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M2019-0050 - Misc
M2019- 0050 140 BaIboc, Coves COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 17681 Newport Beach, CA 92658-8915 www.newoortbeachca.00v (949) 644-3200 Structural Observation Report Project Address: 40 3AL-r3C7A WVES Report Date: OI/©7/2020 CNB Inspector Name: CNB Permit#: Building Owner Name: Owners Mailing Address (if different from site); Owner's Telephone #: CNB Plan Check #: MK,& MIZS. wrEST1aNy ❑ Concrete Full Name of Structural Observer (SO): S®HA MIRZAH055EFIN1CASIIANI SO E-mail Address: (7ot-( S KASMIV16) W5n5E• SO Telephone #: (949)2,C19-992-9 SO License / Reg. #: 682 0 S'.E. EXT -401- PLEASE INDICATE STRUCTURAL ELEMENTS AND CONNECTIONS ORSFRVFn Irherk annlirahle hnxesl FOUNDATIONS SHEAR WALLS FRAMES DIAPHRAGMS (Floor/Roof) INDICATE LOCATION(S) OBSERVED DATE OBSERVED ❑ Conventional Footings & Slab ❑ Concrete ❑ Steel ❑ Concrete ❑ Mat Foundation, Prestressed Concrete ❑ Masonry ❑ Concrete ❑ Steel Deck ❑ Caissons, Piles, Grade Beams ❑ Wood or Manuf, Shear Panels ❑ Masonry ❑ Wood Other: HELICA!— FlNC ❑Other: 4Z5 EbT ❑ Other: ❑ Other: PULL.OU-T 'i>6:L J Fol H-1Cta 12 20 L xt ITEMS CHECKED ABOVE ARE APPROVED AND WITHOUT DEFICIENCIES. '#61 We $ ;#1?- #fZ❑ 0OBSERVED DEFICIENCIES AND COMMENTS: ❑ REPORT CONTINUED ON ATTACHED PAGES. J� FINAL STRUCTURAL OBSERVATION REPORT: The structure generally complies with the approved construction documents, and all observed deficiencies were corrected. I declare that the following statements are true to the best of my knowledge: 1. I am the licensed design professional retained by the owner to be in responsible charge of the structural observation; 2. I, or another licensed design professional whom I have designated above and is under my responsible charge, have performed the required site visits at each significant construction stage to verity that the structure is in general conformance with the approved construction documents; 3. 1 understand that all deficiencies which I have documented must be corrected, prior to final acceptance of the structural systems by the City of Newport Beach, Building Division. ,SoL_ SIGNATURE OF STRUCTURAL OBSERVER OF RECORD _ _ DATE J IAMP Uh J 1 HUL; I UHAL U136EHVEH STRUCTURAL OBSERVATION DOES NOT WAIVE ANY REQUIREMENTS FOR BUILDING INSPECTION BYAUTHORIZED EMPLOYEES OF THE CITY OF NEWPORT BEACH. Farms\StruournlObsemlionRe on3lnswetloo Load Tests Type of Test. I ,er t vlanc•2 Cylinder Effective Area: Project:_ .7t Date:. ° 2 I ZO/2619 Anchor.#. # t26 Helix Configuration:. Total Depth: Recorded By,. S, j G Design Load: Displacement Load Test Schedule %D L/100 Pressure (PSI) Load (KIP) Time (Min) Gauge 1 t (in) Gauge 2 . � (In) AL -Align Load Eb3 ,� x•27 K 0.25DL 212 0.50DL .945 10 K 0.750E 1.00131- e®qo 21.8K 0.0 n•a� 1.250E 2% 25 j 0.219 ®• jCii Z e)•2)3 CG. 0 20 3 138 C. 226 6113% l r� �75 e• d3Z iV Arra — �r = Type of Test; I +eri-rfmnnc, Project:_ 7t C5 Anchor.#: #6 Total Depth: Desion Load: l• c K Load Tests Cylinder Effective Area: Date:. 1212,Q,11-1 Helix Configuration:. ,� Recorded By: �, Displacement Load rest Pressure Load Time Gauge 1 Gauge 2 Schedule (PSI) (KIP) (Min)$ (in) (in) %DLI1ao AL -Align Load 0.25DL M-5 15AS K 0.50DL ��� l0•9 K 0.75DL �j17•a 1(�•3raK 1.00DL '®qo 21.8 K ®.O 1.25DL 1363 Z? 25 K O • 115 q „ t 4. j5q" 0. lay., S O. 159" c, P, rn �S e�-tom✓' DYWIDAG SYSTEMS INTERNATIONAL Ram ID: Gauge: Calibration Date: DSI -6353 6-10517 2!25/2019 Ram Model 04 -Series Capacity (Tons 75 Areas . in. 20.54 Stroke in. 2.00 Load Cell Cal Trans #6905 Doi DYWIDAG-Systems International, USA Post Tensioning/Reinforcing Unit 2154 South Street Long Beach, CA 90805 -Tel.: (562) 531.6161 Fax: (562) 529-2225 www.dsiamerica.com auge Pass. (psi) oa (kips) 0 0 1400 30 2900 60 4400 90 5807— 740 50 WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 i`f- teLa Anchor# i Sheared pins in Ft./pounds OAL inside wall Last helix to inside face 3�oa r y ,9 ou 3.5-' � jOpU Zg.y1, 13,75' Notes: l "boli ' 1 y N Adsc49 * 1�0%4&f o s position in hole: YG 4''" Je4 �3/y f WLR Angle (down: �5 9 Angieii//est ast: Ito o WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 Anchor # ZZ -31i m Sheared pins in Ft./pounds OAL inside wall Last helix to inside face -f10/% ��•Zy /�•� r s7 y5 DD fi. 3-z- 27 ' Notes: L W t I - i`/'r 4k) aMjf't5 Position in hole: h, o Angl down: Angle a /east: WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 I 91.4 1 Anchor # I Sheared pins in Ft./pounds OAL inside wall Last helix to inside face 2 ve�v ZS� ©q e L 3 eev 7-& .q j 6- Notes: Notes: / .t- 3 -/1p Q141 ilwk4 n5 Position in hole: I 7 6 Angl up own: 0 Angle e� east: 3 WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 Anchor # 1'r ".`"i Sheared pins in Ft./pounds OAL inside wall Last helix to inside face z&&C> Z, 3. ZAf 36-00 z7.'gq Notes: /- / � 3 Jy" 0'1Gi15/`M45. Position in hole: 4" of Anglepp down:y �/ Angle �/east: WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 ig Anchor # 9 Sheared pins in Ft./pounds OAL inside wall Last helix to inside face Zdoo 45" to y 7. Z-' 3060 21-01 1.G' y sono . y l7, Notes: z _ Ir f .5„ `'( " Position in hole: Angle q#' /down: 17 Angle es /east:• CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 WALER # :3 Anchor # Sheared pins in Ft./pounds CAL inside wall Last helix to inside face < 61V !fir Notes: Z-4'0 -f -- /I" Ah-Mll ft51; osnS Position in hole: 13j 1� 4f ,16 t� * Angleu /down: KV Angle y9/east: /0" CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 WALER # 1- Anchor # II Sheared pins in Ft./pounds OAL inside wall . Last helix to inside face Z-DoQ 3 Z) Notes: 4-e&l -r3 Iq" klf�*lh MG i15 15- Position 5Position in hole: Angle down: Angle es. east: 39 CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 WALER # 11 Anchor # Sheared pins in Ft./pounds OAL inside wall Last helix to inside face ipso 23.9.1 ' '? ivoi Z�,�j� //' t57 - Notes: Notes: 4 el,L t 'r 3 - /it "I ;W/ice r OXO 5iiwf Position in hole: Vr Anglerown: tl Anglewest/east: � WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 Anchor # q Sheared pins in Ft -/pounds CAL inside wall Last helix to inside face 3000 '7 �/. 3' ysno -3 ill /S• Notes: Ltai 3-/y'' (ij[�Go+srbns (k/l� q te4f Position in hole: Angkoldown: Angle4jest/east: CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 WALER # •a Anchor # ✓a Sheared pins in Ft./pounds CAL inside wall Last helix to inside face ;?"DOO Z/ • '/1 3 1 5000 3 r•`/% �, , Notes: 7 J l��• �rGit✓ ��Si�S 10 44f Position in hole: 11,25 uP AngliDp down: Angle weseast S� CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 WALER # `v Anchor # it Sheared pins in Ft./pounds OAL inside wall Last helix to inside face 3e00o•y�� - 7-1 *& //1S' Ll 3 7• yg r /o/ ' Notes: L eAd , J . /1 " �O44k dam Position in hole: i 3 �,.w- Anglup own: W, '� d Anglewest WALER # CHANCE ANCHOR INSTALLATION LOG Westling Residence: 40 Balboa Coves, Newport Beach, CA 92663 z Anchor# Sheared pins in Ft./pounds CAL inside wall Last helix to inside face Zoo( G.11 8 ' 300 L) -A/ Notes: Ie fil t 3 _ //" ldtyol � i5�st5 Position in hole: Angle p/ own: Angle a /east: �� DEPUTY I INSPECTION 1-800-DEPUTYI Gen Comr: towner/Builder Sub Comr: Rhpllmnkpr M 2019- 0050 Report of Special Inspection 190 BalboaCove5 Project Name Address: Westling Res / 40 Balboa Coves Permit Number: M2019-0050 Inspection Type(s)---------I-C�HEliGaa �]eJl�rs• ------ Inspection Date(s) 9/19/2019 [ X ] Periodic [ Continuous Describe Inspection Made, including Locations: -First site visit- verified the material for the Chance Helical anchnns to he installed fnr the Rea wall shoring en lies with the approved plans -Verified the installers rertifiention from Chance Iiniversitj+ Ohserved the installation of the first anchnr frnm start to finish in arrardanre with the approved plans. List Tests Made: Total Inspection Time Each Day: List Items Requiring Correction, include uncorrected items previously listed Continents To the best of my kno ledge, the work inspected was in accordance with the Building Department approved esign drawings, specifications and applicable workmanship provisions oftheB: cept as noted above. rl Signed: t - - Date l f',i lei Print Full Name: Chad Bnimmel Registration No NB -411 .FORM SI -02,90 City of Newport Beach Special Inspector Manual Contractor: Shellmaker Sub -contractor: CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 1 Newport Beach, CA 92658 www.newi)ortbeachca.gov 1 (949) 644-3200 SPECIAL INSPECTION REPORT Project Address: Peninsula Real Estate Investments Inc. -3406 Marcus Ave. Permit Number: M2019-0062 _ Inspection Type Is): Welding Inspection Date (s): 11 /22/2019 ( ) Periodic ( ) Continuous Describe Inspection, Including Location(s): -ObagL ed welded._ connections for tie back tube steel whalers for sea wall _ =All weld sizes and lenghs comgiy with correspondingbuilding codes AWS _ D1.1. List Tests Made: Bradle�M_ Calcaterra Certf: P006817_Ext): 5/22/2022 Total inspection Time Each Day: `�ate> ° 11 /22/2019 ------------- ---------- ------- Hours: 4 List All Items Requiring Correction (Include Previously Listed Uncorrected Items):. 1 Comments: I �A....:a.. -...J ......a:L:...A .....I.A..- D -...JI.... RI �..l------.. [.... .............. �,...4..-:»..� tet....:.-�. To the best of my knowledge, the work inspected was in accordance with the Building Division approved design drawings, specifications antl applicable workmanship provisions of the U.B.C. except as noted above. ecial Inspector Signature:. Date: 11/22/2019 Print Full Name: Newport Beach Registration No.: Charles Beardslee NB -0692 5p V.lRpeW.l Report 08/35/2015 67 City of Newport Beach Special Inspector Manual Contractor: Shellmaker Sub -contractor: CITY OF NEWPORT BEACH COMMUNITY DEVELOPMENT DEPARTMENT BUILDING DIVISION 100 Civic Center Drive I P.O. Box 1768 l Newport Beach, CA 92658 www.newportbeachca.gov 1 (949) 644-3200 SPECIAL INSPECTION REPORT Project Address: Westling James -40 Balboa Coves Permit Number: M2019-0050 Inspection Type (s): Anchor Rods Inspection Date (s): 12/20/2019 (x ) Periodic ( ) Continuous 'Describe Inspection, Including Location(s): -Observed and verifies first connections _of_(12) helical anchors to the building-______ structure commolles with approved plans_page S-1 details,page -Ob3eryed-ar d_v_erifie. 11Et installation low conplies-with_aprovedclans-and_--_N ICC ESR -2794. List Tests Made: Total Inspection Time. Each Day: Date: =QL241 -�— — — — --- - - -- - 12/20/2019 Print Full Name: Hours:`1 4 Charles Beardslee I NB -0692 List All Requiring Correction (include Previously Listed uncorrected Items): Comments: -Verified spec mix non -shrink grout placement at HSS wafer and 4" 40 PVC sleeves. _ -Monitored and verified tensioning of W-21helical anchors_at S�OOOft. To the best of my knowledge, the work inspected was in accordance with the Building Division approved design drawings, specifications antl applicable workmanship provisions of the U.B.C. except as noted above. ecial Inspector Signature: Date: 12/20/2019 Print Full Name: .Newport Beach :Registration No.: Charles Beardslee I NB -0692 67 DIVISION: 310000—EARTHWORK 201q,00!50 SECTION: 3163'00—BORED PILES, 140 Balboa Coves REPORT HOLDER: HUBBELL POWER SYSTEMS, INC. 210 NORTH ALLEN STREET CENTRALIA, MISSOURI 65240 ' EVALUATION SUBJECT: CHANCE TYPE SSS, SS175, RS2875.276, RS3500 AND SS175/RS3500 -COMBO HELICAL FOUNDATION SYSTEMS ICC ICC � (PMG '-LISTED Look for the trusted marks of Conformity! 12014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence" A Subsidiary of SCL purvCXotl ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not ® L� specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a 1 recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, oras to any product covered by the report. p UpWRCpINICPTON pu,btlll4LCN �y Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. ICC -ES Evaluation Report ESR -2794 www.icc-es.orn 1 (800) 423-6587 1 (562) 6994543 DIVISION: 3100 00—EARTHWORK Section: 3163 00—Bored Piles REPORT HOLDER: HUBBELL POWER SYSTEMS, INC.- - 210 NORTH ALLEN STREET - CENTRALIA, MISSOURI 65240 (573)682-8273 www.abchance.com civilconstruction(&has.h ubbell.com EVALUATION SUBJECT: CHANCE® TYPE SS5, SS175, RS2875.276, R83500 AND SS17SIRS3500 COMBO HELICAL FOUNDATION SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012 and 2009 International Building Code (IBC) is 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sections in the ADIBC. Properties evaluated: Structural and geotechnical 2.0 USES Chance® Model SS5, SS175, RS2875.276, RS3500 and SS175/RS3500 Combo Helical Foundation Systems are used either to underpin foundations of existing structures or to form deep foundations for new structures; and are designed to transfer compression and tension loads from the supported structures to suitable soil bearing strata. Underpinning of existing foundations is generally achieved by attaching the helical piles to the retrofit brackets (Type A side -load brackets), which support compression loads only. Deep foundations for new construction are generally obtained by attaching the helical piles to new construction brackets (Type B direct -load brackets) that are embedded in concrete pile caps or grade beams, which support both tension and compression loads. 3.0 DESCRIPTION 3.1 General: The Chance helical foundation systems consist of a helical pile and a bracket that allows for attachment to the supported structures. Each helical pile, consisting of a lead section and one or more extension sections, is screwed Reissued May 2016 This report is subject to renewal May 2017. A Subsidiary of the International Code Council® into the ground by application of torsion to a depth that conforms to project requirements for avoidance of unsatisfactory subsurface conditions and ensures a suitable soil or bedrock bearing stratum has been reached. The bracket is then installed to connect the pile to the concrete foundation of the supported structure. 3.2 System Components: The Chance® helical foundation systems include either a Model SS5, SS175, R32875.276, RS3500 or SS175/RS3500 combo helical pile lead shaft (shaft with a helix or helices), extension shaft(s), and either a Type A side -load bracket (standard remedial repair bracket, heavy duty remedial repair bracket, and direct jack remedial repair bracket) or a Type B direct -load bracket (new construction pile cap), for attachment to concrete foundations. The material and geometric dimensions of lead section and extension(s) of Model SS5, SS175, RS2875.276 or RS3500 helical piles are the same. I.E., a model SS5 pile consists of a SS5 lead shaft and one or more SS5 extension shafts that are connected together by couplings described in Section 3.2.3. A Model SS175/RS3500 combo helical pile consists of a SS175 lead section and one or more RS3500 extension(s) which are attached together by couplings and transition adapters, described in Section 3.2.3. 3.2.1 Helical Pile Lead Sections and Extensions: The Chance® Model SS5, SS175, RS2875.276 and RS3500 helical pile lead sections consist of one or more (up to three for SS5 lead sections, and up to four for SS175, RS2875.276 and RS3500 lead sections) helical -shaped circular steel plates factory -welded to a central steel shaft. The depth of the helical piles in soil is typically extended by adding one or more steel shaft extensions that are mechanically connected together by integral, forged steel couplings, to form one continuous steel pile. The extensions may or may not include helical bearing plates, depending on the project specifications. The SS5 central steel shafts of the lead section and extension sections are 11/2 -inch (38.1 mm), solid, round - cornered, square (RCS) steel bars. The SS175 central steel shafts of the lead section and extension sections are 13/a -inch (44.5 mm), solid, round-comered, square (RCS) steel bars. The RS2875.276 central steel shafts of the lead section and extension sections are round hollow structural steel sections, HSS2.875x0.276, having a 2-7/8 inch (73 mm) outside diameter and a nominal wall thickness of 0.276 inch (7.0 mm). The RS3500 central steel shafts of the lead section and extension sections are round hollow structural steel sections, HSS3.5004.300, having a 31/2 -inch (88.9 mm) outside diameter and a nominal wall ICC-ESEvalaatlon Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthesubject ofthe reporl or a reenmmendationfor its use. There is na warranty by ICCEvahmaon Service, LLC, express or implied. as to anyfinding or othermafter in this report arcs to anyproduct covered by the report. Copydght ® 2018 ICC Evaluation Service, LLC. All rights reserved. 111111-1 nam Page 1 of 29 ESR -2794 I Most Widely Accepted and Trusted Page 2 of 29 thickness of 0.300 inch (7.6 mm). Figures 1A & 1B and Table 1 provide details for lead sections; and Figures 2A & 2B and Table 2 provide details for extension sections. 