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Plans OFFICE COPY STARK 4400 NE 77th Ave,Suite 275 FOUNDATIONS Vancouver,WA98662 P: 360.566.7343 E: starkd@starkYdncon" STRUCTURAL CALCULATIONS PREPARED FOR ., LIABILITY TERRAFIRMA RECEIVE The City of Tigard and its employees shall not be FOR JUL 21 2020 responsible for discrepancies MICHAEL RESIDENCE CITY OF TIGARD which may appear herein. FOUNDATION REPAIR BUILDING DIVISION 10349 SW 71ST AVENUE TIGARD,OREGON VALIDITY OF PERMIT THE ISSUANCE OF A PERMIT PROJECT NUMBER: 20.112.TFS(WO#:36364) BASED ON CONSTRUCTION DOCUMENTS AND OTHER DATE: July 17, 2020 DATA SHALL NOT PREVENT PROJECT MANAGER: DANIEL STARK, P.E. THE CODE OFFICIAL FROM REQUIRING THE CORRECTION OF ERRORS.ORSC 105.4PROFESS>0 �v ��t;INEf� 9 Approved plans shall be on job site. 1� ( 1/,5'U JC SSA146 jk ` k v\ t)r • 4y.0441EL ,Nos. EXPIRES: 06/30/22 4- c{ tv �. . . prbV��z JC1 R LoR a- ev ;��rs r a.l St)on y CITY OF TIGARD REVIEWED FOR,.CODE COMPLIANCE Approved: [vi OTQ [ Permit#: 2(7?) (� 2 Address; \b3'-I9 41W )I s XVI— Suite#: Ey: Date* -1/4-3 �2.-t) STARK 4400 NE 77th Ave,Suite 275 FOUNDATIONS Vancouver,WA 98662 P: 360.566.7343 E: stark_d@st_arkidn.com July 17,2020 Project No.: 20.112.TFS(WO#:36364) Clint Griffith TerraFirma 13110 SW Wall Street Portland,Oregon 97223 RE: Foundation repair-10349 SW 71st Avenue,Tigard,Oregon PROJECT BACKGROUND We understand that the structure is a single-family residence and has experienced settlement at the back elevation of the structure. A recent floor level survey(attached)indicates as much as-1"of differential settlement may have occurred. It is our understanding that(2)2 7/8 inch diameter push piers have been proposed to provide additional foundation support. J i 4 401,..., e 1 P t � a Y -aj - �„ - ., ri,„ u--,...., .__., .....3.•w--,•,.7_, - .,, I`t A 11 ( �nt L. ',.' c r� �, ¢I • +, a •y."— •.S 1I' j;�` �f ( \ A A A `� Ill ��I {'.'.. o...t -'4 l d' ar.• Image 1:Front Elevation GEOLOGIC SETTING The existing structure is located in Tigard,Oregon. The geologic structure in the area is comprised of silty loam and the site is flat.It is our opinion that the localized settlement is a result of improper foundation drainage and/or undersized footings. We believe that suitable support can be achieved by installing helical and/or push piers. SUMMARY The ultimate load requirement for the push piers is 12000 Ibs,and based on the geologic setting,we expect the piers to achieve adequate capacity at approximately 8—25 feet. We recommend that the piers with a 2 7/8 inch shaft and be installed to a minimum depth of 8 feet and a minimum installation pressure of 1300 psi,or refusal,using a 9.62 square inch hydraulic ram. Regards, Gt<p PROFtss *G 1 N fE.� �O� Daniel Stark,P.E. 7140PE Stark Foundations �wxp ��y� r ' • oo��Q 1)4MEL W 01- EXPIRES: 06/30/22 FLOOR LEVEL SURVEY © Garage Date: 17-Jul-20 lia•STARK W Foundation Underpinning Designed by:NDS FOUNDATIONS -) 10349 SW 71st Avenue 0 Tigard,Oregon Project No.:20.112.TFS(WO#:36364) Design Criteria Code(s): International Building Code(IBC)2015/2018 ASCE 7-10 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft Chimney= 45 psf Active Pressure= 60 psf/it Third Floor= 15 psf Second Floor= 15 psf First Floor= 15 psf Walls= 8 psf 8"Foundation Wall= 10D psf Soil= 110 psf Live: Roof(snow)= 25 psf Third Floor= 40 psf Second Floor= 40 psf First Floor= 40 psf Wind:(not applicable) Exposure= C Risk Category= II Wind Speed,V= 120 mph Ka= 1.0 Gust Effect Factor,G= 0.85 Ka= 0.85 Internal Pressure Coefficient,GCa= -0.18 K:= 0.98 External Pressure Coefficient,C,= 0.8 Height,h:= 30 ft Design Wind Pressure: Design Load Combo=D+0.6W where: p.= (GCp-GCp) w=0.6 q�=0.00256KiKAKaV2 Therefore: qr= 30.7 psf Pw= 26.4 psf Factored Wind Pressure,p'.,= 15.8 psf(say 16 psf) - - - Date: 17-Jul-20 .1/40,1STARK W Foundation Underpinning Designed by: NDS FOUNDATIONS —2 10349SW71stAvenue 2 Tigard,Oregon d Project No.:20.112.TFS(WO#:36364) Push Pier Design-Worst Case Vertical Design Loads: Tributary Widths: Roof= 13 ft ------> 195 pif Third Floor= 0 ft ------> 0 pit Second Floor= 4 ft ----> 60 pit First Floor= 4 ft ---> 60 Of Walls= 16 ft ----> 128 pit Foundation Wall(height)= 3 ft ------> 300 ptf Soil(height)= 2 ft -----> 220 pif IDL= 963 pif Live: Roof(snow)= 13 ft —> 325 pif Third Floor= 0 ft —> 0 pif Second Floor= 4 ft > 160 pif First Floor= 4 ft —> 160 pif ILL= 645 pit Max Pier Spacing or Trib= 4 ft Pier Working Loads: Pa= 3852 lbs 0.75*Pa= 1935 lbs Working Load,P.m= 6000 lbs Ultimate Load,PuLT= 12000 lbs Pier Design: Pier Type:Push Pier Bracket:FS2688L Bracket Cap= 25300 lbs Therefore ok Reference ICC report(attached) Shaft Diameter:2.875" Installation Pressure,P: QLn=2(Pn.) =Acyi(P) where Aco=working area of the dual bore 12000 lbs installation cylinder Awn= 9.62 in2 Therefore,Pao=Qun 1300 psi • Date: 17-Jul-20 lik-aSTARK W Foundation Underpinning Designed by: NDS FOUNDATIONS ) 10349 SW 71st Avenue 0 Tigard,Oregon O. Project No.:20.112.TFS(WO#:36364) Push Pier Analysis-PP288 System Vertical Design Loads: Working Load,Pa_= 9.68 kips ♦ Min Installation Depth,L= 10 ft " Unbraced Length,Lu= 1 ft(assumed fully braced) Eccentricity,e= 7 in Concrete-steel coif of friction= 0.451.1 Friction Factor of Safety= 2.0 Normal Surface Force,F.