: A36, having a minimum yield strength of 36 ksi(248 MPa) 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 12 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. 6shaf= P x t (Eq. 1) A x E 4. Information on groundwater table, frost depth and where: corrosion-related parameters, as described in Section 5.5 of this report. Asrae = 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 (� =Kt T (Eq.2) zero and less than five. Fluid soil is defined as any soil Oar =oun/FOS (Eq. with an SPT blow count of zero[weight of hammer(WOH) 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 O„n = 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 Oars= Allowable axial tensile or compressive capacity capacities must not exceed the maximum design loads (P4)(lbf or N)of the helical piles. See Tables 1, 2, shown in Tables 1, 2 and 5. Shaft capacities of helical 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, Kt =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). ESR73074 I Most Widely Accepted and Trusted Page 5 of 12 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 1$10.3.3.1.9: 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 1 /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 4.2.2 Helical Pile Installation: The helical piles are the footing, 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(K,)of 9 ft-' (29.5 m-1)for the HP288 shaft and a Kt proper, positive surface drainage away from the of 7 ft"' (23.0 m-1) for the HP350 shaft. The installation structure. , , ESR-3074 I Most Widely Accepted and Trusted Page 6 of 12 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 of± 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 only to support structures that are laterally braced as must be consistent with the specified elevation. If necessary, the pile can be cut off in accordance defined in Section 1810.22 of the 2015, 2012 and with the manufacturer's instructions at the required 2009 IBC(Section 1808.2.5 of the 2006 IBC). elevation. 5.5 Use of FSI helical foundation systems in exposure 3. The new construction bracket must be placed over the conditions to soil that are indicative of potential pile top of the pile, with the bracket cap plate in full, direct deterioration or corrosion situations as defined by 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 Nm). 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 ± 1.0 degrees manufacturer's certification of installers, verification of the from the vertical for the HP288 shaft and 3.2 ± 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 engineering recognized en g g' g 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 0, 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 WidelyA epted and Trusted Page 7 of 12 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 10881 Street, Omaha, Nebraska; Behlen ground surface to the uppermost helix is 12D,where Manufacturing Company, 4025 East 23rd Street, D is the diameter of the largest helix. In cases where Columbus, Nebraska; and TSA Manufacturing, the installation depth is less than 120, 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) Helix(P3)4 Minimum Bracket o cket Part Sleeve Part No.' Bracket Description Bracket Shaft ( ) Number Soil Foundation (P1)2 (P2)3 (Per Helix of Helix (P4)8 System' Plate) Plates' FS288B FS288ES30 HP288 Standard Bracket wI30" 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 FS28813 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 w130"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=1000110=4.448 kN. 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel, 'Bracket 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. 