3.2.2 Helix Plates: Each circular, helical, steel bearing plate (helix) is split from the center to the outside edge with spiral edge geometry. Each helix is formed to a clockwise downward spiral with all radial sections normal to the shaft's central longitudinal axis t3° and with a 3 -inch nominal pitch. The pitch is the distance between the leading and trailing edges. The helices are fillet -welded to the pile shaft. For SS5 and RS2875.276 shafts, each helix plate is 0.375 inch (9.5 mm) thick and has an outer diameter of 8, 10, 12 or 14 inches (203, 254, 305 or 356 mm). For SS175 shafts, each helix plate is 0.375 inch (9.5 mm) thick and has an outer diameter of 10, 12 or 14 inches (254, 305 or 356 mm), or is 0.50 inch (12.7 mm) thick with an outer diameter of 8 inches (203 mm). For RS3500 shafts, each helix plate is 0.50 inch (12.7 mm) thick with an outer diameter of 8, 10,12 or 14 inches (203, 254, 305, or 356 mm). Figures 1A & 1 B, and 2A & 2B, and Tables 1 and 2, provide details. 3.2.3 Couplings: For SS5, SS175, RS2875.276 and RS3500 sections, holes are factory -drilled at each and of an extension section and at the upper end of the lead section, so as to allow the multiple shaft sections (between the lead and the extension section or between two extension sections) to be through -bolted together during the installation. At one end of each SS5 and SS175 extension section, an upset socket is made from the RCS steel bar, which allows the upper end of the lead shaft or the other end (the end without the upset socket) of an extension section to be snug -fitted into the upset socket. For SS5 helical piles, each coupling connection includes one 3/4 -inch -diameter (19 mm), 3 -inch -long (76.2 mm), hex -head structural bolt, and one matching hex jam nut. For SS175 helical piles, each coupling connection includes one 7/8 -inch -diameter (22 mm), 3.75 -inch -long (95.2 mm), hex -head bolt, and T one matching hex jam nut. Figures 1 A and 2A, and ables 1 and 2, provide details. One end of each RS2875.276 and RS3500 extension section has a steel coupler that consists of a pipe sleeve, factory -welded to the end of the extension, which allows the upper end of the lead shaft or the other end of an extension section to be snug -fitted into the welded coupler. The RS2875.276 coupler sleeve is a round, hollow structural steel section, HSS3.5x0.250, measuring 7.5 inch -long (190.5 mm), and having a V/2 inch (88.9 mm) outside diameter and a 0.25 inch (6.4 mm) nominal wall thickness. The RS3500 coupler pipe sleeve is a round, hollow structural steel section, HSS4.125x0.250, measuring 7.5 inch long (190.5 mm), and having a 4'/a inch (104.8 mm) outside diameter and a 0.25 inch (6.4 mm) nominal wall thickness. Holes are factory drilled at each end of an extension section and at the upper end of the lead section, so as to allow multiple shaft sections to be through -bolted together during the installation. For RS2875.276 helical piles, each coupling connection includes two 3/4 -inch -diameter (19 mm), 4'/4 -inch -long (108 mm), standard hex -head structural bolts, and two matching hex nuts. For RS3500 helical piles, each coupling connection includes two 3/4 -inch -diameter (19 mm), 5'/4 -inch -long (133.4 mm), standard hex -head structural bolts, and two matching hex nuts. See Figures 1 B and 2B and Table 2 for details. For the SS175/RS3500 combo pile, the connection between SS175 lead shaft and RS3500 extension shaft requires a C1500895 transition adapter. The connection between the SS175 lead section and the adapter is done using one '/s -inch -diameter hex -head bolt with one matching heavy hex jam nut. The connection between the adapter and the RS3500 shaft is done using two 3/4 -inch - diameter standard hex -head structural bolts with matching hex nuts. The adapter fits inside the coupler sleeve and outside of the SS175 shaft to facilitate a connection between a SS175 lead section and a RS3500 extension section. See Figure 10 for details. The connection between RS3500 extensions is the some as that for RS3500 piles. 3.2.4 Brackets: The Chance° Standard Remedial Repair Bracket assembly, Heavy Duty Remedial Repair Bracket assembly, and Direct Jack Remedial Repair Bracket assembly are side -load brackets, intended to attach helical piles that support axial compression loads only, which introduce both structure eccentricity (eccentricity between applied loading and reactions acting on the foundation structure) and bracket eccentricity (eccentricity between applied loading and reactions acting on the bracket assembly). Chance New Construction Pile Caps are direct -load brackets and are for attaching to helical piles that support axial compression or axial tension loads. The different brackets are described in Sections 3.2.4.1 through 3.2.4.3. 3.2.4.1 Chance® Standard and Heavy Duttr Remedial Repair Bracket Assemblies: The Chance Standard Remedial Repair Bracket Assembly is designed for use with the Chance® Model SS5, SS175 and RS2875.276 helical piles and is used to transfer axial compressive loading only from existing concrete foundations to the helical piles. The bracket assembly (C1500121 or C1500299) consists of a bracket subassembly; a T -Pipe (C1500486, C1500487, C1500488, C2788011 or C2788012); two'/e-inch-diameter (22.2 mm), 10 -inch -long (254 mm), hex head, full-length threaded heavy hex bolts, with two matching 7/s -inch (22.2 mm) plain washers and two matching 7/a -inch (22.2 mm) heavy hex nuts; one s/e-inch-diameter (15.9 mm), 4'/2 -inch -long (114 mm), heavy hex bolt and one matching 5/e -inch (15.9 mm� heavy hex nut for bracket assembly C1500121; and one /4 -inch - diameter (19 mm), 4'/2 -inch -long (114 mm) heavy hex bolt and one matching 3/4 -inch (19 mm) heavy hex nut for bracket assembly C1500299. The two /s -inch bolts, washers and nuts are used to connect the T -Pipe to the bracket subassembly, and the 5/8 -inch or 3/4 -inch bolt and nut are used to retain the T -Pipe within the two outstanding guide plates of the bracket subassembly. The installing contractor must supply two post -installed, concrete anchor bolts complying with Section 3.2.4.1.4, which are used to attach the bracket subassembly to the concrete foundations. The Chance® Heavy Duty Remedial Repair Bracket Assembly is designed for use with the Chance Model SS175, RS3500 and SS175/RS3500 Combo helical piles and is used to transfer axial compressive loading only from existing concrete foundations to the helical piles. The bracket assembly (C1500147) consists of a bracket subassembly; a T -Pipe (C1500474 for SS175 shaft or C1500475 for RS3500 shaft); two 1 -inch -diameter (25.4 mm), 10 -inch -long (254 mm), hex head, full-length threaded heavy hex bolts, with two matching 1 -inch (25.4 mm) plain washers and two matching 1 -inch (25.4 mm) heavy -hex nuts; and one 7/8 -inch -diameter (22.2 mm), 61/4 -inch -long (159 mm) heavy hex bolt and one matching r/s-inch (22.2 mm) heavy hex nut. The two 1 -inch (25.4 mm) bolts, washers and nuts are used to connect the T -Pipe to the bracket subassembly, and the '/s -inch (22.2 mm) bolt and nut are used to retain the pile shaft and T -Pipe within the two outstanding guide plates of the bracket subassembly. The installing contractor must supply two post -installed, concrete anchors complying with ESR -2794 I Most Widely Accepted and Trusted Page 3 of 29 Section 3.2.4.1.5, which are used to attach the bracket subassembly to the concrete foundations. Figures 3, 4 and 6, and Table 3, provide details for Standard and Heavy Duty Remedial Repair Bracket Assemblies. .3.2.4.1.1 Standard Remedial Repair Bracket (C1500121 and C1500299) Subassemblies: Each bracket subassembly is constructed from one 0.31 -inch -thick (7.9 mm) steel bent plate; two 0.31 -inch -thick (7.9 mm) vertical gusset plates; two 0.31 -inch -thick (7.9 mm) reaction angles; and one 0.50 -inch -thick (12.7 mm) steel plate (pipe support arm) that are factory -welded together to form a bracket subassembly. 3.2.4.1.2 Heavy Duty Remedial Repair Bracket (C1500147) Subassembly: The bracket subassembly is constructed from one 0.50 -inch -thick (12.7 mm) steel bent plate two 0.375 -inch -thick (9.5 mm) vertical gusset -plates; two 0.50 -inch -thick (12.7 mm) reaction angles one 0.75 -Inch -thick (19.1 mm) steel plate (pipe -support -arm); and one 0.37 -inch -thick (9.4 mm) steel plate (lateral support arm) that are factory -welded together to form a bracket subassembly. 3.2.4.1.3 T -Pipes (C7500486, C1500487, C1500474, C1500475, C1500488, C2788011 and C2788012) for Standard and Heavy Duty Remedial Repair Bracket Assemblies: Each T -Pipe consists of a lifting bolt plate and a support tube (or support stem) that are factory - welded together to form a T -assembly. The C1500486 T -Pipe consists of a lifting bolt plate of square, 9.25 -inch -long (235 mm), 2 -inch -wide (50.8 mm), '/4 -inch nominal wall thickness, hollow structural section (square HSS2x2x'/4), and a round HSS support tube, measuring 18 inches (457.2 mm) long and having a 2'/, -inch (66.7 mm) outside diameter and a 0.25 -inch nominal wall thickness. The C1500487 T -Pipe consists of a lifting bolt plate of 9.25-inch4ong (234.95 mm), 13/4 -inch -wide (44.5 mm), solid, round-comered, square (RCS) steel bar, and a support tube that is identical to that of the C1500486 T -Pipe. The C1500474 T -Pipe consists of a lifting bolt plate of 11.5 -inch -long (292.1 mm), 2 -inch -wide (50.8 mm), solid, round-comered, square (RCS) steel bar and a support tube of round, 34-inch4ong (863.6 mm), 3'/4 -inch -outside - diameter (82.6 mm) and 0.375 -inch nominal wall thickness tube (round HSS). The C1500475 T -pipe consists of a lifting bolt plate that is identical to that of the C1500474 T -pipe and a support tube of round, 18 -inch -long (457.2 mm), 2,'/44nch-outside- diameter (69.9 mm) and 0.188 -inch (4.8 mm) nominal wall thickness tube (round HSS). The C1500488 T -Pipe consists of a lifting bolt plate that is identical to that of the C1500487 T -Pipet and a support tube of round, 18 -inch -long (457.2 mm), 2 /e -inch -outside - diameter (73.0 mm) and 0.203 -inch nominal wall thickness pipe (Pipe 2'/2 Std.). The C2788012 T -pipe consists of a lifting bolt plate that is identical to that of the C1500486 T -pipe, and a support stem of 12 inch long (304.8 mm), 02 -inch -wide (38.1 mm), solid, round-comered, square (RCS) steel bar. The C2788011 T -pipe consists of a lifting bolt plate that is identical to that of the C1500487 T -pipe, and a support stem that is identical to that of the C2788012 T -pipe. 3.2.4.1.4 Concrete Anchors for Standard Remedial Repair Bracket Assemblies (C1500121 and C1500299): Each standard repair bracket (C1500121 or C1500299) must be installed with two 5/5 -inch -diameter (15.9 mm), 4 -inch (101.6 mm) effective minimum embedment, Hilt! KwlkBolt 3 (KB3), carbon steel concrete anchors (ICC -ES ESR -2302) or equivalent as determined by the structural design professional, with hot -dip galvanized coating complying with ASTM At 53. 3.2.4.1.5 Concrete Anchors for Heavy Duty Remedial Repair Bracket Assembly (C1500147): Each heavy duty repair bracket (C1500147) must be installed with two 5/5 -inch -diameter (15.9 mm), 4 -inch (101.6 mm) effective minimum embedment, Hilt KwlkBolt 3 (KB3), carbon steel concrete anchors (ICC -ES ESR -2302) or equivalent as determined by the structural design professional, with hot- dip galvanized coating complying with ASTM A153. The -two concrete anchors must be installed at the bottom row of slots for the maximum strength shown in Tables 10, 11 and 12. 3.2.4.2 Chance Direct Jack Remedial Repair Bracket Assemblies (C1500738, C1500840 and C1500841): The Chance Direct Jack Remedial Repair Bracket Assembly C1500738 is designed for use with the Chance Model SS5 helical shaft and is used to transfer compressive loading from existing concrete foundations to the SS5 helical piles. The Chance Direct Jack Remedial Repair Bracket Assembly C1500840 is designed for use with the Chance Model RS2875.276 helical shaft and is used to transfer compressive loading from existing concrete foundations to the RS2875.276 helical piles. The Chance® Direct Jack Remedial Repair Bracket Assembly C1500841 is designed for use with the Chance® Model RS3500 helical shaft and is used to transfer compressive loading from existing concrete foundations to the RS3500 and RS175/RS3500 combo helical piles. The bracket assemblies (C1500738, C1500840 and C1500841) consist of a bracket subassembly, a T -Pipe, and two nuts that are used to connect the bracket sub- assembly to the T -Pipe. The installing contractor must supply two concrete anchors complying with Section 3.2.4.2.4, which are used to attach the bracket sub- assembly to the concrete foundations. Figure 5 provides details. 3.2.4.2.1 Direct Jack Remedial Repair Bracket Subassembly: The bracket subassembly is constructed from one 0.375 -inch -thick (9.5 mm) steel bent plate, two 0.50 -inch -thick (12.7 mm) gusset plates and two 18 -inch - long (457.2 mm), No. 11, all -thread reinforcing steel bars (all -thread raters) that are factory -welded together. 3.2.4.2.2 T -Pipe for Direct Jack Remedial Repair Bracket Assembly., Each T -Pipe consists of one 12.5 -inch -long (317.5 mm), 0.5 -Inch -thick (12.7 mm), U-shaped bent plate; one 12.5 -inch -long (317.5 mm), 0.5 -inch -thick (12.7 mm), 5 -inch -wide (127 mm), steel bearing plate; and one round, 8 -inch -long (203.2 mm), 2'/. -inch -outside -diameter (66.7 mm) and 0.25 -inch nominal wall thickness tube (round HSS) sleeve (for use with SS5 shafts), or one round, 8 -inch -long (203.2 mm), 3'/2 -inch -outside -diameter (88.9 mm) and 0.216 -inch (5.5 mm) nominal wall thickness tube (round HSS) sleeve (for use with RS2875.276 shafts), or one round, 8 -inch - long (203.2 mm), 4'/2 -inch -outside -diameter (114.3 mm) and 0.337 -inch (8.6 mm) nominal wall thickness tube (round HSS) sleeve (for use with RS3500 shafts) that are factory -welded together. ESR -2794 I Most Widely Accepted and Trusted Page 4 of 29 3.2.4.2.3 Nuts for Direct Jack Remedial Repair Bracket Assembly: The T -pipe is attached to each all -thread rebar with one proprietary matching nut. 3.2.4.2.4 Concrete Anchors for Direct Jack Remedial Repair Bracket Assembly: The installing contractor must supply two '/2 -inch -diameter (12.7 mm), 3'/2 -inch (88.9 mm) effective minimum embedment, Hilt! KwlkBolt 3 (KB3), carbon steel concrete anchors (ICC -ES ESR -2302) or equivalent as determined by the structural design professional, with hot -dip galvanized coating complying with ASTM A153, for use in attaching the bracket to the concrete foundation. 3.2.4.3 Chance New Construction Pile Caps (Brackets) (C1500458G, C1500465G, C1500459G, C1500467G, C1500781, C1500781G, C1500797, C1500797G, C1501356, C1501356G, C1501357 and C1501357G): The Chance New Construction Pile Caps are designed for use with the Chance® Model SS5, SS175, RS2875.276 and RS3500 helical shafts and for embedment in cast -in-place concrete foundations. The C1500458G and C1500465G pile caps are used with the SS5 helical piles; the C1500459G and C1500467G pile caps are used with the SS175 helical piles; the C1500781, C1500781G, C1500797 and C1500797G pile caps are used with the RS2875.276 helical piles; and the C1501356, C1501356G, C1501357 and C1501357G pile caps are used with the RS3500 and SS175/RS3500 combo helical piles. Each new construction pile cap consists of one cap/bearing plate and one steel tube sleeve that are factory -welded together to form the bracket. Figures 7A, 7B and 8 and Table 4 provide details. 3.2.4.3.1 C150045BG Bracket: The cap plate is 1/2 inch J12.7 mm) thick and 6 inches (152 mm) square, with a /2 -inch -diameter (12.7 mm) hole located at the center of the plate. The tubular sleeve is a round, 6 -inch -long (152.4 mm), 2'/2 -inch -outside -diameter (63.5 mm), 0.250 -inch nominal wall thickness steel tube. 3.2.4.3.2 C1500465G Bracket: The cap plate and the tubular sleeve are identical to those for the C1500458G bracket, except that two 0.81 -inch -diameter (20.6 mm) holes are manufactured in opposite walls of the sleeve, allowing the sleeve and the top of the shaft section (which has one hole as described in Section 3.2.3) to be through - bolted together during the field installation. The installing contractor must supply one 3/44rich-diameter (19.1 mm), heavy hex structural bolt (with threads excluded from the shear planes) along with one matching 3/4 -inch (19.1 mm) heavy hex nut to resist the axial tension load. 3.2.4.3.3 C1500459G Bracket: The cap plate is 3/4 inch 19.1 mm) thick and 6 inches (152 mm) square, with a /4 -inch -diameter (19.1 mm) hole located at the center of the plate. The tubular sleeve is a round, 6.0 -inch - long (152.4 mm), 3 -inch -outside -diameter (76.0 mm), 0.313 -inch nominal wall thickness steel tube. 3.2.4.3.4 C1500467G Bracket: The cap plate and the tubular sleeve are identical to those for the C1500459G bracket, except that two 1 -inch -diameter (25.4 mm) holes are manufactured in opposite walls of the sleeve, allowing the bracket sleeve and the top of the shaft section (which has one hole as described in Section 3.2.3) to be through - bolted together during the field installation. The installing contractor must supply one 7/e. -inch -diameter (22.2 mm), heavy hex structural bolt (with threads excluded from the shear planes) along with one matching 71a -inch (22.2 mm) heavy hex nut to resist the axial tension load. 3.2.4.3.5 C1500781 and C1500781G Brackets: The cap plate for both brackets is '/ inch (12.7 mm) thick and 7 inches (177.8 mm) square. The cap plate for the C1500781G bracket has a 1 -inch -diameter (25.4 mm) hole located at the center of the plate. The tubular sleeve is a round, 6 -inch -long (152.4 mm), 3'/2 -inch -outside -diameter (88.9 mm), 0.216 -inch (5.5 mm) nominal wall thickness steel tube (round HSS). The "G' designation means the bracket is hot -dip galvanized. 