= 4.84 Eccentric moment,Me=Pn.x e= 67.73 in-kip 111Friction moment,Mi= 15.24 in-kip Design moment,MT= 52.49 in-kip r r Sleeve Section Properties: Sleeve Length= 48 in Sleeve OD= 3.485 in Wall thickness,tw= 0.201 in Sleeve ID= 3.083 in A= 2.072 in2 I= 2.804 in4 S= 1.609 ins Z= 2.169 ins BRACKET DEL r= 1.163 in E= 29000 ksi Fy= 50 ksi Pier Section Properties: Pier OD= 2.839 in Wall thickness,tw= 0.117 in Sleeve ID= 2.605 in A= 1.001 in2 I= 0.928 ins S= 0.654 Ina Z= 0.867 in3 r= 0.963 in k= 2.1 E= 29000 ksi Fy= 50 ksi PP288 Capacity kl/r= 26.2 in F.= 327 ksi 4.71 (E/Fy)05 113 Fcr= 46.9 ksi P.= 46.9 kips FS= 1.67 Allowable Axial Load,Pe/FS 28.1 kips Actual Axial Load,Pa.= 10 kips Therefore ok Pier OD/Lvp= 24.3 Therefore<0.45E/Fy-OK Mr,= 152 in-kip FS= 1.67 ksi Allowable Flexural Load,Mn/FS= 90.9 in-kip Actual Flexural Load,MT= 52.49 in-kip Therefore OK Combined Axial&Flexural Check= 0.92 Therefore OK kkv EVALUATION REPORT Number:t 289 ® Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 SUPPORTWORKS,INC. 2.5 The push pier foundation systems have not been 11850 VALLEY RIDGE DRIVE evaluated for use in soil conditions that are indicative of a PAPILLION,NEBRASKA 68046 potential pier deterioration or corrosion situation as defined www.supportworks.com by the following:(1)soil resistivity less than 1,000 ohm-cm; jkortan([rlsupportvorks.eom (2)soil pH less than 5.5;(3)soils with high organic content; (4) soil sulfate concentrations greater than 1,000 ppm; (5) SUPPORTWORKS soils located in a landfill,or(6)soil containing mine waste. PP288 AND PP237 PUSH PIER SYSTEMS 2.6 Zinc-coated steel and bare steel components shall not be CSI Section: combined in the same system, except where the sacrificial 31 62 00 Driven Piles thickness (TO for the zinc-coated components is taken as that given for bare steel components. All push pier 1.0 RECOGNITION foundation components shall be galvanically isolated from concrete reinforcing steel, building structural steel, or any Supportworks, Inc. Models PP288 and PP237 push pier other metal building components. systems recognized in this report have been evaluated for use as support foundations.The structural performance and 2.7 The push pier shafts shall be installed at a maximum geotechnical properties of the Supportworks,Inc. push pier angle of 3.0± 1.0-degrees from the vertical. systems comply with the intent of the provisions of the following codes and regulations: 2.8 Special inspection is provided in accordance with Section 3.4 of this report. • 2018,2015,2012 and 2009 International Building Codes(IBC) 2.9 Engineering calculations and drawings, in accordance with recognized engineering principles,as described in IBC 2.0 LIMITATIONS Section 1604.4, prepared by a registered design professional,are provided to,and are approved by the code Use of Models PP288 and PP237 push pier foundation official. systems recognized in this report is subject to the following limitations: 2.10 The adequacy of the concrete structures that are connected to the brackets shall be verified by a registered 2.1 The push pier foundation systems are manufactured, design professional, in accordance with applicable code identified and installed in accordance with this report, provisions, such as Chapter 15 of ACI 318 and Chapter 18 approved construction documents (engineering drawings of IBC,and subject to the approval of the code official. and specifications), and the manufacturer's published installation instructions. In case of conflicts, the more 2.11 A geotechnical investigation report for each project site restrictive governs. shall be provided to the code official for approval in accordance with Section 3.2.1 of this report. 2.2 The push pier foundation systems have been evaluated for support of structures assigned to Seismic Design 2.12 When using the alternative basic load combinations Categories A, B, and C in accordance with IBC Section prescribed in IBC Section 1605.3.2, the allowable stress 1613. Push pier foundation systems that support structures increases permitted by material chapters of the [BC assigned to Seismic Design Category D, E or F, or are (including Chapter 18) or the referenced standards are located in Site Class E or F, are outside the scope of this prohibited. report. 