'Shaft 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). '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. . ESR-3074 I Most Wideteaerpted and Trusted Page 8 of 12 / Nuts¢alch rr-d t., Naas sea end (HWH&N.i-17b) N4 araMelX1 (N4S-,FM-Z-C*.8 car, a1W►ie tiFZ-075) 'C� et ,--'Weeded Rod IIvatic) 14"m.`ed400 1 (rsi54c) c l{WTR.S2V2Z-0&i-i6 .- (HWiR-S21iWii75-tf�} I ® r 0 S28SC) i I txtM HVJlsie(G Threaded Raw' ' 31 [t ixisIm P� fexn 3,,,,uc ( TR.s'c A.Z.075-46) , 1 SIRaoC!Wit n 4 biUSiRilCAt S;sxlare a ecket ii s36eg) t aatp Pro1le Sweett 1 Hr,; ++ IrS28118o B\RnCKEx / 1 30'or 4e'Shrew-. , # qtr' Nrv+ -.�f rFsl'S1E5301 (rszeees30or 1 :dee* S3Q) `1 k 4 fS263ts48) }(-- j HP3Stt HP2e&-, {` f1 I PICK NWT e PIER SHAFT .1 HPg53-^s i I PIER SHAFT , J Coag ler Basta uad Naos ( Couplet Odle end.ne-- 'i, r• Coawler Coupler riots and Nuts _ Cower (HWS564-10a5M (1419 2-075-425 ItfW5516•Z-073425''` ��y� and IAVSJfH-Z•tfq) ,i and I4WS,I5N-Z1f75)-_,� and NWSJSN-?firs) r ' V I ., 1A i m I 1E 1 9C FIGURES 1A,1B AND 1C--HP288 AND HP350 RETROFIT BRACKET AND SHAFT ASSEMBLIES TABLE 2-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD COMPRESSION CAPACITIES' Allowable Compression Capacity(kips) Minimum Bearing Plate Edge Helix Minimum Bracket Part Concrete No.' Dimensions Com sive Distance Bracket Shaft (P3)4 Number Soil Foundation (in) Strength(psi) "A"(in) (P1)2 (P2)3 (Per Helix of Helix( P4)6 System? Plate) Plates HP288NCB or 2500 3 33.1 60.0 40.0 1 35.5 33.1 HP288NC$-G 6 x 6 x 0.75 2 4 44.1 60.0 40.0 1 35.5 35.5 3000 z 3 39.7 60.0 40.0 1 35.5 35.5 HP288NCB8 S x S x 0.75 2500 z 4 43.1 60.0 40.0 1 35.5 35.5 HP288NCB8-G 8 x 8 x 0.75 2500 z 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 HP350NCB-G 7 x 7 x 0.75 z 5 60.0 60.0 40.0 2 60.0 60.0 3000 z 4 60.0 60.0 40.0 2 60.0 60.0 HP350NCB8 2500 4 58.9 60.0 40.0 2 60.0 58.9 °r 8 x 8 x 0.75 z 5 60.0 60.0 40,0 2 60.0 60.0 HP350NCB8 60.0 40,0 60,0 G 3000 a 4 60.0260.0 For SI:I 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. 'Bracket 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. 'Shaft capacity is applicable only to the foundation systems that are hilly 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. BReduction 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. , . ESR-3074 I Most Widely Accepted and Trusted Page 9 of 12 TABLE 3-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD TENSION CAPACITIES' Allowable Tension Capacity(kps) Bearing Minimum Edge Minimum Foundation Bracket Part Plate Concrete Helix(P3) R Distance Bracket Number Soil System No. Dimensions Compressive "A"(in) (P1)2 a Shaft(P2) (Per Helix of Helix (P4)5 (in) Strength(psi) Plate) Plates` 2500 3 24.3 34.1 40.0 1 27.6 24.3 HP288NCB 1 27.6 27.6 or 6x6x0.75 24 32.4 34.1 40.0 HP288NCB-G 3000 2 3 29.1 34.1 40.0 1 27.6 27.6 3500 2 3 34.0 34.1 40.0 1 27.6 27.6 HP288NCB8 8 x 8 x 0.75 2500 2 4 34.1 34.1 40.0 1 27.6 27.6 HP288NCB8-G 8 x 8 x 0.75 2500 2 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 54.9 60.0 40.0 2 60.0 54,9 >_7 58.3 60.0 40.0 2 60.0 58.3 HP350NC6 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 2 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 2 5 58.3 60.0 40.0 2 60.0 _ 58.3 4000 2 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 2 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 2 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 2 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 2 5 60.0 60.0 40.0 2 60.0 60.0 4 45.8 60.0 40.0 2 60.0 45.8 HP350NCB8 8 x 8 x 0.75 2500 >_5 51.3 60.0 40.0 2 60.0 51.3 3000 2 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 2 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 2 5 55.6 60.0 40.0 2 60.0 55,6 3500 2 4 55.6 60.0 40.0 2 60.0 55.6 For SI:I 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. '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). °The minimum number of helix plates that must be used to achieve the full foundation system capacity. SSoil 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 5.1.11 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. °Bolts 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 12 FOOTING SIZE, FOOTING SIZE, REINFORCING DETAILS, '.,`•.. REINFORCING DETAILS, &ENBEDMENT DEPTHS k • &EMBEDMENT DEPTHS ', BY PROJECT ENGINEER BY PROJECT ENGINEER • • • • • ', • • • _ EDGE DISTANCE'A" 1 EDGE DISTANCE'A' i i 1 6 or 8 Inch -- 7 or B Inch - New onstructkm Bracket . 