3.2.4.3.6 C1500797 and C1500797G Brackets: The cap plates of C1500797 and C1500797G are identical to those of C1500781 and C1500781G, respectively. The tubular sleeve of C1500797 and C1500797G are a round, 7 -inch - long (177.8 mm), 3'/2 -inch -outside -diameter (88.9 mm), 0.216 -inch (5.5 mm) nominal wall thickness steel tube (round HSS). Two pairs of 0.81 -inch -diameter (20.6 mm) holes are manufactured in opposite walls of the sleeve, allowing the bracket sleeve and the top of the shaft section (which has two pairs of holes as described in Section 3.2.3) to be through -bolted together during the field installation. Each bracket is attached to the shaft with two 3/4 -inch -diameter (19 mm) standard hex bolts with matching 3/4-1ch (19 mm) standard hex nuts. The "G" designation means the bracket is hot -dip galvanized. 3.2.4.3.7 C1501356 and C1501356G Brackets: The cap plate is 3/4 inch (19 mm) thick and 8 inches (203.2 mm) square. The cap plate for the C1501356G bracket has a 1 -inch -diameter (25.4 mm) hole located at the center of the plate. The tubular sleeve is a round, 6 -inch -long (152.4 mm), 4'/27inch-outside-diameter (114.3 mm), 0.337 -Inch (8.6 mm) nominal wall thickness steel tube (round HSS). The "G' designation means the bracket is hot -dip galvanized. 3.2.4.3.8 C1501357 and C1501357G Brackets: The cap plate and the tubular sleeve of C1501357 and C1501357G are identical to those for the C1501356 and C1501356G brackets, respectively, except that three pairs of 0.81 -inch - diameter (20.6 mm) holes are manufactured in opposite walls of the sleeve, allowing the bracket sleeve and the top of the shaft section (which has two pairs of holes as described in Section 3.2.3) to be through -bolted together during the field installation. The bracket is attached to the shaft with two 3/44nch-diameter (19 mm) standard hex bolts with matching 3/4-ich (19 mm) standard hex nuts. The "G' designation means the bracket is hot -dip galvanized. 3.3 Material Specifications: 3.3.1 Helical Pile Lead Shafts and Extensions: 3.3.1.1 Model SSS: The shaft lead and extension sections are solid, hot -rolled, RCS, carbon steel bars, conforming to a proprietary specification, and having a minimum yield strength of 70 ksi (483 MPa) and a minimum tensile strength of 100 ksi (690 MPa). The pile shafts and helix plates (where provided) are hot -dipped galvanized as welded assemblies in accordance with ASTM Al 53. 3.3.1.2 Model SS175: The shaft lead and extension sections are solid, hot -rolled, RCS, High -Strength Low - Alloy steel bars, conforming to a proprietary specification, and having a minimum yield strength of 90 ksi (621 MPa) and a minimum tensile strength of 120 ksi (827 MPa). The pile shafts and helix plates (where provided) are hot - dipped galvanized as welded assemblies in accordance with ASTM Al 53. 3.3.1.3 Models RS2875.276 and RS3500: The shaft lead and extension sections are carbon steel round structural tubes that conform to a proprietary specification that complies with ASTM A618 Grade III or ASTM A500, Grade C, except having a minimum yield strength of 50 ksi (345 MPa). The pile shafts and helix plates (where provided) are hot -dipped galvanized as welded assemblies in accordance with ASTM A153 and A123. ESR -2794 I Most Widely Accepted and Trusted Page 5 of 29 3.3.1.4 Model SS175/RS3500 Combo: The shaft lead sections are the same as those for Model SS175 piles. The shaft extension sections are the same as those for Model RS3500 piles. 3.3.2 Helix Plates: 3.3.2.1 Helix Plates for Model SSS: The helix plates that have an outer diameter of 8, 10, or 12 inches (203, 254, or 305 mm) are High -Strength Low -Alloy steels, complying with a proprietary specification, and having a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The helix plates that have an outer diameter of 14 inches (356 mm) are High -Strength Low -Alloy steel, complying with a proprietary specification, and having a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa); or having a minimum yield strength of 80 ksi (552 MPa) and a minimum tensile strength of-90ksi (621 MPa). Thehelix plates and the -shafts to which they are factory -welded are hot -dipped galvanized as assemblies in accordance with ASTM Al 53: - -- 3.3.2.2 Helix Plates for Model SS175: The helix plates are High -Strength Low -Alloy steels, complying with a proprietary specification or ASTM A656, Grade 80, and having a minimum yield strength of 80 ksi (552 MPa) and a minimum tensile strength of 90 ksi (621 MPa). The helix plates and the shafts to which they are factory -welded are hot -dipped galvanized as assemblies in accordance with ASTM Al 53. 3.3.2.3 Helix Plates for Model R$2875.276: The helix plates are High -Strength Low -Alloy steels, complying with a proprietary specification or ASTM A656 Grade 80, and having a minimum yield strength of 80 ksi (552 MPa) and a minimum tensile strength of 90 ksi (621 MPa). The helix plates and the shafts to which they are factory -welded are hot -dipped galvanized as assemblies in accordance with ASTM At 53. 3.3.2.4 Helix Plates for Model RS3500: The helix plates are High -Strength Low -Alloy steels, complying with a proprietary specification or ASTM A572 Grade 50, and having a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The helix plates and the shafts to which they are factory -welded are hot -dipped galvanized as assemblies in accordance with ASTM Al 53. 3.3.3 Shaft Coupling: 3.3.3.1 Upset Socket for SS5 and SS175: The upset socket is an integral part (integrally forged) of the extension shaft, and it is of the same material as the extension section itself. 3.3.3.2 Pipe Sleeves for RS2875.276 and RS3500: The sleeves are carbon steel structural tubing that conforms to ASTM A513, Type 5, Grade 1020, Drawn Over a Mandrel (DOM), with -a minimum yield strength of 60 ksi (414 MPa) and a minimum tensile strength of 70 ksi (483 MPa). The sleeve is hot -dipped galvanized as welded assemblies in accordance with ASTM A123. 3.3.3.3 Transition Adapter for SS175/RS3500 Combo Piles: The transition adapters are castings made of ductile iron conforming to ASTM A536, Grade 65-45-12 with a minimum yield strength of 45 ksi (310 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The transition adapter is hot -dipped galvanized in accordance with ASTM A153. 3.3.3.4 Bolts and Nuts for Model SS5: The bolts used in couplings for SS5 helical pile shafts conform to ASTM A325, Type 1, with threads excluded from the shear planes. The matching hex jam nuts conform to ASTM A563, Grade B. The bolts and nuts are hot -dipped galvanized in accordance with ASTM Al 53. 3.3.3.5 Bolts and Nuts for Model SS175: The bolts used in couplings for SS175 helical pile shafts conform to ASTM A193, Grade B7, with threads excluded from the shear planes. The matching heavy hex jam nuts conform to ASTM A563, Grade B. The bolts and nuts are hot -dipped galvanized in accordance with ASTM Al 53. 3.3.3.6 Bolts and Nuts for Models RS2875.276 and RS3500: The bolts used in couplings for RS3500 helical pile shafts conform to SAE J429, Grade 5, with threads excluded from the shear planes. The matching hex nuts conform to SAE J995, Grade 5. The bolts and nuts are hot - dipped galvanized in accordance with ASTM Al 53. 3.3.3.7 Bolt and Nuts for Model SS175/RS3500 Combo PileswithC1500895 Transition Adapters: The bolts and nuts used for connecting the C1500895 transition adapter to the RS3500 coupling sleeve are the same as the bolts and nuts for Model RS3500 described in Section 3.3.3.6. The bolt and nut used for connecting the C1500895 transition adapter to the SS175 shaft are the same as the bolt and nut for Model SS175 described in Section 3.3.3.5. 3.3A Chance® Standard and Heavy Duty Remedial Repair Bracket Assemblies: 3.3.4.1 Bracket Subassemblies for Standard Remedial Repair Brackets (C1500121 and C1500299): The steel bent plates and pipe support arms conform to ASTM A36. Alternatively, the steel bent plates conform to a proprietary specification, and have a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The vertical gusset plates and reaction angles conform to a proprietary specification, and have a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The welded assembly is hot -dipped galvanized in accordance with ASTM Al 53. 3.3.4.2 Bracket Subassemblies for Heavy Duty Remedial Repair Brackets (C1500147): The components of the bracket subassembly, including the bent plate, gusset plates, reaction angles, pipe support arm and lateral support arts, conform to ASTM A36. The welded assembly is hot -dipped galvanized in accordance with ASTM A153. 3.3.4.3 T -Pipes for Standard and Heavy Duty Remedial Repair Bracket Assemblies: For C1500486 T -Pipe, the lifting bolt plate steel conforms to ASTM A500, Grade C; the support tube steel conforms to a proprietary specification and has a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 58 ksi (400 MPa). For C1500487 T -Pipe, the lifting bolt plate steel conforms to a proprietary specification, and has a minimum yield strength of 90 ksi (620 MPa) and a minimum tensile strength of 120 ksi (827 MPa). The support tube steel conforms to same specification as that of support pipes of the C1500486 T -Pipe. For C1600474 T -Pipe, the lifting bolt plate steel conforms to a proprietary specification, and has a minimum yield strength of 90 ksi (621 MPa) and a minimum tensile strength of 120 ksi (827 MPa). The support tube steel conforms to a proprietary specification, and has a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 70 ksi (483 MPa). For C1500475 T -pipe, the lifting bolt plate steel conforms to the same specification as that of lifting bolt plates of the ESR -2794 I Most Vildefy Accepted and Trusted Page 6 of 29 C1500474 T -pipe. The support tube steel conforms to ASTM A513, Type 5, Grade 1020, Drawn Over a Mandrel (DOM), with a minimum yield strength of 60 ksi (414 MPa) and a minimum tensile strength of 70 ksi (483 MPa). For C1500488 T -Pipe, the lifting bolt plate steel conforms to the same specification as that of the lifting bolt plate of C1500487 T -Pipe. The support tube steel conforms to a proprietary specification, and has a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 62 ksi (427 MPa). All steel components are hot -dipped galvanized in accordance with ASTM A153. For C2788012 T -pipe, the lifting bolt plate steel conforms to ASTM A500, Grade C; the support stem steel conforms to a proprietary specification and has a minimum yield strength of 70 ksi (483 MPa) and a minimum tensile strength of 100 ksi (690 MPa). For C2788011 T -pipe, the lifting bolt plate steel conforms to a proprietary specification, and has a minimum yield strength of 90 ksi (621 MPa) and a minimum tensile strength of 120 ksi (827 MPa); the support stem steel conforms to a proprietary specification and has a minimum yield strength of 70 ksi (483 MPa) and a minimum tensile strength of 100 ksi (690 MPa). 3.3.4.4 Structural Fasteners for Standard Remedial Repair Bracket Assemblies (C1500121 and C7500299): The bolts used in connecting T -Pipes to reaction angles and bridging the two vertical gusset plates conform to ASTM A325, Type 1. Threads are not excluded from shear planes of the bolt that bddges the two vertical gusset plates. The matching nuts at T -Pipe bolt plates conform to ASTM A563, Grade DH, or ASTM A194, Grade 2H. Flat circular washers conforming to ASTM F436 Type 1 are provided for use between the nuts and the T -Pipe lifting bolt plates. The matching nuts at gusset plates conform to ASTM A563, Grade DH, or ASTM A194, Grade 2H. The bolts, nuts and washers are hot -dipped galvanized in accordance with ASTM A153. 3.3.4.5 Structural Fasteners for Heavy Duty Remedial Repair Bracket Assembly (C1500147): The bolts used in connecting T -Pipes to reaction angles, and bridging the two vertical gusset plates, conform to ASTM A325, Type 1. Threads are not excluded from shear planes of the bolt that bridges the two vertical gusset plates. The matching nuts at T -Pipe lifting bolt plates conform to ASTM A563, Grade DH, or ASTM A194, Grade 2H. The matching nuts at vertical gusset plates conform to ASTM A563, Grade DH, or ASTM A194, Grade 2H. The washers provided for use between the lifting bolt plate and lifting bolt nuts conform to ASTM F436 Type 1. The bolts, nuts and washers are hot -dipped galvanized in accordance with ASTM At 53. 3.3.5 Chance® Direct Jack Remedial Repair Bracket Assemblies (C1500738, C1500840 and C1500841) 3.3.5.1 Direct Jack Remedial Repair Bracket Sub - Assembly: The bent plate conforms to a proprietary specification, and has a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The gusset plates conform to ASTM A36. The all -thread rebar conforms to specifications set forth in the approved quality documentation. The bracket subassemblies are hot -dipped galvanized in accordance with ASTM At 53. 3.3.5.2 T -Pipe for Direct Jack Remedial Repair Bracket Assembly: The steel of the U-shaped bent plate and the steel bearing plate conform to a proprietary specification, and has aminimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 65 ksi (448 MPa). The steel of the tubular sleeve conforms to a proprietary specification, and have a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 62 ksi (427 MPa). The T -Pipes are hot -dipped galvanized in accordance with ASTM At 53. 3.3.5.3 Nuts for Direct Jack Remedial Repair Bracket Assembly: The hex nuts conform to a specification set forth in the approved quality documentation. 3.3.6 Chance New Construction Pile Caps (Brackets): 3.3.6.1 C1500458G and C1500465G: The cap plates conform to ASTM A572, Grade 50. The tubular sleeves conform to ASTM A513, Type 5, Grade 1026, having a minimum yield strength of 70 ksi (483 MPa) and a minimum tensile strength of 80 ksi (552 MPa). The brackets are hot -dipped galvanized in accordance with ASTM At 53. 3.3.6.2 C1500459G and C1500467G: The cap plates conform to ASTM A36. The tubular sleeves conform to ASTM A513, Type 5, Grade 1026, and have a minimum yield strength of 70 ksi (483 MPa) and a minimum tensile strength of 80 ksi (552 MPa). The brackets are hot -dipped galvanized in accordance with ASTM A153. 3.3.6.3 C1501356, C1 501356G and C1501357, C1501357G: The cap plates conform to ASTM A572, Grade 50. The tubular sleeves conform to ASTM A500 Grade B. The "G' designation brackets are hot -dipped galvanized in accordance with ASTM At 53. 3.3.6.4 C150781, C1500781G and C1500797 and C1500797G: The cap plates conform to ASTM A572, Grade 50. The tubular sleeves conform to a proprietary specification, and have a minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 62 ksi (427 MPa). The "G" designation brackets are hot -dipped galvanized in accordance with ASTM At 53. 3.3.6.5 Structural Fasteners for C1500465G and C1500467G Tension Applications: The structural bolts must conform to ASTM A325, Type 1. The matching nut must conform to A 563, Grade DH, or ASTM A194, Grade 2H. The bolts and nuts must be hot -dipped galvanized in accordance with ASTM A153. 3.3.6.6 Structural Fasteners for C1501357, C1501357G, C1500797 and C1600797G Tension Applications: The bolts conform to SAE J429, Grade 5. The matching hex nuts conform to SAE J995, Grade 5. The bolts and nuts are hot -dipped galvanized in accordance with ASTM At 53. 