2.13 Evaluation of compliance with Section 1810.3.11.1 of 2.3 Installations of the push pier foundation systems are the IBC for buildings assigned to Seismic Design Category limited to regions of concrete members where analysis C,and with Section 1810.3.6 of the IBC for all buildings,is indicates no cracking occurs at service load levels or due to outside the scope of this evaluation report.Such compliance the effects of restrained shrinkage. shall be addressed by a registered design professional for each site, and the work of the design professional shall be 2.4 The push pier brackets shall be used only to support subjected to approval of the code official. structures that are laterally braced as defined in Section 1810.2.2 of the IBC. 2.14 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 IBC. C0� 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,end for et 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.This document shall only be reproduced in its entirety. Copyright®2020 by International Association of Plumbing and Mechanical Officials-All rights reserved.Printed in the United States. Ph:1.877.4IESRPT•Fax:909.472.4171 ANSI mmenfi web:wvnv.umform-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816—USA F 13QSMC 17065 Page 1 of 8 "°°°"`SOWS !Body • 1104 EVALUATION REPORT Number .. 289 ® Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 2.15 The Model PP288 push pier foundation system 2. Soil properties, including those affecting the components are manufactured at the following facilities: design such as support conditions for the piers. Behlen Technology & Manufacturing Company, Omaha, 3. Recommendations for design criteria. Nebraska; Behlen Manufacturing Company, Columbus, 4. Any questionable soil characteristics and special Nebraska; PowerBrace, Des Moines, Iowa; and TSA design provisions,as necessary. Manufacturing,Omaha,Nebraska. The Model PP237 push pier foundation system components are manufactured at the 3.2.2 Bracket Capacity(P1): Only localized limit state of following facilities: Behlen Technology & Manufacturing concrete bearing strength in compression has been evaluated Company, Omaha, Nebraska; Behlen Manufacturing in this evaluation report for compliance with IBC Chapter Company, Columbus, Nebraska; and TSA Manufacturing, 19 and ACI 318. All other structural requirements in IBC Omaha,Nebraska. Chapter 19 and ACI 318 applying to the concrete foundation,such as those limit states described in ACI 318 3.0 PRODUCT USE (anchorage per Appendix D, punching (two-way) shear, beam(one-way) shear, and flexural(bending)related limit 3.1 General: Supportworks,Inc. Models PP288 and PP237 states), have not been evaluated in this evaluation report. push pier systems are used to support foundations of existing The concrete foundation shall be designed and justified to structures or to provide additional axial compression the satisfaction of the code official with due consideration capacity to existing foundation systems. The systems are to structural detailing, applicable limit states, and the alternatives to driven piles described in IBC Section direction and eccentricity of applied loads, including 1810.3.1.4. reactions provided by the brackets, acting on the concrete foundation. 3.2 Design: Structural calculations (analysis and design) and drawings,prepared by a registered design professional, 3.2.3 Shaft Capacity(P2):The top of shafts shall be braced shall be approved by the code official for each project,and as prescribed in Section 1810.2.2 of the IBC.In accordance shall be based on accepted engineering principles as with Section 1810.2.1 of the IBC, any soil other than fluid described in IBC Section 1604.4,and shall conform to IBC soil shall be deemed to afford sufficient lateral support to Section 1810.The design methods for the steel components prevent buckling of systems that are braced.When piers are are Allowable Strength Design(ASD),described in the IBC standing in air,water or fluid soils, the unbraced length is and AISC 360 Section B3.4. The structural analysis shall defined as the length of piers that is standing in air,water or consider all applicable internal forces due to applied loads, fluid soils plus an additional 5 feet (1524 mm) when structural eccentricity and maximum span(s)between push embedded into firm soil or an additional 10 feet(3048 mm) pier foundations. The structural analysis,the IBC, and this when embedded into soft soil.Firm soils shall be defined as report shall be used to select an appropriate push pier any soil with a Standard Penetration