1 New Construction B'acket • I (HP288NC8 or ' (HP350NCB or I HP288NCB8) .�_,_ EI� HP350NCB6) „.., , . Coupler Bolts and Nuts .• _ • :.:oupler Bdts and Nuts `'i • • • (HWSBB-Z-075425 (HWS5B-Z-100-500 and HWSJ5N-Z475) [] and HWSJ5N-Z-100) 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 in' 4.05 in4 1.57 in' 3.58 in4 1.76 in4 3.91 in' 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 in/ 1.10 in/ 2.07 in/ 1.23 in/ 2.24 in/ Plastic Section Modulus,Z 1.77 in3 3.21 in/ 1.52 in/ 2.85 in3 1.70 in3.11 in/ 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 12 TABLE 5-HP288 AND HP350 LEAD AND EXTENSION ASD TENSION AND COMPRESSION CAPACITIES" LeadfExtension Net Shaft Helix Diameter(In) (P2)` (P2) (P3)3 K. Shaft (P4)'Torque Part No. Length Shaft Shaft Helix (ft-') Torsion Correlated Soil "L"(in) Comp. Ten. (kips) Rating" Capacity(kips) (kips) (kips) (Ibfft) Comp. Ten. A B C 0 HP288L5H8-3850 60 8 - - - 60,0 341 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 HP288L01-180-3850 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 1-112288L0H24.3850 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 HP288E4H4-3850 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 I HP288E7H44-3850 78 14 14 - - 60.0 34.1 60.0 9 7898 35.5 27.6 I 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 HP3501S5144-3850 60 14 - - 60.0 60,0 40.0 7 17500 40,0 40.0 HP350LS5H80.3850 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 HP350LS7H8-3850 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 HP35OLS7H02-3850 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 HP350L571-1802-3850 84 8 10 12 -- 60.0 60.0 60.0 7 17500 , 60.0 60.0 HP350LS7H024-3850 84 10 12 14 - 60.0 60 0 60.0 7 17500 60.0 60.0 HP350LSOH80-3850 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 HP350LSOH802-3850 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,l Ibf-ft=1.356 N-m. NA=not applicable 'Part numbers with"G"suffix Indicate hot-dip galvanized coating Part numbers without a'0'suffix indicate plain steel 'Shaft 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 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. '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. , , ESR-3074 I Most Widely Accepted and Trusted Page 12 of 12 SHAFT LENGTH'L' 450° ill -4---ii,i ,itt iT___ o * PILE SHAFT `---HELIX DIAMETER"A" HELIX DIAMETER`B" HELIX DIAMETER"C" HELIX DIAMETER"D"----' NET SHAFT LENGTF"L' COUPLER PILE SHAFT ---\ HELIX DIAMETER'A' HELM DIAMETER"8" FIGURE 3—TYPICAL HP288 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES S-IAFT LENGTH'L" PIE SHAFT SPIRAL TIP 1 1\ r1 „ _ __0_,I__ I \IL `--HELIX DIAMETER'A" HELIX DIAMETER"B" L HELIX DIAMETER"C" HELIX DIAMETER"D' SHAFT LENGTH"L" DETACHED COUPLER r PILE SHAFT i rt. HELIX DIAMETER"A" /ItHELIX DIAMETER B"-/Iii FIGURE 4—TYPICAL HP350 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES wail STRUCTURAL&EARTHQUAKE ENGINEERING Appendix D FLOOR LEVEL SURVEY , . 1 STRUCTURAL&EARTHQUAKE ENGINEERING - I i 0 - Dec 4 I AG . .__ . _ J ___ __ _�_� _ _ __ . _ _ _._ _ . . ______ , _ , ...--..- 55 –. .—........ . -. _ . 4.1.PO , co?" .. s y , d 14/ • .0 i ii I � l , 1� . p� � , i 1 _........_.+ _ _.._.. ._.._ I L i a s.....--..# _ -�..... 0 FLOOR LEVEL SURVEY PLAN SCALE: NOT TO SCALE 4P NORTH