4.0 DESIGN AND INSTALLATION 4.1 Design: 4.1.1 General: Engineering calculations (analysis and design) and drawings, prepared by a registered design professional, must be submitted to and approved by the code official for each project, and must be based on accepted engineering principles, as described in IBC Section 1604.4, and must conform to IBC Section 1810. The engineering analysis must address helical foundation system performance related to structural and geotechnical requirements. The calculations must address the ability (considering strength and stiffness) of the supported foundation and structure to transmit the applied loads to the helical foundation system and the ability of the helical piles and surrounding soils to support the loads applied by the supported foundation and structure. The design method for the steel components is either the Load and Resistance Factor Design (LRFD), or the Allowable Strength Design (ASD), described in IBC Section 1602 and ESR -2794 I Most Widely Accepted and Trusted Page 7 of 29 AISC 360 Section B3. The design method for the concrete components is the Strength Design (also called LRFD) described in IBC Section 1602 and ACI 318. The design method for soils is the ASD prescribed in IBC Sections 1801.2 and 1602. The structural analysis must consider all applicable internal forces (axial forces, shears, bending moments and torsional moments, if applicable) due to applied loads, eccentricity between applied loads and reactions acting on the pile -supported structure, the forces/moments exerted on the concrete foundations by the Chance® connection brackets, and the design span(s) between helical foundations. Chance® remedial repair brackets entail eccentric connection to the pile -supported structure. The effects of this eccentricity can be divided into two components: bracket eccentricity and structural• eccentricity. The structural eccentricity relates to the offsetdistance between the applied loads and the reactions, including reactions from the brackets acting on the pile -supported structure. The bracket eccentricity is resisted by the pile shaft, the bracket, the connection between the shaft and the bracket, and the connection between the bracket and the pile -supported structure. The effects of the bracket eccentricity have been evaluated in this report. The forces exerted by the remedial brackets on the supported structures at the brackets' allowable load ratings are described in Figure 9 and in Tables 17 through 22. The actual forces exerted on supported foundations will depend on the load actually supported by the helical pile. For loads less than a bracket's allowable load rating, the forces exerted on the supported foundations may be calculated by scaling down in proportion to the supported load. Chance® new construction pile caps exert a force and in some cases may be allowed to exert a moment on the footing or grade beam in which they are embedded. The force is equal in magnitude and opposite in direction to the force in the pile. A small lateral force is developed at the pile cap embedment if the pile shaft is not perfectly plumb but within the permitted inclination from vertical of t1 °. The lateral shear is equal to sin(1 °) or 0.0175 x the axial force exerted on the pile by the foundation. The allowable moment is zero for pile caps used with type SS5, type SS175, type RS2875.276, type RS3500 and type SS175/RS3500 combo helical piles embedded in soft soil under all conditions of concrete strength and pile head fixity. For pile caps sufficiently embedded in concrete to provide a fixed head condition (see Figure 8) and embedded in firth soils only, the allowable moments for SS5 helical piles (based on interaction of combined flexural and axial compression force only), at the pile caps' allowable strength ratings (ASD level), are 14.20 kip -in (1603 N -m) in 2,500 psi (17.2 MPa) concrete, 13.55 kip -in (1530 N -m) in 3,000 psi (20.7 MPa) concrete and 12.27 kip -in (1385 N -m) in 4,000 psi (27.6 MPa) concrete. For pile caps used with SS175 helical piles under the same fixed -head and firm -soil conditions, the allowable moments (based on interaction of combined flexural and axial compression force only) at the pile caps' allowable strength ratings are 36.14 kip -in (4080 N -m) in 2,500 psi (17.2MPa) concrete, 27.82 kip -in (3141 N -m) in 3,000 psi (20.7 MPa) concrete and 24.61 kip -in (2778 N -m) in 4,000 psi (27.6 MPa) concrete. For pile caps used with RS3500 and SS175/RS3500 combo helical piles under the same fixed - head and firm -soil conditions, the allowable moments (based on interaction of combined flexural and axial compression force only) at the pile caps' allowable strength ratings are 5.17 kip -in (584 N -m) for 2500 psi (17.2 MPa) concrete and are zero for other concrete strengths. For pile caps used with RS2875.276 helical piles under the same fixed -head and firm -soil conditions, the allowable moments at the pile caps' allowable strength (ASD level) ratings are 16.68 kip -in (1885 N -m) for 2,500 psi (17.2 MPa) concrete and 12.57 kip -in (1420 N -m) for 3000 psi (20.7 MPa) concrete and 4.92 kip -in (556 N -m) for 4000 psi (27.6 MPa) concrete. The effects of the structural eccentricity, including the reactions (forces and moments) exerted by the bracket to the pile -supported structures, vary with application, and must be included in the stmcturel analysis by a registered design professional. The result of this analysis and the structural capacities must be used to select a helical foundation system. The minimum pile embedment into soil for various loading conditions must be determined based on the most stringent requirements of the following: engineering analysis; tested conditions and specified minimum pile embedment described in this report; the site-specific geotechnical investigation report; and site-specific load tests, if applicable. The strengths (capacities) of the Chance helical foundation components (bracket, shaft, helix and soil), including nominal strength, LRFD strength and ASD allowable strength, as described in IBC Section 1602 and AISC 360 Section B3, are included in this evaluation report. The bracket capacities are listed in Tables 10 through 16; shaft capacities are listed in Tables 6 through 9A; helix capacities are listed in Table 5; and soil capacities are described in Section 4.1.5, below. The geotechnical analysis must address the suitability of the helical foundation system for the specific project. It must also address the center -to -center spacing of the helical pile, considering both effects on the supported foundation and structure and group effects on the pile -soil capacity. The analysis must include estimates of the axial tension and/or compression capacities of the helical piles, whatever is relevant for the project, and the expected total and differential foundation movements due to single pile or pile group, as applicable. A written report of the geotechnical investigation must be submitted to the code official as part of the required submittal documents, prescribed in IBC Section 107, at the time of the permit application. The geotechnical report must include, but not be limited to, the following information: 1. A plot showing the location of the soil investigation. 2. A complete record of the soil boring and penetration test logs and soil samples. 3. A record of soil profile. 4. Information on groundwater table, frost depth and corrosion -related parameters, as described in Section 5.5 of this report. 5. Soil properties, including those affecting the design such as support conditions of the piles. 6. Soil design parameters, such as shear strength parameters as required by Section 4.1.5; soil deformation parameters; and relative pile support conditions as defined in IBC Section 1810.2.1. 7. Recommendations for design criteria, including but not limited to: mitigations of effects of differential settlement and varying soil strength; and effects of adjacent loads. 8. Field inspection and reporting procedures (to include procedures for verification of the installed bearing capacity when required). ESR -2794 I Most Widely Accepted and Trusted Page 8 of 29 9. Load test requirements. 10. Any questionable soil characteristics and special design provisions, as necessary. 4.1.2 Bracket Capacity (P1): For the concrete footing used with remedial repair brackets, the localized limit state of the bracket's concrete bearing and those limit states described in Chapter 17 of ACI 318-14 under the 2015 IBC (ACI 318 Appendix D under the 2012 and 2009 IBC) for concrete anchors in tension (such as concrete breakout and pullout), have been evaluated in this evaluation report. The new construction pile cap loaded in tension could fail in unreinforced concrete at minimum embedment and cover. All other limit states related to the concrete foundation used with all brackets/pile caps recognized in this evaluation report, such as those limit states described in Chapter 17 of ACI 318-14 under the 2015 IBC (ACI 318 Appendix D under the 2012 and 2009 IBC) for anchors in shear (such as concrete breakout and pry -out), steel cap plate bending and concrete breakout when new construction pile caps are used to resist axial tension forces, punching (two-way) shear, beam (one-way) shear, and flexural (bending) related limit states, and all limit states related to bending moment transfer among pile shaft/new construction pile cap/and concrete footing, have not been evaluated in this evaluation report. The concrete foundation and interaction of pile shaft, new construction pile cap and concrete footing for pile/cap tension pullout/breakout and moment transfer, as applicable, must be designed and justified to the satisfaction of the code official, with due consideration to all applicable limit states and the direction and eccentricity of applied loads, including reactions provided by the brackets, acting on the concrete foundation. Refer to Tables 10, 11, and 12 for repair bracket capacities; and Tables 13, 14, 15 and 16 for new construction pile cap capacities. 4.1.3 Shaft Capacity (P2): The top of shafts must be braced as prescribed in IBC Section 1810.2.2, and the supported foundation structures such as concrete footings and concrete pile caps are assumed to be adequately braced such that the supported foundation structures provide lateral stability for the pile systems. In accordance with IBC Section 1810.2.1, any soil other than fluid soil must be deemed to afford sufficient lateral support to prevent buckling of the systems that are braced, and the unbmced length is defined as the length of piles that is standing in air, water or in fluid soils plus an additional 5 feet (1524 mm) when embedded into firm soil or an additional 10 feet (3048 mm) when embedded into soft soil. Firm soil must be defined as any soil with a Standard Penetration Test blow count of five or greater. Soft soil must be defined as any soil with a Standard Penetration Test blow count greater than zero and less than five. Fluid soils must be defined as any soil with a Standard Penetration Test blow count of zero [weight of hammer (WOH) or weight of rods (WOR)]. Standard Penetration Test blow count must be determined in accordance with ASTM D1586. The shaft capacity of the helical foundation systems in air, water or fluid soils is not addressed in Tables 6, 7, 8, 9 and 9A, and must be determined by a registered design professional. For each pile, including Models SSS, SS175, RS2875.276, RS3500 and SS175/RS3500 combo pile, the shaft capacity including maximum installation torque is the lowest capacity of its components, which include a lead section, one or more extension sections, and couplings connecting lead section to extension section, or connecting two extension sections together. Additionally, for a SS175/RS3500 combo pile, the coupling connection between. SS175 lead section and a RS3500 extension section includes a C1500895 transition adapter. Tables 6, 7, 8, 9 and 9A provide shaft capacities, including coupling capacities and the mechanical capacities of the C1500895 transition adapter. For purposes of this report, shaft support conditions for resisting axial compressive loads are classified into the following two categories: (1) Fixed Condition, where the top of the pile/bracket is fully restrained against rotation and translation by the concrete foundation; (2) and Pinned Condition, where the top of the pile/bracket is fully restrained against translation, but not against rotation, by the concrete foundation. For both conditions, no portion of the pile may stand in air, water or fluid soils; the top of piles must be braced in accordance with IBC Section 1810.2.2 as noted above; and piles must be embedded at least 5 feet (1524 mm) into stiff soil, and 10 feet (3048 mm) into soft soil. See Tables 6, 7, 8, 9 and 9A for shaft capacities. 4.1.4 Helix Plate Capacity (1133): The helix compression and tension load capacities (P3) are listed in Table 5. For helical piles with more than one helix, the allowable helix capacity, P3, for the helical foundation system, may be taken as the sum of the least allowable capacity of each individual helix. 4.1.5 Soil Capacity (1134): The design axial compressive and tensile load capacities of helical piles based on soil resistance (P4) must be determined by a registered design professional in accordance with a site-specific geotechnical report, as described in Section 4.1.1, combined with the individual helix bearing method (Method 1), or from field loading tests conducted under the supervision of a registered design professional (Method 2). For either Method 1 or Method 2, the predicted axial load capacities must be confirmed during the site-specific production installation, such that the axial load capacities predicted by the torque correlation method must be equal to or greater than that predicted by Method 1 or 2, described above. With the individual helix bearing method, the total nominal axial load capacity of the helical pile is determined as the sum of the individual areas of the helical bearing plates times the ultimate bearing capacities of the soil or rock comprising the respective bearing strata for the plates, as follows: Qwt = E(Ahq„) (Equation 1) where: Qtot = predicted nominal axial tensile or compressive capacity of the helical pile, Ibf (N). Ah = area of an individual helix bearing plate, in 2 (mm 2)• q„ = ultimate unit bearing capacity of the soil or rock comprising the bearing stratum for the individual helix bearing plate, psi (MPa). The unit bearing capacity of the bearing stratum for each helix plate is calculated using the bearing capacity equation for deep foundations as follows: q„ = cNq + q'Nq (Equation 2) where: c = undrained shear strength parameter, considering the effect of soil disturbance due to the helix pile installations, psi (MPa). N� = bearing capacity factor. q' = effective overburden pressure at helix plate founding depth, psi (MPa). Nq = bearing capacity factor. ESR -2794 I Most Widely Accepted and Trusted Page 9 of 29 The bearing capacity factors No and Nq and the undrained shear strength of soils must be taken from the site-specific geotechnical report. The design allowable axial load must be determined by dividing the total ultimate axial load capacity predicted by either Method 1 or 2, above, by a safety factor of at least 2. The Foundation Design Documentation (see Section 4.1.8) must include documentation of the derivation of the design allowable capacity and the minimum effective torsional resistance pile termination criterion, derived using the torque correlation method. With the torque correlation method, the total ultimate axial load capacity of the helical pile is predicted as follows: Qmt = Kt T (Equation 3) Qan = 0.5 Qait (Equation 4) where: _ - -- Quit = Ultimate axial tensile or compressive capacity (Ibf or N) of the helical pile, which must be limited to the following maximum values: 55.9 kips (248.6 kN) for SS5 helical piles in tension; 62.7 kips (278.9 kN) for SS175 helical piles in compression; 57.4 kips (255.3 kN) for SS175 helical piles in tension; 76.0 kips (738.06 kN) for RS2875.276 helical pile in tension. Qan = Allowable axial tensile or compressive capacity (Ibf or N), which must be limited to the following maximum values: 27.9 kips (124.1 kN) for SS5 helical piles in tension; 31.4 kips (139.4 kN) for SS175 helical piles in compression; 28.7 kips (127.7 kN) for SS175 helical piles in tension; 38.0 kips (169.03 kN) for RS2875.276 helical pile in tension. Capacity limitations for S35 and SS175 Qan and Qan described in this Section 4.1.5 are based on axial verification tests conducted on single -helix helical piles. Torque correlation predicted capacities of multi -helix helical piles above these limitations are outside the scope of this evaluation report and are subject to approval of the code official, the approval being based upon submission of justifying evidence in accordance with the code by a registered design professional. Kt Torque correlation factor of 10 fit" (32.8 m-') for the Chance® Model SS5 (1.5 -inch and SS175 (1.75 -inch) square shaft piles, 9 ft" (30 m) for Model RS2875.276 piles, and 7 ft" (23 m-) for the Model RS3500 and the Model S3175/RS3500 Combo piles. T = Effective torsional resistance, which is defined as follows: For single -helix piles supporting axial compression loads, it is the installation torque measured when the pile reaches its final tip embedment; for all piles supporting axial tension loads and for multi -helix piles supporting axial compression loads, it is the average of the last three installation torque measurements. Such measurements must be made at 1 -foot (305 mm) increments of tip embedment as the lead helix moves from a position, which is 2 feet (710 mm) prior to the final tip embedment, to the final tip embedment, in Ibf-ft or N -m. The minimum effective torsional resistance pile termination criterion is calculated as: Traq = F.S. x Qan/Kt (Equation 5) where: Traq = minimum effective torsional resistance pile termination criterion, in Ibf-ft or N -m. F.S. = an appropriate factor of safety for the project, not less than 2.0. The lateral capacity of helical piles referenced in Table 23 of this report is based on field testing of either Z/8 -Inch outside -diameter (Model RS2875.276) or 3.5 -inch -outside - diameter (Model RS3500 and Model SS175/RS3500 Combo) shafts with a single 8 -inch or 14 inch -diameter helix plate installed in a stiff clay soil with a minimum SPT blow count of 26 at a minimum embedment as indicated in Table 23. For soil conditions other than stiff clay, the lateral capacity of the pilemust be designed by a registered design professional. 