Test(SPT)blow count system. of five or greater.Soft soil shall be defined as any soil with a SPT blow count greater than zero and less than five.Fluid The ASD capacities of push pier system components are soils shall be defined as any soil with a SPT blow count of indicated in Table 2 of this report. The geotechnical zero[weight of hammer(WOH)or weight of rods(WOR)]. investigation shall address the suitability of the push pier The SPT blow counts shall be determined in accordance system for the specific project. The requirements for deep with ASTM D1586. For fully braced conditions where the foundations in IBC Section 1803.5.5 shall be considered. In pier is installed in accordance with Section 1810.2.2 of the addition,effects on the supported foundation and structure IBC,and piers do not stand in air,water,or fluid soils,the and group effects on the pile-soil capacity shall be shaft capacities shall not exceed the ASD shaft compression considered.The investigation shall provide estimates of the capacities shown in Table 2 of this report. Shaft capacities axial compression capacities for the push piers, and the of push pier foundation systems in air,water or fluid soils, expected total and differential settlements due to single pier shall be determined by a registered design professional. or pier group,as applicable. The elastic shortening/lengthening of the pier shaft will be 3.2.1 A written report of the geotechnical investigation shall controlled by the variation of applied loads from the pier be submitted to the code official as one of the required lock-off load and the mechanical and geometrical properties submittal documents,prescribed in IBC Section 107,at the of the 27/8- and 23/8-inch-diameter (73 nun and 60 mm) time of the permit application.The geotechnical report shall round structural tubing.The shaft elastic shortening may be comply with provisions in IBC Section 1803.6 and also determined from equation Eq.-1: include, but need not be limited to, the following information: dP x L Asher — A x E (Eq. I) 1. Information on groundwater table,frost depth and corrosion-related parameters, as described in Where: Section 2.5 of this report. Page 2 of 8 • 1144 EVALUATION REPORT Number: .. 289 ® Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 b,A,fl= change in shaft length due to elastic shortening(inches/nun) mechanical anchorage to the concrete foundation. AP= change in load between the applied load and the pier lock-off load(lbf/N) 4. The external sleeve shall be placed over the starter L= pier shaft length(inches/mm) tube and both the external sleeve and starter tube A= shaft cross-sectional area(in2/mm2)(taken from Table 1 of this shall be inserted through the bracket from the top. report) Care shall be taken that the sleeve and starter are E= shaft steel modulus of elasticity(29,000,000 psi/199,900 MPa) properly aligned and extend past both the top and bottom plates of the bracket. 3.2.4 Soil Capacity (P4): For determination of allowable soil capacity in axial compression, a minimum factor of 5. The drive stand shall be secured to the bracket,the safety of 2.0 shall be applied to the final drive force. The hydraulic drive cylinder attached to the drive stand final drive force shall not exceed the maximum drive force and connected to the hydraulic operating system. rating of the applicable PP288 or PP237 push pier system as listed in Table 2(Note#4)of this report. 6. The drive stand shall be aligned by activating the hydraulics and extending the drive cylinder rod to 3.2.5 System Capacity:The ASD allowable capacity of the make slight contact with the starter tube section.A push pier foundation system in compression depends upon digital level, protractor or other device shall be the analysis of interaction of brackets,shafts,and soils;and used to check alignment of the drive stand,sleeve, shall be the lowest value of PI,P2,and P4 as shown in Table starter and bracket.The alignment shall be adjusted 2 of this report. as necessary to allow a 3.0±1.0-degree installation angle. Temporary cribbing may be used between 3.3 Installation: the drive stand and the foundation wall to set the correct installation angle while advancing the 3.3.1 Installation General: The push pier foundation starter tube and external sleeve. systems shall be installed by trained and certified installers. The push pier foundation systems shall be installed in 7. The external sleeve and starter tube shall be driven accordance with this section(Section 3.3 of this report),site- together until the end of the sleeve is seated at the specific approved construction documents (engineering top of the bracket.Pier tubes shall then be coupled drawings and specifications),and the manufacturer's written and pushed through the external sleeve. When the installation instructions. In case of conflicts, the more maximum cylinder stroke has been reached, the restrictive governs. cylinder shall be retracted, a drive tube tool shall be set in place,and the push shall be completed to 3.3.2 Retrofit Bracket Installation: the top of the bracket or external sleeve. 