4.1.6 Foundation System: The overall allowable capacity of the Chance helical foundation system (in tension and compression) depends upon the analysis of interaction of brackets, shafts, helical plates and soils, and must be the lowest value of P1 (bracket capacity),. P2 (shaft capacity), P3 (helical bearing plate capacity) and P4 (allowable soil capacity). In addition, the overall allowable capacity must be limited to no more than 60 kips (266.9 kN) as required by Section 3.8 of AC358. The maximum nominal strength of 100 kips and maximum LRFD design strength of 90 kips (400.3 kN) listed in Tables 6, 8, 10, 11, 13 and 14 are consistent with this 60 kips (266.9 kN) limitation. Those nominal and LRFD design strength limits correspond to a safety factor, a, of 1.67 and a resistance factor, 0, of 0.90. The overall allowable lateral capacity of the Chance® helical foundation system depends upon the analysis of interaction of brackets, shafts and soils, and must be the lowest value of those for bracket allowable capacity, shaft allowable capacity, and allowable soil capacity. For all design methods permitted under Section 4.1.1 of this report, the allowable axial compressive and tensile load of the helical pile system must be based on the least of the following conditions in accordance with IBC Section 1810.3.3.1.9: • Allowable load predicted by the individual helix bearing method (or Method 1) described in Section 4.1.5 of this report. • Allowable load predicted by the torque correlation method described in Section 4.1.5 of this report. • Allowable load predicted by dividing the ultimate capacity determined from load tests (Method 2 described in Section 4.1.5) by a safety factor of at least 2.0. This allowable load will be determined by a registered design professional for each site-specific condition. • Allowable capacities of the shaft and shaft couplings. See Section 4.1.3 of this report. • Sum of the allowable axial capacity of helical bearing plates affixed to the pile shaft. See Section 4.1.4 of this report. • Allowable axial load capacity of the bracket. See Section 4.1.2 of this report. 4.1.7 Settlement Analysis: The pile head vertical movement at allowable load of a Chance helical pile may be estimated as the sum of the following: the movement at helix plates due to soil deformation and helix plate defection, and the shaft elastic shortening or lengthening. The corresponding equation is described below: Atotal = Aheli.+Ashaft (Equation 6) where: Moral = Total pile head vertical movement, in. (mm). ESR -2794 I Most Widely Accepted and Trusted Page 10 of 29 Ahelix = Movement of helix plates within soil, in. (mm). 49ha11 = Shaft elastic shortening/lengthening, in. (mm) The reliability of foundation system capacity and settlement predictions may be improved by performing full- scale field tests at the construction site using piles of same configuration as the intended production piles. 4.1.7.1 Shaft Elastic Shortening and Lengthening: Elastic shortening or lengthening of a Chance° SS5, SS175, RS2875.276, RS3500 or SS175/RS3500 combo shaft may be a significant contributor to overall pile head movement under load for long piles. For loads up to and including the allowable load limits found in the tables of this report, the length change can be estimated as: A,haft = P L/(A E) (Equation 7) where: clhaft = Length change of shaft resulting from elastic shortening or lengthening, in (mm). P = applied axial load, Ibf (N). L = effective length of the shaft, in. (mm). For SS175/RS3500 combo piles, an extra length of 6 -inches (152 mm) should be added to shaft length in order to accommodate deformation due to each transition adaptor. A = cross-sectional area of the shaft, see Table 1, in 2 (mm2). E = Young's modulus of the shaft, may be taken as 29, 000 ksi.(200 000 MPa). The effective length of the shaft, L, may be approximated as the average of the distances from the point of load application to each helix plate. 4.1.7.2 Helix Movement: The evaluation of helix movement due to helix deformation, soil deformation, and the helix -soil interaction, is beyond the scope of this evaluation report. It is recommended that the user of this report consult with the helical pile manufacturer (Hubbell Power Systems, Inc.). 4.1.7.3 Coupler Slip: The slip of the helical pile coupler is x/16 inch for Types SS5 and SS175, and 3/32 inch for Type RS2875.276 and RS3500 at the allowable load per coupling. Coupler slip for tension applications shall be included in pile settlement unless the pile is pre -loaded. 4.1.8 Foundation Design Documentation: The foundation design documentation, which is a part of the approved construction documents and prepared by a registered design professional, must include at least the following for each pile placement: 1. The manufacturer, helical pile configuration and catalog numbers of structural attachment bracket/T- Pipe assembly or pile cap, as appropriate. 2. Minimum pile tip embedment and minimum effective torsional resistance termination criteria. There must be an explanation that the minimum effective torsional resistance is to be calculated as one of the following: 4. Construction details for bracket connections to structures, prescriptively specifying at least the following (as applicable): a. Type and condition of the structure to be supported. b. Bracing. Bracing in compliance with IBC Section 1810.2.2 is required for all structures to be supported by Chance Remedial Repair Brackets or New Construction Pile Caps. c. Surface preparation. d. Drill holes, bolts and washer plates. e. Field welding. f. Edge distance. g. Concrete reinforcement. h. Leveling grout. i. The permissible angles of inclination for installation for the helical pile foundation systems (shafts and brackets) are 3° ± V for Remedial Repair Brackets; 0° ± 1° for Direct Jack Brackets; and 0° ± V (or aligned with vertical) for New Construction Pile Caps. 5. Construction details must also indicate that materials with different corrosion protection coatings must not be combined in the same system and that the helical foundation systems must not be placed in electrical contact with structural steel, reinforcing steel or any other metal building components. 4.2 Installation: 4.2.1 General: 1. 2. 3. a. The final torsional resistance for single -helix piles loaded in compression. b. The average of the last three torsional resistance readings taken at 1 -foot (305 mm) tip embedment intervals, starting 2 feet (710 mm) 4' prior to the final tip embedment, for all piles loaded in tension and for multi -helix piles loaded in compression. 3. Maximum pile tip embedment, if appropriate. The Chance helical foundation systems must be installed in accordance with this section (Section 4.2), IBC Section 1810.4.11, site-specific approved construction documents (engineering drawings and specifications), and the manufacturers written installation instructions. In case of conflict, the most stringent governs. The Chance® helical foundation systems must be installed by Hubbell Power Systems trained and certified installers. (At least one member of the installation crew must hold a current certification for basic training conducted by Hubbell Power Systems personnel.) The helical piles are typically installed using portable or machine -mounted rotary hydraulic motors capable of exerting a torsional moment at least 10 percent higher than the maximum installation torque reported in Tables 7, 9 and 9A for the pile model being installed and an axial force (crowd) sufficient to cause the pile to penetrate the earth at a rate of approximately 3 inches (76.2 mm) per revolution. In addition, equipment capable of measuring the torsional resistance experienced by the pile during installation to an accuracy of ±10 percent of the minimum effective torsional resistance termination criterion specified in the Foundation Design Documentation (see Section 4.1.8) must be utilized for installation quality control. The foundation piles must be aligned both vertically and horizontally as specified in the approved plans. The helical piles must be installed in a continuous manner with the pile advancing at a rate equal to at least 2.5 inches (64 mm) per revolution at the time of final torque measurement. Installation speeds must be limited to less than 25 revolutions per minute (rpm). ESR -2794 I Most Widely Accepted and Trusted Page 11 of 29 5. The foundation piles must be installed to the minimum pile tip embedment specified in the approved construction documents, including the Foundation Design Documentation. For tension applications, as a minimum, the pile must be installed such that the minimum depth from the ground surface to the uppermost helix is 12D, where D is the diameter of the largest helix. 6. The helical piles must be located in accordance with the approved plans and specifications. 4.2.2 Detailed Installation Procedures: 1. The drive tools (Kelly bar adapter, in-line torque indicator, if any, and pile drive adapter) must be assembled in accordance with the published instructions, and the drive tool assembly must be attached to the Kelly bar (if any) or the output shaft of the torque motor. _ __- 2. The pile lead section must be pinned into the drive adapterand-mustbe secured with the coil -lock ring. Only Chance bent -arm pins and coil lock rings can be used for this purpose. Replacement pins and coil - lock rings are available from Hubbell Power Systems and its distributors. 3. The tip of the lead section must be placed in the proper location according to the approved plans and specifications. 4. The torque motor must be . activated to begin installation. 5. The piles' maximum installation torque rating must not be exceeded during the pile installations. 6. The installation must be stopped when the top of the lead section nears ground level. 7. If extension sections with helix plate(s) are to be used, they must be added in proper sequence in accordance with the approved foundation plans. All coupling nuts must be tightened so the bolts achieve a snug -tight condition as defined in Section J3 of AISC 360 (as a minimum, nuts must be tightened to one-quarter tum beyond hand -tight condition). For SS175/RS3500 Como piles, a C1500895 Transition Adapter must be added between the Model SS175 lead section and the first Model RS3500 extension in accordance with the report holder's installation instructions and this evaluation report. 8. The inclination angles must be in accordance with item 4i of Section 4.1.8 of this report. 9. The installation must be continued, using extensions without helix plates as necessary,. until the minimum tip embedment and the minimum effective torsional resistance specified in the foundation plans are both met, unless one of the issues listed in Section 4.3, item 12, is encountered. All coupling nuts must be tightened per step 7 of this Section (Section 4.2.2). 10. The remedial repair foundation bracket or new construction pile cap must be installed per the manufacturer's published instructions and Section 4.2.4 or 4.2.5, respectively. 4.2.3 Field Quality Control Requirements: 1. A torque indicator that has been calibrated within the previous 12 months must be used for pile installation. Torque indicators which utilize a correlation between torsional resistance and hydraulic pressure(s) in the system supplying the torque motor must have been calibrated with the system that is used to make the production installations. 2. Rotational speed between 5 and 25 rpm must be maintained. 3. Axial thrust ("crowd") must be maintained in order to keep the pile moving between 2% and 3% inches (64 and 88.9 mm) per revolution. It is especially important that this pile moving speed be maintained whenever torsional resistance readings are being taken. 4. Alignment of the pile, drive tooling, Kelly bar (if any) and torque motor must be maintained to avoid inducing bending moments into the pile shaft. 5. Torsional resistance must be monitored during the entire installation operation. The pile's maximum installation torque rating must not be exceeded. 6. Extension sections with helix plate(s) (if any) must be _ added in the proper sequence in accordance with the - foundation plans. 7. Torsional resistance must be recorded in embedment increments no greater than 5 feet (1524 mm) during the entire installation and just before the installation is terminated. 8. When installing single -helix piles that will be loaded in tension and all multi -helix piles, torsional resistance must be recorded at final tip embedment minus 2 feet (710 mm) and final embedment minus 1 foot (305 mm), in addition to the resistance at final embedment. 9. The tip embedment and torsional resistance readings must be verified to meet or exceed the specified termination criteria before terminating installation. 10. For single -helix compression piles, the final torsional resistance reading must be equal to or exceed the specified minimum. 11. For multi -helix piles, the average of the final three torsional resistance readings must be equal to or exceed the specified minimum. 4.2.4 Helical Piles with Remedial Repair Brackets (C1500121, C1500299, C1500147, C1500738 C1500840 and C1500841) Installation: 1. An area at each location adjacent to the building foundation must be excavated to expose the footing, grade beam, stem wall or column. For the C1500121 and C1500299 brackets, the width of the exposed area should be at least 18 inches (457 mm) and should extend 12 inches (305 mm) below the bottom of the footing or grade beam. For the C1500147 bracket, the width of the exposed area should be at least 22 inches (559 mm) and should extend 22 inches (509 mm) below the bottom of the footing or grade beam. For the C1500738, C1500840 and C1500841 brackets, the width of the exposed area should be at least 16 inches (406 mm) and should extend 20 inches (508 mm) below the bottom of the footing or grade beam. 2. Soil attached to the bottom of the footing or grade beam must be removed. The footing or grade beam must be prepared by chipping away irregularities from the bottom and side faces. Notching the footing or grade beam is recommended to allow the bracket to mount directly and adjacent to the load-bearing wall/column, but must be performed with the approval of the registered design professional and the code official. The vertical and horizontal surfaces of the footing or grade beam must be flat and reasonably smooth before the bracket is mounted. ESR -2794 I Most Widely Accepted and Trusted Page 12 of 29 3. Reinforcing steel within the footing must not be cut without the approval of the registered design professional and the code official. 4. The bearing surface of the concrete must be smooth, and free of all soil, debris and loose concrete, so as to provide a firm bearing surface for the repair bracket. 5. The bracket to the foundation or grade beam must be connected by means of two concrete anchor bolts described in Section 3.0 of this report. The installation of concrete anchors must be strictly in accordance the ICC -ES evaluation report noted in Section 3.0 of this report. A 6 -inch (152 mm) minimum concrete edge distance is required above and laterally (sideways) beyond concrete anchor bolts. A 8 -inch (203 mm) minimum concrete footing width measured in the direction of concrete anchor bolt embedment is required. 6. The helical pile must be installed in accordance with Sections 4.2.1 through 4.2.3 of this report. 7. After the helical pile has been installed, any excess length must be cut off to allow for mounting. to the bracket. 8. The T -pipe must be placed on the helical pile and must be connected to the bracket with the bolts and nuts provided with the bracket. The nuts must be tightened so the cross bolts achieve a snug -tight condition as defined in Section J3 of AISC 360 (as a minimum, nuts must be tightened to one-quarter turn beyond hand -tight condition), and the nuts (for the lifting bolts) must be tightened to one-quarter turn beyond hand -tight condition. 