1. An area shall be excavated approximately 3 feet 8. The drive pressure at the final stroke of each pier (914 mm)square and to a depth approximately 9 to tube section shall be recorded. This process shall 13 inches (229 to 330 mm) below the bottom of continue until the pre-determined drive pressure footing at the push pier location. The soil shall be (final drive force)is achieved or the structure starts removed below the bottom of footing to about 9 to lift. After reaching the final drive force, the inches(229 mm)from the footing face in the area pressure shall be released from the hydraulic where the bracket bearing plate will be placed.The system and the drive stand and drive cylinder shall vertical and bottom faces of the footing shall,to the be removed from the bracket. The drive process extent possible, be smooth and at right angles to shall be repeated at each of the proposed pier each other for the mounting of the support bracket. locations. The final drive force shall not exceed the The concrete surfaces shall be free of all soil,debris maximum drive force rating of the push pier and loose concrete so as to provide a full and firm system as listed in Table 2(Note#4)of this report. contact of the retrofit bracket. 2. Notching of the footings may be needed to place 9. A lift cylinder shall be connected to each retrofit the retrofit bracket directly under the wall/column. bracket assembly to lift the structure to the desired Notching shall be performed, however, only with elevation and/or transfer the designated portion of the acceptance of the registered design professional the foundation loads to the push pier system. and the approval of the code official. 3.4 Special Inspection: Continuous special inspection in 3. The bracket shall be placed under the footing and accordance with Section 1704.8 of the 2009 IBC or Section raised into position with the horizontal and vertical 1705.7 of the 2012,2015,and 2018 IBC shall be provided bearing plates in full contact with the concrete for the installation of foundation piers and foundation surfaces. The bracket shall be temporarily held in brackets. Items to be confirmed by the special inspector place using wood cribbing or other mechanical include, but are not limited to, the manufacturer's means. The under-footing brackets do not require certification of installers, verification of the product Page 3 of 8 EVALUATION REPORT Number: . 289 Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 manufacturer, push pier bracket and component or bedrock. configuration and identification,inclination and position of the push piers, final drive force, push pier lock-off load, 4.2 PP288 Material information depth of the foundation piers, and compliance of the installation with the approved construction documents and 4.2.1 Retrofit Bracket Assemblies FS288B, FS288BL, this evaluation report. and FS288BL2: The FS288B, FS288BL, and FS288BL2 bracket assemblies consist of an FS288B, FS288BL, or In lieu of continuous special inspection, periodic special FS288BL2 bracket,an external pipe sleeve(FS288ES48),a inspection as defined in IBC Section 202 is permitted, cap plate(FS288C),two threaded rods, and matching nuts. provided that all following requirements identified below, The assemblies are illustrated in Figure 1 of this report. are satisfied: (1) The installers are certified by the manufacturer and the evidence of installer training and 4.2.1.1 FS288B,FS288BL,and FS288BL2 Brackets:The certification by the report holder are provided to the code FS288B,FS288BL,and FS288BL2 brackets are constructed official; (2) Structural observations in accordance with the from factory-welded, 0.250-, 0.3125-, 0.375-, and 0.500- 2009 IBC Section 1710,2012 IBC Section 1704.5,or 2015 inch-thick(6.35 ram,7.94 mm,9.53 ram,and 12.7 mm)steel or 2018 IBC Section 1704.6 are provided; (3) A periodic plates. The steel plates used in the FS288B and FS288BL inspection schedule, as part of the statement of special brackets conform to ASTM A36, with a minimum yield inspection,prepared by a registered design professional, is strength of 36 ksi(248 MPa)and a minimum tensile strength submitted to and approved by the code official. As a of 58 ksi(400 MPa).The steel plates used in the FS288BL2 minimum, the periodic inspection schedule shall include, bracket conform to ASTM A572,Grade 50,with a minimum but not be limited to,the following: yield strength of 50 ksi (345 Mpa) and a minimum tensile 1. Before the start of work: Verify manufacturer, strength of 65 ksi (448 Mpa). The bracket finish is either plain steel or hot-dipped galvanized in accordance with verify installer's certification by the manufacturer, ASTM A123. and confirm push pier and bracket configuration compliance with the approved construction 4.2.1.2 FS288ES48 External Sleeve: The external sleeve documents and this evaluation report. (FS288ES48) is manufactured from a 48-inch-long (1219 2. Installation of the first push pier foundation mm), 3'/2-inch outside diameter (89 mm) and 0.216-inch system: Verify that the location, inclination, final (5.49 mm) nominal wall thickness pipe conforming to drive force,push pier lock-off load and depth of the ASTM A500, as specified in the quality control push piers comply with the approved construction documentation. One end of the external sleeve has a 1.00- documents and this evaluation report. Verify that inch long (25.4 mm) section trumpeted to a final outer installers keep an installation log. diameter of 4.00 inches (101.6 mm). The sleeve finish is either plain steel or hot-dipped galvanized in accordance 3. First connection to the building structure: Verify with ASTM A123. that installation of brackets complies with the approved construction documents and this 4.2.13 FS288C Cap Plate: The FS288C cap plate is evaluation report. manufactured from a 1-inch-thick (25.4 ram), 4-inch-wide 4. End of work: Verify that the installation log (102 mm), 8.25-inch-long (210 ram) steel plate. The steel complies with requirements specified in the cap plate conforms to ASTM A572, Grade 65, having a approved construction documents. Verify that minimum yield strength of 65 ksi(448 MPa)and a minimum installation of all structural connections complies tensile strength of 80 ksi(552 MPa).The cap plate assembly with approved construction documents and this finish is either plain steel or hot-dipped galvanized in accordance with ASTM A123. evaluation report. 4.0 PRODUCT DESCRIPTION 4.2.1.4 Threaded Rod and Nuts: The cap plate is attached to the retrofit bracket with two 3/4-inch-diameter by 16-inch- 4.1 Product information: Models PP288 and PP237 push long(19.1 mm by 406 mm)threaded rods,and matching 3/4- pier systems consist of an under-footing bracket(side load), inch(19.1 mm)heavy hex nuts.The 3/4-inch-diameter(19.1 external sleeve, starter tube with friction-reduction collar, mm)steel threaded rods conform to ASTM A193,Grade B7, and push pier tube sections with slip-fit couplings. The having a minimum yield strength of 105 ksi(724 MPa)and under-footing bracket is secured against and below the a minimum tensile strength of 125 ksi (862 MPa). The existing footing while pier sections are hydraulically driven matching 3/4-inch-diameter(19.1 mm)steel heavy hex nuts (pushed) through the bracket and into the soil below using conform to ASTM A563 Grade DH or DH3,or ASTM A 194 the combined structural weight and any contributory soil Grade 2H. The threaded rods and nuts are zinc-coated in load as drive resistance. Pier sections are added and driven accordance with ASTM B633, with coating classification until a suitable load bearing stratum is encountered. The Fe/Zn 8. weight of the structure is then transferred through the foundation brackets and piers,and to firm load bearing soil Page 4 of 8 %It, EVALUATION REPORT Number:.,,. 289 Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 4.2.2 PP288 Starter and Pier Tube Sections: The central of 60 ksi(413 MPa).The steel cap plate conforms to ASTM steel shaft of the starter and pier tube sections are 2.875-inch A572,Grade 50,having a minimum yield strength of 50 ksi outer diameter(73 mm)by 0.165-inch (4.19 mm) nominal (345 MPa) and a minimum tensile strength of 65 ksi (448 wall thickness hollow structural section in conformance MPa). The cap plate assembly finish is either plain steel or with ASTM A500 as specified in the quality control hot-dipped galvanized in accordance with ASTM A123. documentation. Mechanical properties are listed in Table 1 of this report. The starter tube includes a 1.00-inch-long 4.3.1.4 Threaded Rod and Nuts: The cap plate is attached (25.4 mm)by 3.375-inch(85.7 mm)outer diameter friction- to the retrofit bracket with two 5/8-inch-diameter by 14-inch- reduction collar machined from steel conforming to ASTM long(15.9 mm by 356 mm)threaded rods,and matching 5/8- A36 with a minimum yield strength of 36 ksi(248 MPa)and inch (15.9 mm) standard hex nuts. The threaded rods a minimum tensile strength of 58 