9. A hydraulic jack must be placed on top of the T -pipe and must be connected to the bracket. 10. Lifting or stabilizing of the structure can be done by applying load with the hydraulic jack. Any lifting or stabilizing of the structure must be verified by qualified personnel (a registered design professional) to ensure that no part of the foundation, structure, or helical pile is overstressed. 11. Once the foundation has been raised or stabilized, the nuts (for lifting bolts) must be tightened to one-quarter turn beyond hand -tight condition on the bracket bolts to secure the T -pipe and helical pile to the bracket. 12. The hydraulic jack must then be removed 13. The excavation must be backfilled with properly compacted soil. Excess soil and debris must be removed. 14. The full installation instructions are contained in the training manual available from Hubbell Power Systems or online at the CHANCE University Certification website. 4.2.5 Helical Piles with New Construction Bracket (C1500458G, C15004590, C1500465G, C1500467G, C1501356, C1501356G, C1501357, C1501357G, C1500781, C1500781G, C1500797 and C1500797G) Installation: 1. The lead helical section must be installed and successive extensions must be added as needed until the termination criteria (such as torque and depth) prescribed in the Foundation Design Documentation are met and the top of the shaft is at or above the required elevation. If necessary, the pile can be cut off in accordance with the manufacturer's instructions at the required elevation. The minimum embedment depths into the footing or grade beam depicted in Figure 8 must be adhered to. 2. The new construction bracket must be placed over the top of the helical pile shaft and must be seated firmly. 3. For fixed end condition, the embedment depth into the footing or grade beam must be at least 7.5 inches (1905 mm). 4. If the pile is to be used to resist tension forces, the embedment of the new construction bracket into the footing or grade beam as required for resisting tension loads must be determined by a registered design professional, and the bracket must be through - bolted to the helical pile shaft with the bolt and matching nut as specified in Sections 3.2 and 3.3. The nut must be tightened so the bolt achieves snug - tight condition as defined in Section J3 of AISC 360 (as a minimum, nuts must be tightened to one-quarter turn beyond hand -tight condition). 5. The steel reinforcing bars must be placed and the concrete must be poured according to the approved construction documents. The concrete footing must be reinforced concrete, not plain concrete. 6. All helical pile components must be galvanically isolated from the concrete reinforcing steel and other metal building components. 4.3 Special Inspections Special inspections in accordance with Section 1705.9 of the 2015 and 2012 IBC (Section 1704.10 of the 2009 IBC) must be performed continuously during installation of the Chance helical foundation system (piles and brackets). Items to be recorded and confirmed by the special inspector must include, but are not necessarily limited to, the following: 1. Verification of the product manufacturer and the manufacturers certification of installers. 2. Product configuration and identification (including catalog numbers) for lead sections, extension sections, bracket/T-pipe/Pile cap assemblies, transition adapters for SS175/RS3500 combo piles, bolts/threaded rods, and nuts and washers as specified in the construction documents and this evaluation report. 3. Installation equipment used. 4. Written installation procedures. 5. Verification that the actual, as -constructed pile tip embedments and effective torsional resistances are within the limits specified in the Foundation Design Documentation. 6. Inclination and horizontal position/location of helical piles. 7. Tightness of all bolts/threaded rods. 8. Verification that the new construction pile cap plate is in full contact with the top of pile shaft. 9. Verification of bracket bearing plate contact at the outer corner region of the foundation and absence of cracks in the foundation in the vicinity of the bracket. 10. Compliance of the installation with the approved construction documents and this evaluation report. 11. Where on-site welding is required, special inspection in accordance with Section 1705.2 of the 2015 and ESR -2794 I Most Widely Accepted and Trusted 2012 IBC (Section 1704.3 of the 2009 IBC) must be conducted. 12. Both minimum tip embedment and minimum effective torsional resistance termination criteria must be met before installation ceases, unless one of the following issues arises: a. Continuing the installation would pose a safety concern. b. Continuing the installation would cause the maximum installation torque rating of the pile listed in Tables 7 and 9 of this report to be exceeded. c. Continuing the installation would cause the maximum tip embedment limit (if any) to be exceeded. 5.0 CONDITIONSOFUSE -- ---- -- The Chance Model SSS, SS175, RS2875.276, RS3500, and SS175/RS3500 combo Helical Foundation Systems described in this report comply with, or are suitable alternatives to what is specified in, the codes indicated in Section 1.0 of this report, subject to the following conditions: 5.1 The Chance helical foundation systems are manufactured, identified and installed in accordance with this report, the approved construction documents (engineering drawings and specifications), and the manufacturer's written installation instructions, which must be available at the jobsite at all times during installation. In case of conflict, the most stringent requirement governs. 5.2 The Chance helical foundation systems have been evaluated for support of structures assigned to Seismic Design Categories A, B and C in accordance with IBC Section 1613. Helical foundation systems that support structures assigned to Seismic Design Category D, E or F, or that are located in Site Class E or F, are outside the scope of this report, and are subject to the approval of the building official based upon submission of a design in accordance with the code by a registered design professional. 5.3 Installations of the helical foundation systems are limited to regions of concrete members where analysis indicates no cracking will occur at service load levels. 5.4 All brackets (Standard and Heavy Duty Remedial Repair Brackets, Direct Jack Brackets, and New Construction Pile Caps) must be used only to support structures that are laterally braced as defined in IBC Section 1810.2.2. Shaft couplings must be located within firm or soft soil as defined in Section 4.1.3. Tables 6 through 15 provide the nominal, LRFD design, and allowable strengths in firm and soft soil. 5.5 The helical foundation systems must not be used in conditions that are indicative of potential pile deterioration or corrosion situations as defined by the following: (1) soil resistivity less than 1,000 ohm -cm; (2) soil pH less than 5.5; (3) soils with high organic content; (4) soil sulfate concentrations greater than 1,000 ppm; (5) soils located in a landfill, or (6) soil containing mine waste. 5.6 Zinc -coated steel and bare steel components must not be combined in the same system, except where the sacrificial thickness for the zinc -coated components is taken as that for bare steel components (0.036 -inch or 915 pm). All helical Page 13 of 29 foundation components must be galvanically isolated from concrete reinforcing steel, building structural steel, or any other metal building components. 5.7 The new construction helical piles (piles with new construction pile caps) must be installed vertically into the ground with a maximum allowable angle of inclination of ±1°. The tops of pile caps must be embedded into the concrete footing with a minimum 4 -inch (101.6 mm) vertical embedment and a minimum 4 -inch (101.6 mm) side embedment beyond the perimeter of the steel cap plates, except as specifically noted in Section 4.2.5. To comply with requirements found in IBC Section 1810.3.1.3, the superstructure must be designed to resist the effects of helical pile eccentricity. Adequate concrete cover and reinforcement specified by the project engineer _must be provided to meet the requirements of Chapter 17 of ACI 318-14 under the 2015 IBC (ACI 318, Appendix D under the 2012 and 2009 IBC), for new construction helical pile caps in tension to prevent steel cap plate bending, concrete breakout and pullout. 5.8 The retrofit helical piles must be installed such that the angle of inclination does not exceed 3° ± 1° for Standard and Heavy Duty Remedial Repair Brackets and 0° ± 1 ° for Direct Jack Brackets. 5.9 For SS175/RS3500 Combo piles, the C1500895 transition adapter must be located at a distance of no less than 5 feet (1524 mm) below the bracket in firm soils, and no less than 10 feet (3048 mm) in soft soils. 5.10 Special inspection is provided in accordance with Section 4.3 of this report. 5.11 Engineering calculations and drawings, in accordance with recognized engineering principles as described in IBC Section 1604.4, and complying with Section 4.1 of this report, are prepared by a registered design professional and approved by the code official. 5.12The adequacy of the concrete structures that are connected to the Chance brackets must be verified by a registered design professional, in accordance with applicable code provisions such as Chapter 13 of ACI 318-14 under the 2015 IBC (Chapter 15 of ACI 318 under the 2012 and 2009 IBC) and Chapter 18 of the IBC. Verification is subject to the approval of the code official. 5.13A geotechniral investigation report for each project site must be provided to the code official for approval in accordance with Section 4.1.1 of this report. 5.14 When using the alternative basic load combinations prescribed in IBC Section 1605.3.2, the allowable stress increases permitted by material chapters of the IBC or the referenced standards are prohibited. 5.15 The minimum helical pile center -to -center spacing is four times the diameter of the largest helical bearing plate. For piles with closer spacing, the pile allowable load reductions due to pile group effects must be included in the geotechnical report described in Section 4.1.1 of this report, and must be considered in the pile design by a registered design professional. Load reductions are subject to the approval of the code official. 5.16 See Section 4.2.1, item 5, for the minimum pile tip embedment requirement. 5.17 Settlement of helical piles is beyond the scope of this evaluation report and must be determined by a registered design professional as required in IBC ESR -2794 I Most Widely Accepted and Trusted Page 14 of 29 Section 1810.2.3, and after consultation with Hubbell Power Systems, Inc. 5.18 Post -installed concrete anchors, including requirements for installation and inspection, must comply with the applicable ICC -ES evaluation reports noted in Sections 3.2.4.1.4, 3.2.4.1.5 and 3.2.4.2.4 of this report. The anchors must be installed into normal - weight concrete. 5.19 Requirements set forth in the footnotes of Figure 9 and Tables 6 through 23 must be satisfied. 5.20 Evaluation of compliance with IBC Section 1810.3.11.1 for buildings assigned to Seismic Design Category (SDC) C, and with IBC Section 1810.3.6 for all buildings, is outside of the scope of this evaluation report. Such compliance must be addressed by a registered design professional for each site, and the work of the design professional is subject to approval by the code official. 5.21 The Chance helical foundation systems are manufactured by Hubbell Power Systems, Inc. — Centralia Operations, 210 North Allen Street, Centralia, Missouri 65240; under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Helical Pile Systems and Devices (AC358), dated June 2013 (editorially revised September 2014). 7.0 IDENTIFICATION The Chance Model SSS, SS175, RS2875.276, RS3500, and SS175/RS3500 combo Helical Foundation System components described in this report are identified by labels that include the report holder's name (Hubbell Power Systems, Inc.) and address, the product catalog number and description, the ICC -ES evaluation report number (ESR -2794). Additionally, Model SS -5 and SS175 helical piles are identified by the characters "C4XY" and "C6XY", respectively, and the characters XYYY (where X and Y are alpha -numeric characters) stamped into the shaft. The Chance® Remedial Repair Brackets and the T -Pipes are stamped with the letter "C". All helical lead sections and helical extension sections have the word "Chance" stamped on the top of the helix. ESR -2794 I Most lMdely Accepted and Trusted Page 15 of 29 L FIGURE IA—SS5 & SS175 LEAD SECTIONS I:I F B B CLEARANCE HOLE ® BOLT DIAMETER P (MIN) FIGURE 2A—SS5 & SS175 EXTENSION SECTIONS FIGURE 1S—RS2875.276 & RS3500 LEAD SECTIONS 0 D HOLE C 3C C 0 H B F OLT N C FIGURE 2B S2875.276 & RS3500 EXTENSION SECTIONS ESR -2794 I Most Widely Accepted and Trusted Page 16 of 29 C1500121 & C1500299 FIGURE 3—STANDARD REMEDIAL REPAIR BRACKETS FIGURE 5—DIRECT JACK REMEDIAL REPAIR BRACKETS C 6.5-.V l OLE THRU WALLS FIGURE 7A—NEW CONSTRUCTION PILE CAP FOR SS5 & SS175 FOSR$21175 FOR RS W 01500147 FIGURE 4—HEAVY-DUTY REMEDIAL REPAIR BRACKET FIGURE 6—T -PIPE FOR STANDARD AND HEAVY-DUTY REMEDIAL REPAIR BRACKETS r 1.5 MINIMUM; PROIECCENGINEERTO CHECK FOR PUNCHING SHEAR WHEN LOADED IN COMPRESSION FIGURE 8—NEW CONSTRUCTION PILE CAP -- 5 ---� CONSTRUCTION DETAILS Note: With respect to punching shear resistance, capacities related to concrete breakout and/or FIGURE 7B—NEW CONSTRUCTION PILE CAP FOR RS2875.276 & RS3500 pullout must also be considered by the registered design professional. ESR -2794 I Most IMdelyAccepted and Trusted Page 17 of 29 CI P a � a HZ �Te a HI F4 FIGURE 9—FORCES APPLIED TO FOUNDATION BY REMEDIAL REPAIR BRACKETS Design Assumptions: The foundation and its interaction with soils beyond the pile excavation is sufficiently rigid to support the inverted corbel action (torsion) due to the `offset' bracket bearing relative to the center of the foundation. Certain project conditions (like "loose" stonelmasonry foundation wells) may not comply with this design assumption. The foundation must be able to provide adequate lateral restraint (bracing) for the shaft that Is equal to or greater than 0.4 percent of the allowable axial compression load of the pile. FIGURE 10-01500895 TRANSITION ADAPTER FOR CONNECTION BETWEEN SS175 LEAD AND RS3500 EXTENSION ESR -2794 I Most Widely Accepted and Trusted Page 18 of 29 TABLE 1—MODELS AND DIMENSIONS OF CHANCE HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER' Catalog Number Model Area (1n) A (in) B (in) C (in) D (in) F (in) G (in) H (in) I (in) J (in) K (in) L (in) M (in) C1500001 SS5 2.20 1.50 83 1.09 0.81 8 76 - - - - - - C1500002 60 8 53 - - - - - - C1500003 83 10 76 - - - - - - C1500004 83 12 76 - - - - - - C1500005 83 14 76 - - - - - - C1500006 83 8 76 10 52 - - - C1500007 64 8 60 10 37 12 7 - - C1500031 124 8 117 10 93 - - - - C1500051 83 10 76 12 47 - - - - C1500058 60 10 53 - - - - - - C1500156 26 8 18 - - - - - - C1500160 37 8 33 10 9 - - - - C1500161 43 10 39 12 9 - - - - C1500242 60 12 53 - - - - - - C1500243 60 14 53 - - - - - - C1500397 83 8 76 10 52 12 22 - - C1500398 124 10 117 12 87 14 51 - - C1500489 83 10 76 12 46 14 10 - - C1500531 124 12 117 - - - - - - C15000070302 6412 57 14 21 - - - - T1100607 83 14 76 14 34 - - - - T1100676 83 8 76 - - - - - - T1100677 83 10 76 - - - - - T1100678 83 12 76 - - - - - - T1100720 64 8 60 10 24 - - - - C1100227 SS175 3.01 1.75 38 1.70 1.00 8 30 10 6 - - - - C1100235 fib 8 58 10 35 12 6 - - C1100247 130 8 122 10 98 12 68 14 32 C1100505 130 14 122 14 80 14 38 - - C1500010 66 8 58 - - - - - C1500011 66 10 58 - - - - - - C1500012 66 8 58 10 34 - - - - C1500093 66 10 58 12 34 - - - - C1500179 38 8 30 10 6 - - - - C1500180 66 8 58 10 35 12 6 - - C1500181 130 14 122 14 80 14 38 - - C1500401 84 8 76 10 52 12 22 - - C1500402 130 10 122 12 92 14 56 - - C1500493 84 8 76 10 52 - - - - T1100674 84 10 76 12 46 14 10 - - T1100730 84 14 76 14 34 - - - - T1100853 84 10 76 10 46 10 16 - - T1500264 66 8 58 - - - - - - T1071315 RS3500 2.82 3.5 129 1.5 0.81 8 121_ - - - - - - C1071629 86 8 79 - - - - - - T1070813 86 10 79 - - - - - - C1500021 86 12 79 - - - - - - C1500022 86 14 79 - - - - - - C1500023 86 10 79 12 49 - - - - T1070812 129 10 121 12 91 - - - - C1070563 86 8 79 10 55 12 25 - - C1070564 86 10 79 12 49 14 13 - - C1070565 129 12 121 14 85 14 43 - - C1070566 129 8 121 10 97 12 67 14 31 C1070667 129 10 121 12 91 14 55 14 13 C1070568 129 12 121 14 88 1 14 49 14 9 (Continued) ESR -2794 I Most IMdelyAccepted and Trusted Page 19 of 29 TABLE 1—MODELS AND DIMENSIONS OF CHANCE HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER'(CONTINUED) Catalog Number Model Are (I n2) A (in) B (in) C (in) D (in) F (in) G (in) H (in) I (in) J (in) K (in) L (in) M (in) T1071312 R 276 5. -_ 2.11 2.875 123 1.5 -. 0.81 8 120 - - - - - - C2788210 81 8 78 - - - - - C2788002 61 10 58 - - - - - - C2788001 81 10 78 - - - - - - C2788221 81 12 78 - - - - - - C2788222 81 14 78 - - - - - - C2788007 61 8 58 10 37 - - - - C2788003 61 10 58 12 31 - - - - C2788009 81 10 78 12 51 - - - - C2788004 81 8 78 10 57 12 27 - - C2788005 81 10 71F 12 51 14 15 - - C2788006 '- '123 8 120 10 99 12 69 14 33 C2788179 123 10 120 12 93 14 57 14 15 For SI: 1 inch = 25.4 mm, I inch = 645.2 mm2. 'Refer to Figures 1A& 1B for dimensions A through M. Dimensions in this table do not account for corrosion loss. TABLE 2—MODELS AND DIMENSIONS OF CHANCE HELICAL PILE EXTENSIONS BY CATALOG NUMBER' Catalog Number Model A (in) B (in) C (in) D (in) E F G H 1 (in) (in) (in) (in) (in) N 2 P (in) C1500008 SS5 1.50 fit 1.09 0.81 57_ - - - 3/n-10 HHB per ASTM A325`Type 1 Hex Jam Nut 4.0 C1500009 84 80 - - C1500047 41 37 - _ _ _ C1500048 123 120 - _ _ _ C1500159 61 57 12 28 - - C1500166 41 37 14 28 - - C1500166L 61 57 14 47 - - C1500013 SS175 1.75 62 1.70 1.00 58 - - -- '/e-9 HHB per ASTM A193NGr B7 Hex Jam Nut 5.0 C1500014 84 80 - - - - C1500183 41 37 - _ _ C1500184 127 123 - - _ _ C1500185 49 45 14 37 - - C1500186 84 80 14 36 14 72 C1500470 62 58 14 4 - - C1501291 RS3500 3.5P84 42 1.5 0.81 40 - - - - 3Y,10 HHB per SAE J429 Grade 5 w/ Hex Nut _ C1501240 60 59 - - - - C1501241 84 83 - - - - C1501242 119 - - - - C1501293 41 - - 14 27 C1501295 83 14 28 14 69 C2788226 RS2875 276 2.875 42 1.5 0.81 40 - - - '/<-10 HHB per SAE J429 Grade 5 w/ Hex Nut C2788218 60 58 - - - _ C2788219 84 82 - _ _ _ C2788220 120 116 _ C27882281 42 40 For SI: 1 inch = 25.4 mm. 'Refer to Figures 2A & 2B for dimensions A through P. Dimensions in this table do not account for corrosion loss. 2Refer to Sections 3.2.3 and 3.3.3 for coupling bolt and nut requirements. ESR -2794 I Most Widely Accepted and Trusted Page 20 of 29 TABLE 3 -MODELS AND DIMENSIONS OF CHANCE REMEDIAL REPAIR BRACKETS AND T -PIPES BY CATALOG NUMBER' Catalog Number Shaft Model A in B in C in D in E in F in G (in) H I in in J in K in) L (inL M Cin N in P in C1500121 SS5 & RS2875.276 14.0 6.5 7.0 4.8 11.3 11.5 4.1 - 15.9 8.4 0.69 - - - 2.88 C1500147 SS175 17.3 8.5 9.5 17.7 15.1 15.2 4.1 8.1 15.0 8.5 0.69 - - - - C1500299 SS175 14.0 6.5 7.0 4.8 11.3 11.5 4.1 - 15.9 8.4 0.69 - - - - C1500474 SS175 - - - - - RS2875.276 0.5 - - - - 3.25 34.0 11.5 2.00 C1500486 SS5 - - - - - - - - - - - 2.63 18.0 9.25 2.00 C1500487 SS5 - - - - - - - - - - - 2.63 18.0 9.25 1.75 C1500488 SS175 - - - - - - - - - - - 2.88 18.0 9.25 1.75 C1500475RS3500 - - - - - - - - - - - 2.75 18 11.5 2.0 C2788012 RS2875.276 - - - - - - - - - - - 1.5 12 9.25 2.00 C2788011 R82875.276 - - - - - - - - - - - 1 1.5 1 12 9.25 1 1.75 For SI: 1 inch = 25.4 mm. 'Refer to Figures 3, 4 and 6 for dimensions A through P. Dimensions in this table do not account for corrosion loss. TABLE "ODELS AND DIMENSIONS FOR NEW CONSTRUCTION PILE CAPS' Catalog Number Shaft Model A (in) B (in) C (in) D (in) E (in) C1500458G SS5 0.50 2.38 - - 10 C1500459G SS175 0.75 2.88 - - 318 C1500465G SS5 0.50 2.38 1.09 0.81 54.1 C1500467G SS175 0.75 2.88 1.70 1.00 61.2 C1501356 RS3500 0.75 4.5 - - 6 C1501356G RS3500 0.75 4.5 - - 6 C1501357 RS3500 0.75 4.5 1.5 0.81 7 C1501357G RS3500 0.75 4.5 1.5 0.81 7 C1500781 RS2875.276 0.5 3.5 - - 6 C15007BIG RS2875.276 0.5 3.5 - - 6 C1500797 RS2875.276 0.5 3.5 1.5 0.81 7 C1500797G R82875176 0.5 3.5 1.5 0.81 7 For SI: 1 inch = 25.4 mm. 'Refer to Figures 7A & 7B for dimensions A through D. Dimensions in this table do not account for corrosion loss. TABLE 5 -NOMINAL, LRFD DESIGN AND ASD ALLOWABLE STRENGTHS OF HELIX PLATES FOR SHAFT AXIAL TENSION AND COMPRESSION' Shaft Model Outside Dimension (in) Thickness (in) Nominal Strength (kips) LRFD Design Strength (kips) ASD Allowable Strength (kips) 8 % 57.3 51.6 28.7 SS5 10 318 47.7 42.9 23.8 12 318 44.2 39.8 22.1 14 3/8 54.1 48.7 27.1 8 1/2 68.0 61.2 34.0 55175 10 3/8 66.1 59.5 33.1 12 318 57.5 51.7 28.7 14 3/6 51.8 46.7 25.9 8 1/2 141.1 127.0 70.6 RS3500 10 1/2 155.1 139.6 77.6 12 1/2 159.6 143.6 79.8 14 1/2 139.4 125.4 69.7 8 3/9 113.9 102.5 56.9 10 3/8 94.5 85.1 47.3 RS2875.276 12 3/8 93.0 83.7 46.5 14 1 3/8 100.3 90.3 50.2 For SI: 1 Inch = 25.4 mm, 1 kip = 4.448 kN. 'Capacities include allowance for corrosion over a 50 -year service life. See Sections 4.1.4 and 4.1.6 of this evaluation report for helix capacity and system capacity, respectively. ESR -2794 I Most Widely Accepted and Trusted Page 21 of 29 TABLE 6 -NOMINAL AND LRFD DESIGN STRENGTHS OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER' .2 Catalog Number Nominal Tension Strength (kips) Design Tension Strength (kips) Nominal & LRFD Design Compression Strengths (kips) Finn Soil Soft Soil Fixed Pinned FixedPinned Nominal Design Nominal Desi n Nominal Design Nominal Design SS5 Helical Pile Lead Sections 61500001 57.3 51.6 57.3 51.6 54.4 48.9 26.6 24.0 13.6 12.2 C1500002 57.3 51.6 57.3 51.6 54.4 48.9 61500003 47.7 42.9 47.7 42.9 47.7 42.9 61500004 44.2 39.8 44.2 39.8 44.2 39.8 61500005 34.1 48.7 54.1 48.7 54.1 48.7 C1500006 70.0 52.5 89.8 80.8 54.4 48.9 C1500007 70.0 52.5 89.8 80.8 54.4 48.9 C1500031 70.0 52.5 89.8 80.8 54.4 48.9 C1500051 70.0 52.5 89.8 80.8 54.4 48.9 C1500058 47.7 42.9 47.7 42.9 47.7 42.9 C1500156 57.3 51.6 57.3 51.6 54.4 48.9 C1500160 - ---70.0 --52.5 ---89.8 -•-80.8 - -54.4-- -48.9 - C1500161 - 70.0 - - 52.5 - - 89.8 -- --80.8 -- - 54.4 - - ,48.9 -- C1500242 44.2 39.8 44.2 39.8 44.2. 39.8 C1500243 54.1 48.7 54.1 48.7 54.1 48.7 C1500397 70.0 52.5 89.8 80.8 54.4 48.9 C1600398 70.0 52.5 89.8 80.8 54.4 48.9 C1500489 70.0 52.5 89.8 80.8 54.4 48.9 C1500531 44.2 39.8 44.2 39.8 1 44.2 39.8 C15000070302 70.0 52.5 89.8 80.8 54.4 48.9 T1100607 70.0 52.5 89.8 80.8 54A 48.9 T1100676 57.3 51.6 57.3 51.6 54A 48.9 T1100677 47.7 42.9 47.7 42.9 47.7 42.9 T1100678 44.2 39.8 44.2 39.8 44.2 39.8 T1100720 70.0 52.5 89.8 80.8 54.4 48.9 SS175 Helical Pile Lead Sections C1100227 99.8 75.0 100 90 100 90 50.5 45.4 25.8 23.2 C1100235 99.8 75.0 100 90 100 90 C1100247 99.8 75.0 100 90 100 90 C1100605 99.8 75.0 100 90 100 90 C1500010 99.8 75.0 100 90 100 90 C1500011 66.1 59.5 66.1 59.5 66.1 59.5 C1500012 99.6 75.0 100 90 100 90 C1500093 99.8 75.0 100 90 100 90 C1500179 99.8 75.0 100 90 100 90 C1500180 1 99.8 75.0 100 1 90 100 90 C1500181 99.8 75.0 100 90 100 90 C1500401 99.8 75.0 100 90 100 90 C1500402 99.8 75.0 100 90 100 90 C1500493 99.8 75.0 100 90 100 90 T1100674 99.8 75.0 100 90 100 90 T1100730 99.8 75.0 100 90 100 90 T1100853 99.8 75.0 100 90 100 90 T1500264 99.8 75.0 100 90 100 90 RS3500 Helical Pile Lead Sections T1071315 100 86.1 100 90 100 90 100 90 90.7 81.6 C1071629 T1070813 C1500021 C1500022 C1500023 T1070812 C1070563 C1070564 C1070565, C1070566 C1070567 C1070568 (Continued) ESR -2794 I Most Widely Accepted and Trusted Page 22 of 29 TABLE 6 -NOMINAL AND LRFD DESIGN STRENGTHS OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER"' (CONTINUED) For SI: 1 kip= 4.448 kN. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. TABLE 7 -ASD ALLOWABLE STRENGTHS AND MAXIMUM INSTALLATION TORQUES OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER''' Catalog Number Nominal Design Nominal & LRFD Design Compression Strengths kis Firm Soil Soft Soil Catalog Tension Tension Number Strength Strength Fixed Pinned Fixed Pinned 16.0 (kips) (kips) Nominal Design Nominal Design Nominal Design Nominal Desi n RS2875.276 Helical Pile Lead Sections T1071312 27.1 27.1 C1500006 35.0 52.5 32.6 C1500007 35.0 53.8 32.6 C1500031 35.0 52.5 32.6 C2788210 97.9 45.9 32.6 C1500058 23.8 23.8 23.8 C1500156 28.7 28.7 28.7 C1500160 35.0 52.5 32.6 C2788002 45.9 32.6 C1500242 22.1 22.1 22.1 C1500243 27.1 27.1 27.1 C1500397 35.0 53.8 32.6 C2788001 53.8 32.6 C1500489 35.0 53.8 32.6 C1500531 22.1 22.1 22.1 C15000070302 35.0 49.2 32.6 C2788221 93.0 C2788222 C2788007 73.4 92.9 83.6 86.3 77.70 73.9 66.5 55.2 49.7 C2788003 C2788009 97.9 C2788004 C2788005 C2788006 C2788179 For SI: 1 kip= 4.448 kN. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. TABLE 7 -ASD ALLOWABLE STRENGTHS AND MAXIMUM INSTALLATION TORQUES OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER''' Catalog Number Allowable Tension Strength kis Maximum Installation Torque Ib -ft ASD Allowable Compression Strengths (kips) Finn Soil Soft Soil Fixed Pinned Fixed Pinned SS5 Helical Pile Lead Sections C1500001 28.7 5,700 28.7 28.7 16.0 8.1 C1500002 28.7 28.7 28.7 C1500003 23.8 23.8 23.8 C1500004 22.1 22.1 22.1 C1500005 27.1 27.1 27.1 C1500006 35.0 52.5 32.6 C1500007 35.0 53.8 32.6 C1500031 35.0 52.5 32.6 C1500051 35.0 45.9 32.6 C1500058 23.8 23.8 23.8 C1500156 28.7 28.7 28.7 C1500160 35.0 52.5 32.6 C1500161 35.0 45.9 32.6 C1500242 22.1 22.1 22.1 C1500243 27.1 27.1 27.1 C1500397 35.0 53.8 32.6 C1500398 35.0 53.8 32.6 C1500489 35.0 53.8 32.6 C1500531 22.1 22.1 22.1 C15000070302 35.0 49.2 32.6 T1100607 35.0 53.8 32.6 71100676 28.7 28.7 28.7 71100677 23.8 23.8 23.8 T1100678 22.1 22.1 22.1 T1100720 35.0 52.5 32.6 (Continued) ESR -2794 I Most Widely Accepted and Trusted Page 23 of 29 TABLE 7 -ASD ALLOWABLE STRENGTHS AND MAXIMUM INSTALLATION TORQUES OF HELICAL PILE LEAD SECTIONS BY CATALOG NUMBER''' (CONTINUED) Catalog Number Allowable Tension Strength kips Maximum Installation Torque Ib -ft ASD Allowable Compression Strengths (kips) Firm Soil Soft Soil Fixed Pinned Fixed Pinned SS175 Helical Pile Lead Sections C1100227 50.0 10,500 60.0 60.0 30.2 15.4 -- C1100235 50.0 60.0 60.0 C1100247 50.0 60.0 60.0 C1100505 50.0 60.0 60.0 C1500010 34.0 34.0 34.0 C1500011 33.1 33.1 33.1 C1500012 50.0 60.0 60.0 C1500093 50.0 60.0 60.0 C1500179 50.0 60.0 60.0 C1500180 50.0 60.0 60.0 C1500181 50.0 60.0 60.0 C1500401 50.0 - 60.0 60.0 C1500402 50.0 60.0 60.0 C1500493 50.0 60.0 60.0 T1100674 50.0 60.0 60.0 T1100730 50.0 51.8 51.8 T1100853 50.0 60.0 60.0 T1500264 1 34.0 1 34.0 34.0 RS3500 Helical Pile Lead Sections T1071315 57.4 12,500 60.0 60.0 60.0 54.3 C1071629 60.0 60.0 T1070813 60.0 60.0 C1500021 60.0 60.0 C1500022 60.0 60.0 C1500023 60.0 60.0 T1070812 60.0 60.0 C1070563 60.0 60.0 C1070564 60.0 60.0 C1070565 60.0 60.0 C1070666 60.0 60.0 C1070567 60.0 60.0 C1070568 60.0 60.0 RS2875.276 Helical Pile Lead Sections T1071312 C2788210 48.9 C2788002 C2788001 8,900 55.6 51.7 44.3 33.0 51.1 51.1 C2788221 46.5 46.5 46.5 C2788222 C2788007 C2788003 C2788009 489 C2788004 C2788005 C2788006 C2788179 50.2 50.2 55.6 51.7 For SI: 1 kip = 4.448 kN, 1lbf-ft = 1.356 N -m. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. TABLE 8 -NOMINAL AND LRFD DESIGN STRENGTHS OF HELICAL PILE EXTENSION SECTIONS BY MODEL'' Pile Model Nominal Tension Strength (kips) Design Tension Strength (kips) Fixed Nominal Nominal & LRFD Design Compression Strengths (kips) Finn Soil Soft Soil Pinned Fixed Pinned Design Nominal Design Nominal Design Nominal I Design SS5 70.0 52.5 89.8 80.8 54.4 48.9 26.6 24.0 13.6 12.2 SS175 99.8 75.0 100 90 100 90 50.5 45.4 25.8 23.2 RS2875.276 97.9 73.4 92.9 63.6 86.3 77.7 73.9 66.5 55.2 49.7 RS3500 100 86.1 100 90 100 90 100 90 90.7 81.6 For SI: 1 kip = 4.448 kN. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft rapacity. ESR -2794 I Most Widely Accepted and Trusted Page 24 of 29 TABLE 9 -ASD ALLOWABLE STRENGTHS OF HELICAL PILE EXTENSION SECTIONS BY MODEL'' Pile Model Allowable Tension Strength (kips) Maximum Installation Torque (Ib -ft) Fixed ASD Allowable Axial Compression Strength (kips)) Firm Soil Soft Soil Pinned Fixed Pinned SS5 35.0 5,700 53.8 32.6 16.0 8.1 SS175 50.0 10,500 60.0 60.0 30.2 15.4 RS2875.276 48.9 8,900 55.6 51.7 44.3 33.0 RS3500 57.4 12,500 60.0 60.0 60.0 54.3 For SI: 1 kip = 4.448 kN, llbf-ft = 1.356 N -m. 'Refer to Sections 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. TABLE 9A -NOMINAL, LRFD DESIGN AND ASD ALLOWABLE STRENGTHS OF C1500895 TRANSITION ADAPTER IN A SS175IRS3500 COMBO PILE LOADED IN TENSION AND COMPRESSION""' Catalog Pile Maximum Installation Nominal, LRFD Design and ASD Allowable Strengths in Tension & Compression (kips) Nominal Design Allowable Nominal Design Allowable Number Model Torque (lb -ft) Tension Tension Tension Compression Compression Compression 26.6 89.8 26.6 Strength Strength Strength Strength Strength Strength C1500895 S8175/ 10,500 99.8 75.0 50.0 100 82.1 54.7 50.5 RS3500 50.5 C1500738 Incl w/ Bdd SS5 79.4 25.9 79.4 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN. 'Strength ratings include an allowance for corrosion over a 50 -year service life. 'Capacities apply to the specific transition adapter used in a coupling between a SS175 lead section and a RS3500 extension section. 'In accordance with Section 4.1.3 of this report, the lowest capacity of all components in a shaft, including lead section, extension section(s), coupling(s) and transition adaptor(s), must be used as the shaft capacity. TABLE 10 -NOMINAL STRENGTHS OF REMEDIAL REPAIR BRACKETS'"3.4 Bracket Catalog Number T -Pipe Catalog Number Model Nominal Strength in Axial Compression (kips) 2500 psi Concretes 3000 psi Concretes 4000 psi Concretes Firm Soil Soft Soil Firm Soil Soft Soil Finn Soil Soft Soil C1500121 C1500486 SS5 36.3 26.6 36.3 26.6 36.3 26.6 C1500121 C1500487 SS5 70.3 26.6 77.8 26.6 89.8 26.6 C1500299 C1500488 SS175 79.0 50.5 89.4 50.5 99.0 50.5 C1500147 C1500474 SS175 100 50.5 100 50.5 100 50.5 C1500738 Incl w/ Bdd SS5 79.4 25.9 79.4 25.9 79.4 25.9 C1500121 C2788012 RS2875.276 38.8 38.8 1 38.8 38.8 1 38.8 38.8 C1500121 C2788011 RS2875.276 75.1 70.0 83.4 73.9 83.4 1 73.9 C1500840 Incl w/ Brkt RS2875.276 85.1 70.2 85.1 70.2 85.1 70.2 C1500147 C1500475 RS3500 100 100 100 100 100 100 C1500841 Incl w/ Brkt RS3500 100 95.3 100 100 100 100 For SI: 1 kip = 4.448 Kn; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. 3Strength ratings apply to the specific bracket, T -pipe and anchor/pile models listed. `See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.11. ESR -2794 I Most Widely Accepted and Trusted Page 25 of 29 TABLE 11-LRFD DESIGN STRENGTHS OF REMEDIAL REPAIR BRACKETS' .2A4 Brecket Catalog Number T -Pipe Catalog Number Pile Model LRFD Desi 2500 psi Concrete Firm Soil Soft Soil n Stren th in Axial Com ression 3000 psi Concrete Finn Soil Soft Soil (kips) 4000 psi Concrete Firm Soil Soft Soil C1500121 C1500486 SS5 32.6 24.0 32.6 24.0 32.6 24.0 C1500121 C1500487 SS5 49.2 24.0 54.4 24.0 62.8 24.0 C1500299 C1500488 SS175 55.3 42.9 62.6 45.4 74.2 45.4 C1500147 C1500474 SS175 86.7 45.4 86.7 45.4 90 45.4 C1500738 Incl w/ Brkt SS5 71.4 23.3 71.4 23.3 71.4 23.3 C1500121 .2788012 RS2875.276 34.9 34.9 34.9 34.9 34.9 34.9 C1500121 .2788011 RS2875.276 52,6 49.0 58.4 51.7 58.4 53.3 .1500840 Incl w/ Brkt RS2875,276 76.6 63.1 76.6 63,1 76.8 63.1 C1500147 C1500475 RS3500 71.8 71.8 77 77 77 77 C1500841 Incl w/ Brkt RS3500 85.8 1 85.8 90 90 1 90 1 90 For SI: 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2--.2. - - - -- - -- 3Strength ratings apply to the specific bracket,. T -pipe and anchor/pile models listed. 4See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. "Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 12 -ASD ALLOWABLE STRENGTHS OF REMEDIAL REPAIR BRACKETS' .43.4 Bracket Catalog Number T -Pipe Catalog Number Pile Model 2500 psi Finn Soil ASD Allowable Strenpith in Axial Compression Concreteo 3000 psi Concrete Soft Soil Firm Soil Soft Soil ki s 4000 psi Finn Soil Concrete Soft Soil C1500121 C1500486 SS5 21.7 16.0 21.7 16.0 21.7 16.0 C1500121 C1500487 SS5 30.9 16.0 34.2 16.0 39.4 16.0 C1500299 C1500488 SS175 34.7 27.7 39.3 27.7 47.9 30.2 C1500147 C1500474 SS175 54.4 30.2 54.4 30.2 60.0 30.2 C1500738 Incl w/ Brkt SS5 47.5 15.5 47.5 15.5 47.5 15.5 C1500121 C2788012 RS2875.276 23.2 23.2 23.2 23.2 23.2 23.2 C1500121 12788011 112875.271 33.0 30.8 36.6 32.5 36.6 34.3 .1500840 Incl w/ Brkt RS2875.276 51.0 42.0 51.0 42.0 510 42.0 C1500147 C1500475 RS3500 45.1 -45.1 51.3 51.3 51.3 51.3 C1500841 Incl w/ Brkt RS3500 60 1 60.0 60 60 1 60 1 60 For SI: 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. 'Strength ratings apply to the specific bracket, T -pipe and anchor/pile models listed. 4See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. "Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 13 -NOMINAL STRENGTHS OF NEW CONSTRUCTION PILE CAPS LOADED IN COMPRESSION''''''" Nominal Com ression Strength (kips) Catalog 2500 psi Concreteu 3000 psi Concrete 4000 psi Concrete Pile Model Number Finn Soil Soft Soil Firm Soil Soft Soil .Finn Soil Soft Soil Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed I Pinned I Fixed Pinned Fixed C1500458G SS5 54.4 60.0 13.6 26.6 54.4 62.3 13.6 26.6 54A 66.9 13.6 26.6 C1500459G SS175 100 100 25.8 50.5 100 100 25.8 50.5 100 100 25.8 50.5 C1500465G SS5 54.4 60.0 13.6 26.6 54.4 62.3 13.6 26.6 54.4 66.9 13.6 26.6 C1500467G SS175 100 100 25.8 50.5 100 100 25.8 50.5 100 100 25.8 50.5 C1500781 RS2875.276 C1500781G RS2875.276 71.5 71.5 55.2 71.5 80.1 80.1 55.2 73.9 86.3 92.9 55.2 73.9 C1500797 RS2875.276 C1500797G RS2875.276 C1501356 RS3500 C1501356G RS3500 100100 90.7 100 100 100 90.7 100 100 100 90.7 100 C1501357 RS3500 C1501357G RS3500 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN, 1lbf-ft = 1.356 N -m; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 'Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. 