ksi(400 MPa).The starter conform to ASTM A193, Grade B7, having a minimum tube and pier tube shaft finishes are triple coated in-line yield strength of 105 ksi(724 MPa)and a minimum tensile galvanized. strength of 125 ksi(862 MPa). The matching standard hex nuts conform to SAE J995 Grade 8. The threaded rods and 4.2.3 PP288 Shaft Couplings: The shaft coupling material nuts are zinc-coated in accordance with ASTM B633, with is factory crimped or plug-welded to one end of the tube coating classification Fe/Zn 8. section and consists of 2.50-inch(63.5 mm)outer diameter by 0.180-inch (4.57 mm) nominal wall thickness hollow 4.3.2 PP237 Starter and Pier Tube Sections: The central structural section in conformance with ASTM A53 Grade B, steel shaft of the PP237 starter and pier tube sections are Type E& S with a minimum yield strength of 35 ksi (241 2.375-inch outer diameter (60 mm) by 0.154-inch (3.91 MPa)and a minimum tensile strength of 60 ksi(413 MPa). mm) nominal wall thickness hollow structural section in The pier tube shaft coupling finish is plain steel. conformance with ASTM A500 as specified in the quality control documentation. Mechanical properties are listed in 4.3 PP237 Material information Table 1 of this report. The starter tube includes a friction reduction collar factory welded to one end. The collar 4.3.1 Retrofit Bracket Assembly FS238B: The FS238B consists of a 1.00-inch-long (25.4 mm), 27/8-inch outside bracket assembly consists of an FS238B bracket,an external diameter(73 mm) and 0.203-inch(5.16 mm)nominal wall pipe sleeve (FS238ES48), a cap plate (FS238C), two thickness pipe conforming to ASTM A53,Grade B,Type E threaded rods, and matching nuts. The assembly is and S,having a minimum yield strength of 35 ksi(241 MPa) illustrated in Figure 1 of this report. and a minimum tensile strength of 60 ksi (413 MPa). The starter tube and pier tube shaft finishes are either plain steel 4.3.1.1 FS238B Bracket: The FS238B bracket is or hot-dipped galvanized in accordance with ASTM A123. constructed from factory-welded, 0.250- and 0.375-inch- thick(6.35 mm and 9.53 mm)steel plates. The steel plates 4.3.3 PP237 Shaft Couplings: The PP237 shaft coupling conform to ASTM A36,with a minimum yield strength of material is factory crimped to one end of the tube section 36 ksi(248 MPa)and a minimum tensile strength of 58 ksi and consists of 2-inch(50.8 mm)outer diameter by 0.187- (400 MPa). The bracket finish is either plain steel or hot- inch (4.75 mm) nominal wall thickness hollow structural dipped galvanized in accordance with ASTM A123. section in conformance with ASTM A500 Grade C,with a minimum yield strength of 46 ksi(317 MPa)and a minimum 4.3.1.2 FS238ES48 External Sleeve: The external sleeve tensile strength of 62 ksi (427 MPa). The pier tube shaft (FS238ES48) is manufactured from a 48-inch-long (1219 coupling finish is either plain steel or hot-dipped galvanized mm), 27/8-inch outside diameter (73 mm) and 0.203-inch in accordance with ASTM A123. (5.16 mm) nominal wall thickness pipe with a factory- welded end ring which consists of a 0.75-inch long (19.1 5.0 IDENTIFICATION mm),33/8-inch outside diameter(85.7 mm)and 0.188-inch (4.78 nun)nominal wall thickness pipe.The external sleeve The push pier foundation system components described in shaft and end-ring conforms to ASTM A500 and ASTM this report are identified by labels that include the report A53, respectively, as specified in the quality control holder's name (Supportworks, Inc.); the name and address documentation.The sleeve finish is either plain steel or hot- of Behlen Technology&Manufacturing Company,Behlen dipped galvanized in accordance with ASTM A123. Manufacturing Company, PowerBrace, or TSA Manufacturing; the product name, the model number 4.3.1.3 FS238C Cap Plate: The FS238C cap plate is (PP288 or PP237); the part number; and the IAPMO UES manufactured from a 0.5-inch-long (12.7 mm), 27/8-inch evaluation report number (ER-289). The identification outside diameter (73 mm) and 0.203-inch (5.16 mm) includes the IAPMO Uniform Evaluation Service Mark of nominal wall thickness pipe that is factory welded to a 0.75- Conformity. Either Mark of Conformity may be used as inch-thick (19.1 mm), 3.75-inch-wide(95 mm), 5.75-inch- follows: long(146 mm)steel plate.The steel pipe conforms to ASTM A53, Grade B, Type E and S, having a minimum yield strength of 35 ksi(241 MPa)and a minimum tensile strength Page 5 of 8 kits EVALUATION REPORT Numbers 289 Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 IgPMo UES o or IAPMO UES ER-289 6.0 SUBSTANTIATING DATA 6.1 Data in accordance with IBC Section 1810.3.1.4. 6.2 Test Reports for compression loading Push Pier Foundation System 6.3 Engineering Calculations 7.0 STATEMENT OF RECOGNITION This evaluation report describes the results of research carried out by IAPMO Uniform Evaluation Service on Supportworks, Inc. Model PP288 and PP237 Push Pier Systems to assess conformance to the codes shown in Section 1.0 of this report and serves as documentation of the product certification.Products are manufactured at locations noted in Section 2.15 of this report under a quality control program with periodic inspection under the supervision of IAPMO UES. Brian Gerber,P.E.,S.E. Vice President,Technical Operations Uniform Evaluation Service Z10,440/ Richard Beck,PE,CBO,MCP Vice President,Uniform Evaluation Service GP Russ Chanty CEO,The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.org or email us at info(a,uniform-es.ore Page 6 of 8 • EVALUATION REPORT Number: 289 n Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 Nuts each end Nuts each end Cap (HWH8N-Z-075) (HWH8N2-075) (FS288C) ,:ns Threaded Rod I ', (HWTR-S210-Z-075-16) Cap / (F5288C) :. .±.. _ - tewsTirc - �SJSTING .- 'I I' .FTR1KTyRk' ; STRUCTUI@p!': Standard Bracket r .1,-e Threaded Rod I r t .r± (FS288B) Neiii ` (HWTR-S210-Z-075-16) 1 _ .n-,-',1 *:.':• Wil, , Low Prole Bracket 'I II ` / Sle\�ss,/*, 07-- ,‘_.s. < NIS' 1 1 9,- .., \/\ /.\/ E ttemal eeve • /, / Ete:MaI e ` S288ES4)\ y \ (FS288ES48)\ I \ N / � 88 48 y X / / /, \ < ›e \/ f� ! �\ \i�` \ voa /a ,/\er\ S\\e / I \\\ \/ > i r Y Pier shalt . ' '(PP288T) O I \ (PP288T) \ \ Nuts each end Nuts each end (HWH8N2-075) (HWH8N2-063) Cap Cap (FS288C) Fib.;? 1l'' (FS238C) '.;? '.:e:�;•.. '.Ex1STNG -E%ISTU G —` ::STRUICTURE'. Threaded Rod ;► :STRUCTURE'. Threaded Rod .-. - r.-; , • c.<: ' 4.:: y`.;•.. (MWTR-52102-063.14) ram'.:' ,.Y Fr (HWTRS210-Z-075-16) ` '_ c��: Standard Bracket I i Low Proge 2(FS Bracket (FS2388) 0 I O . _____ ...,,, y..4. ........ ,, ,,. ,____ 1......x: >, :, .. \\ 4 .< /415, ,4„, p‘,<A" Eternal Aeeve',,, \I 1 /\/ /�//, Exlemal Sl• eeve\ / � (FS288ES48) \'�� (FS238ES48) �.‘„,....‹, , .. \/� &1/ Y/�Y ,/ Y V///� / / >/��///, 4 `t / \//\\�/ Y/\ ► Y \'\ \ / ►4 � Yi y /\ f` 1 e \ \ PA /NO FIGURE 1-FS288B,FS288BL, FS288BL2,and FS238B Retrofit Bracket System Components Page 7 of 8 , 1044 EVALUATION REPORT Number; 289 o Originally Issued: 01/16/2015 Revised: 01/30/2020 Valid Through: 01/31/2021 TABLE 1-MECHANICAL PROPERTIES OF PUSH PIER SHAFTS Un-corroded After 50 Year Corrosion Loss Mechanical Properties Plain Steel Plain Steel Hot-dip Galvanized PP288 PP237 PP288 PP237 PP288 PP237 Steel Minimum Yield Strength,Fy 50 ksi 60 ksi 50 ksi 60 ksi NA 60 ksi Steel Minimum Ultimate Strength,F. 55 ksi 70 ksi 55 ksi 70 ksi NA 70 ksi Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi NA 29,000 ksi Nominal Wall Thickness 0.165 in. 0.154 in. 0.165 in. 0.154 in. NA 0.154 in. Design Wall Thickness 0.153 in. 0.143 in. 0.117 in. 0.107 in. NA 0.133 in. Outside Diameter,OD 2.875 in. 2.375 in. 2.839 in. 2.339 in. NA 2.365 in. Inside Diameter,ID 2.569 in. 2.089 in. 2.605 in. 2.125 in. NA 2.099 in. Cross Sectional Area,A 1.31 in2 1.00 in2 1.00 in2 0.75 in2 NA 0.93 in2 Moment of Inertia,I 1.22 in' 0.63 in4 0.93 in4 0.47 in4 NA 0.58 in4 Radius of Gyration,r 0.96 in. 0.79 in. 0.96 in. 0.79 in. NA 0.79 in. Elastic Section Modulus,S 0.85 in3 0.53 in3 0.65 in3 0.40 in3 NA 0.49 in3 Plastic Section Modulus,Z 1.14 in3 0.71 in3 0.87 in3 0.53 in3 NA 0.66 in3 For SI: 1 inch=25.4 mm, 1 kip=1,000 lbf=4.448 kN TABLE 2-PP288 AND PP237(WITH RETROFIT BRACKET)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part Sleeve Part No.' Bracket Description Bracket Shaft Soil Foundation No. (P1)2 (P2)3 (P4)4 Systems FS288B or FS288ES48 or PP288 FS288B-G FS288ES48-G Standard Bracket w/48"Sleeve 28.5 29.4 30.0 28.5 FS288BL or FS288ES48 or PP288 FS288BL-G FS288ES48-G Low Profile Bracket w/48"Sleeve 25.4 29.4 30.0 25.4 FS288BL2 or FS288ES48 or PP288 FS288BL2-G FS288ES48-G Low Profile Bracket w/48"Sleeve 24.1 29.4 30.0 24.1 FS238B FS238ES48 PP237 12.9 20.0 15.0 12.9 FS238B-G FS238ES48-G 2 3/a"Pier Bracket w/48"Sleeve 15.9 24.9 15.0 15.0 For SI: 1 inch=25.4 mm, 1 kip=1,000 lbf=4.448 kN 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. 2Bracket capacities are based on full-scale load tests and assumes a minimum concrete compressive strength(C<)of 2,500 psi(17.24 MPa). 'Shaft capacities are applicable only to foundation systems that are fully braced as described in Section 3.2.3 of this report. 4Soi1 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 for the PP288 system and 30.0 kips for the PP237 system. 'Foundation system allowable capacities are based on the lowest of P 1,P2,and P4 listed in this table. Section 3.2.5 of this report describes additional requirements. Page 8 of 8