'Capacities apply to the specific pile cap and pile models listed. `rhe fixed end condition requires that the foundation itself be fixed and that pile and pile cap be embedded in the foundation with adequate concrete cover and reinforcing to resist 56.4 kip -in, 116 kip -in, 138.3 kip -in or 138.3 kip -in nominal bending moment for SS5, SS175, RS3500 and RS3500/SS175 combo pile models, respectively. The center of shaft must be at least 6 -in away from the end/comer of the concrete footing. "See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. "Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. ESR -2794 I Most Widely Accepted and Trusted Page 26 of 29 TABLE 14-LRFD DESIGN STRENGTHS OF NEW CONSTRUCTION PILE CAPS LOADED IN COMPRESSION'"As LRFD Desi n Com ression Strength(kips) Catalog Pile Model 2500 psi Concrete 3000 psi Concrete 4000 psi Concrete Number Firm Soil I Soft Soil Finn Soil Soft Soil Finn Soil Soft Soil Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed C150045BG SSS 48.9 50.6 12.2 24.0 48.9 52.0 12.2 24.0 48.9 54.7 12.2 24.0 C1500459G SS175 79.2 79.2 23.2 45.4 90 90 23.2 45.4 90 90 23.2 45.4 C1500465G SS5 48.9 50.6 12.2 24.0 48.9 52.0 12.2 24.0 48.9 54.7 12.2 24.0 C1500467G SS175 79.2 79.2 23.2 45.4 90 90 23.2 45.4 90 90 23.2 45.4 C1500781 RS2875.276 C1500781G RS2875.276 58.9 58.9 49.7 58.9 65.0 65.0 49.7 65.0 76.3 76.3 49.7 66.5 C1600797 RS2875.276 C1500797G RS2875.276 C1501356 RS3500 5350 0 C1501356GRRS 90 90 81.6 90 90 90 81.6 90 90 90 81.6 90 C1501357 3500 C1501357G RS3500 For SI: 1 inch = 25.4 mm, 1 kip =.4.448 kN, 1lbf-ft = 1.356 N -m; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and fine soil. Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. 'Capacities apply to the specific pile cap and pile models listed. "The fixed end condition requires that the foundation itself be fixed and that pile and pile cap be embedded in the foundation with adequate concrete cover and reinforcing to resist 56.4 kip -in, 116 kip -in, 138.3 kip -in or 138.3 kip -in nominal bending moment for SS5, SS175, RS3500 and RS3500/SS175 combo pile models, respectively. The center of shaft must be at least 6 -in away from the end/comer of the concrete footing. 'See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. 6Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 15 -ASD ALLOWABLE STRENGTHS OF NEW CONSTRUCTION PILE CAPS LOADED IN COMPRESSION""A's ASD Allowable Compression Stren th (kips) Catalog Pile Model 2500 psi Concreteo 3000 psi Concrete 4000 psi Concrete Number Finn Soil Soft Soil Firm Soil Soft Soil Firtn Soil Soft Soil Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed Pinned Fixed C1500458G SS5 32.6 33.7 8.1 16.0 32.6 34.6 8.1 16.0 32.6 36.4 8.1 16.0 C1500459G SS175 52.7 52.7 15.4 30.2 60.0 60.0 15.4 30.2 60.0 60.0 15.4 30.2 C1600465G SSS 32.6 33.7 8.1 16.0 32.6 34.6 8.1 16.0 32.6 36.4 8.1 16.0 C1500467G SS175 52.7 52.7 15.4 30.2 60.0 60.0 15A 30.2 60.0 60.0 15.4 30.2 C1500781 RS2875.276 C1600781G RS2875.276 37.6 37.6 33.0 37.6 41.8 41.8 33.0 41.8 49.5 49.5 33.0 44.3 C1500797 RS2875.276 C1500797G RS2875.276 C1501356 RS3500 C1501356G RS3500 60 60 54.3 60 60 60 54.3 60 60 60 54.3 60 C1501357 RS3500 C1501357G RS3500 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN, 1 Ibf-ft = 1.356 N -m; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. Strength ratings include an allowance for corrosion over a 50 -year service life and presume the supported structure is braced in accordance with IBC Section 1810.2.2. 'Capacities apply to the specific pile cap and pile models listed. °The fixed end condition requires that the foundation itself be fixed and that pile and pile cap be embedded in the foundation with adequate concrete cover and reinforcing to resist 56.4 kip -in, 116 kip -in, 138.3 kip -in or 136.3 kip -in nominal bending moment for SS5, SS175, RS3500 and RS3500/SS175 combo pile models, respectively. The center of shaft must be at least 6 -in away from the end/comer of the concrete footing. 6See Section 4.1.2 of this report for applicable limit states that must be evaluated by a registered design professional. sRefer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.11. ESR -2794 I Most Widely Accepted and Trusted Page 27 of 29 TABLE 16 -NOMINAL, LRFD DESIGN AND ASD ALLOWABLE STRENGTHS OF NEW CONSTRUCTION PILE CAPS LOADED IN TENSION' .2.3.4 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 2Strength ratings include an allowance for corrosion over a 50 -year service fife. 3Capacities apply to the specific pile cap and pile models listed. - - °See Sections 4.1.2 and 5.7 of this report for applicable limit states that must be evaluated by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].' TABLE 17 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 2500 PSI CONCRETE ON FIRM SOIL AT ALLOWABLE LOAD LEVELS''''' Bracket Catalog Number Nominal, LRFD Design and ASD Allowable Strengths in Tension (kips) Catalog Pile 2500 psi Concrete 3000 psi Concrete 4000 psi Concrete Nom Design Allow Nom Design Allow Nom Design Allow Number Model C1500121 Strength Strength Strength Strength Strength Strength Strength Slren th Strength C1500466G SS5 56.2 42.1 28.1 56.2 42.1 28.1 56.2 42.1 28.1 C1500467G SS175 78.9 59.2 39.5 78.9 59.2 39.5 78.9 59.2 39.5 C1500797 RS2875. C2788012 RS2875.276 9.3 23.2 0.94 4.8 4.0 12.5 6.5 276 95.0 70.4 47.5 95.0 71.3 47.5 95.0 71.3 47.5 C150079TG RS2875. 276 RS3500 17.6 45.1 1.46 5.8 4.12 20.3 9.00 C1500738 C1501357 RS3500 100 76.9 51.9 100 77.9 51.9 100 77.9 51.9 C1501357G RS3500 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of fixed condition, pinned condition, soft soil and firm soil. 2Strength ratings include an allowance for corrosion over a 50 -year service fife. 3Capacities apply to the specific pile cap and pile models listed. - - °See Sections 4.1.2 and 5.7 of this report for applicable limit states that must be evaluated by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1].' TABLE 17 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 2500 PSI CONCRETE ON FIRM SOIL AT ALLOWABLE LOAD LEVELS''''' Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Fomes Applied by Brackets to Foundations (kips) & their Positions (in) see Figure 9) Q L TB Ht P (kips) (in) (kips) (in) (kips) H2 (in) C1500121 C1500486 SS5 8.7 21.7 0.89 4.0 4.00 11.2 6.50 C1500121 C1500487 SS5 9.3 30.9 0.96 4.9 4.00 12.6 6.50 C1500299 C1500488 SS175 9.3 34.7 0.96 4.9 4.00 12.6 6.50 C1500147 C1500474 S8175 17.6 54.4 1.46 5.8 4.12 20.3 9.00 C1500121 C2788012 RS2875.276 9.3 23.2 0.94 4.8 4.0 12.5 6.5 C1500121 C2788011 RS2875.276 9.3 33.0 0.96 4.9 4.0 12.6 6.5 C1500147 C1500475 RS3500 17.6 45.1 1.46 5.8 4.12 20.3 9.00 C1500738 Incl w/ Brkt SS5 4.0 47.5 2.49 0.00 5.00 3.8 6.63 C1500840 Incl w/ Brkt RS2875.276 5.8 51.0 1.75 0.0 5.0 5.6 6.63 C1500841 Incl w/ Brkt RS3500 10.1 60.0 2.90 0.0 5.00 9.8 6.63 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of soft soil and firth soil. 'Design assumption described in Figure 9 must be verified by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 18 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 3000 PSI CONCRETE ON FIRM SOIL AT ALLOWABLE LOAD LEVELS''''' Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Forces Applied by Brackets to Foundations (kips) & their Positions (in) (see Figure 9) Q L TB H1 P (kips) (in) (kips) (in) (kips) H2 (in) C1500121 C1500486 SS5 8.7 21.7 0.74 2.7 4.00 9.9 6.50 C1500121 C1500487 SS5 10.8 34.2 0.93 5.4 4.00 14.3 6.50 C1500299 C1500488 SS175 10.8 39.3 0.93 5.4 4.00 14.3 6.50 C1500147 C1500474 SS175 20.6 54.4 1.42 6.3 4.12 23.3 9.00 C1600121 C2788012 RS2875.276 9.3 23.2 0.78 3.4 4.0 11.0 6.5 C1500121 C2788011 RS2875.276 10.8 36.6 0.92 5.4 4.0 14.3 6.5 C1500147 C1600476 RS3500 20.5 51.3 1.42 6.3 4.12 23.2 9.00 C1500738 Incl w/ Brkt SS54.0 47.5 2.49 0.0 5.00 3.8 6.63 C1500840 Incl w/ Brkt RS2875.276 2.7 51.0 2.24 0.0 5.0 2.5 6.63 C15008 11 Incl w/ Brkt RS3500 12.9 71.2 2.86 0.0 5.00 12.6 8.63 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of soft soil and fine soil. Design assumption described in Figure 9 must be verged by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. ESR -2794 I Most Widely Accepted and Trusted Page 28 of 29 TABLE 19 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 4000 PSI CONCRETE ON FIRM SOIL AT ALLOWABLE LOAD LEVELS''.' Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Forces Applied by Brackets to Foundations (kips) & their Positions (in) (see Figure 9) Q L TB H1 P (kips) (in) (kips) (in) (kips) H2 (in) C1500121 01500486 SS5 8.7 21.7 0.56 1.1 4.00 8.3 6.50 C1500121 C1500487 SS5 13.7 39.4 0.88 6.2 4.00 17.5 6.50 C1500299 C1500488 SS175 13.7 47.9 0.88 6.2 4.00 17.5 6.50 C1600147 C1500474 SS175 24.0 60.0 1.24 5.2 4.12 25.0 9.00 C1500121 I C2788012 I R82875.276 1 9.3 23.2 0.60 1.5 4.0 9.2 6.5 C1500121 C2788011 RS2875.276 13.7 36.6 0.88 6.2 4.0 17.5 6.5 C1500147 C1500475 RS3500 20.5 11.06 1.46 2.50 4.12 19.5 9.0. C1500738 Incl w/ Brkt SS5 4.0 47.5 2.49 0.0 5.00 3.8 6.63 C1500840 Incl w/ Brkt RS2875.276 0.0 51.0 1.75 0.0 5.0 0.0 6.63 C1500841 Incl w/ Brkt RS3500 6.7 71.2 2.27 0.0 5.00 6.5 6.63 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 IN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of soft soil and firm soil. Design assumption described in Figure 9 must be verified by a registered design professional. "Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 20 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 2500 PSI CONCRETE ON SOFT SOIL AT ALLOWABLE LOAD LEVELS"" Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Forces Applied by Brackets to Foundations (kips) & their Positions (in) (see Figure 9) Q L TB H1 P (kips) (in) (kips) (in) (kips) H2 (in) C1500121 C1500486 SS5 6.4 16.0 0.66 1.4 2.69 6.7 6.50 C1500121 C1500487 SS5 6.4 16.0 0.66 1.4 2.69 6.7 6.50 C1500299 C1500488 SS175 9.3 27.7 0.96 4.9 2.69 12.6 6.50 C1500147 C1500474 SS175 12.1 30.2 1.00 1.1 4.12 11.1 9.00 C1500121 I C2788012 RS2875.276 1 9.3 23.2 0.94 4.8 4.0 12.5 6.5 C1500121 C2788011 RS2875.276 9.3 30.8 0.96 4.9 4.0 12.6 6.5 C1500147 C1600475 RS3500 17.6 45.1 1.46 5.8 4.12 20.3 9.00 C1500738 Incl w/ Brkt SS5 0.1 15.5 1.75 0.0 5.0 1 0.0 6.63 C1500840 Incl w/ Brkt RS2875.276 3.2 42.0 2.26 0.0 5.0 3.1 6.63 C1500841 Incl w/ Brkt RS3500 11.1 60.0 2.90 0.0 5.00 11.0 6.63 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN, 11bf-ft = 1.356 N -m; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of soft soil and firm soil. 'Design assumption described in Figure 9 must be verified by a registered design professional. 'Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 21 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 3000 PSI CONCRETE ON SOFT SOIL AT ALLOWABLE LOAD LEVELS''''' Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Fomes Applied by Brackets to Foundations (kips) & their Positions (in) (see Figure 9) Q L TB H1 P (kips) (in) (kips) (in) (kips) H2 (in) C1500121 C1500486 SS5 6.4 16.0 0.55 0.7 2.69 6.0 6.50 C1500121 C1500487 SS5 6.4 16.0 0.55 0.7 2.69 6.0 6.50 C1600299 C1500488 SS175 10.8 27.7 0.93 5.4 2.69 14.3 6.50 C1500147 C1500474 SS175 12.1 30.2 0.83 0.1 4.12 10.1 9.00 C1500121 C2788012 RS2875.276 9.3 23.2 .78 3.4 4.0 11.0 6.5 C1500121 C2788011 R52875.276 10.8 32.5 0.92 5.4 4.0 14.3 6.5 C1500147 C1500475 R83500 20.5 51.3 1.42 6.3 4.12 23.2 9.00 C1500738 Incl w/ Brkt SS5 0.1 15.5 1.75 0.0 5.00 0.0 6.63 C1500840 Incl w/ Brkt RS2875.276 1.0 42.00.0 5.0 1.0 6.63 C1500841 Incl w/ Brkt RS3500 10.0 62.8 2.66 0.0 5.00 9.9 6.63 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN; 1 psi=6.9 kPa. 'Refer to Section 4.1.3 of this report for descriptions of soft soil and firm soil. 'Design assumption described in Figure 9 must be verified by a registered design professional. 3Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. ESR -2794 I Most Widely Accepted and Trusted Page 29 of 29 TABLE 22 -FORCES APPLIED BY REMEDIAL REPAIR BRACKETS TO FOUNDATIONS OF 4000 PSI CONCRETE ON SOFT SOIL AT ALLOWABLE LOAD LEVELS'" Bracket Catalog Number T -Pipe Catalog Number Pile Model F (kips) Fomes Applied by Brackets to Foundations (kips) & their Positions (in) (see Figure 9) Q L TB H1 P (kips) (In) (kips) (in) (kips) H2 (In) 61500121 C1500486 SS5 6.3 16.0 0.41 0.0 2.69 5.2 6.50 C1500121 C1500487 SS5 6.3 16.0 0.41 0.0 2.69 5.2 6.50 C1500299 C1500488 SS175 12.1 30.2 0.78 4.2 2.69 14.2 6.50 C1500147 C1500474 SS175 11.4 30.2 0.63 0.0 4.12 9.3 9.00 C1500121 C2788012 RS2875.276 9.3 23.2 0.60 1.5 4.0 9.2 6.5 C1500121 C2788011 RS2875.276 13.2 34.3 0.84 5.5 4.0 16.4 1 6.5 C1500147 C1500475 RS3500 20.5 51.3 1.06 2.5 4.12 19.5 9.00 C1500738 Incl w/ Brkt SS5 0.1 15.5 1.75 0.0 5.00 0.0 6.63 C1500840 Incl wl Brkt RS2875.276 0.0 42.0 1.75 0.0 5.0 0.0 6.63 C1500841 Inct wl Brkt RS3500 10.0 62.8 2.66 0.0 5.00 1 9.9 6.63 For Sl: 1 Inch = 25.4 mm, 1 kip .= 4.448 kN; 1,ps1=6.9 kPa 'Refer to Section 4.1.3 of this report for descriptions of soft soil and firm soil. Design assumption described in Figure 9 must be verified by a registered design professional. 3Refer to the specified compressive strength of concrete at 28 days [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. - TABLE 23 -ALLOWABLE LATERAL SOIL CAPACITY1'3'3 Pile Model Allowable Lateral Capacity (lb) Minimum Installation Depth (ft) RS2875.276 1041 14.5 RS3500 1824 15 SS175/RS3500 Combo 1988 16 For SI: 1 inch = 25.4 mm, 1 kip = 4.448 kN. 'Installation must be in accordance with Sections 4.1.5 and 4.2 of this report. 'Installation is limited to piles in very stiff clay with a minimum SPT of 26 (See Section 4.1.5) and to piles are used with new construction brackets. Minimum concrete edge distance to bracket plate must be 4 inches. 'For soil conditions other than very stiff clay, the lateral capacity of the pile must be determined by a registered design professional. LEGACY REPORT ER - Reissued November 1,, 200 2007 ICCEvaluation Service, Inc. BuslnesslRegionalOffice m5360Workman Mill Road, Whirler,Calbinia90601n(562)699-0543 Regional Office . 900 Montclair Road, Suite A, Birmingham, Alabama 35213 n (205) 599-9800 WWW.ICC-eS.Ora Regional Officer. 4051 West Flossmcor Road, Country Club Hills, Illinois 60478•(708) 7994305 Legacy report on the 1997 Uniform Building Code TM DIVISION: 02—SITE CONSTRUCTION Section: 02465—Bored Piles HELICAL PIER® FOUNDATION SYSTEMS HUBBELL CORPORATION/A. B. CHANCE CO. 210 NORTH ALLEN STREET CENTRALIA, MISSOURI 65240 1.0 SUBJECT HELICAL PIER® Foundation Systems. 2.0 DESCRIPTION 2.1 General: The Hubbell Corporation/A, B. Chance Co. HELICAL PIER® Foundation System is used to underpin foundations of existing structures, and is used for deep foundations of new structures. The system consists of foundation repair brackets and foundation anchors. The foundation brackets are used to connect the foundation of the structure to the foundation anchor. 2.1.1 HELICAL PIER® Foundation Anchor Components: The steel anchor components consist of one or more circular steel helix plates welded to a central steel shaft. The depth of the embedment of foundation anchors into the soil can be extended by adding one or more steel shaft extensions, coupled together to form one long continuous pier. Extensions can be with or without steel helix plates attached. Each steel helix plate is 3/a inch (10 mm) thick and has an outer diameter of from 6 to 14 inches (152 to 356 mm), and an inner annulus either 0, or 13/4 inches (38 or 44.5 mm) square. Each plate isformed with all radial sections normal to the central longitudinal axis, t 3 degrees. The helix pitch is 3 inches (76 mm). The central steel shaft of lead sections and extension sections is a round cornered square (RCS) solid steel bar. RCS bas are either 03 or 13/4 inches (38 or 44.5 mm) square. Each lead section of a foundation anchor has provisions at the top to,, a connection to an extension, and has an earth - penetrating pilot at the bottom. Each extension has provisions for a coupler at one end and a connection at the other. The coupler is an integrally forged socket that slips over an RCS shaft of the same size. Each socket has a transverse hole so that lead sections and extensions can be connected using a bolt and nut. For all foundation anchor leads and extensions, helix plates are welded to their respective shafts. Nominal spacing between helix plates is not less than three times the diameter of the lower helix. For example, a foundation anchor lead with an 8-, 10- and 12 -inch -diameter (203, 254 and 305 mm) helix has a nominal 24 -inch space between the 8- and 10 -inch (203 and 254 mm) helix and a 30 -inch (762 mm) space between the 10- and 12 -inch (254 and 305 mm) helix. Figure 1 illustrates the foundation anchors. 2.1.2 Foundation Brackets: The foundation repair brackets used to address foundation settlement are Parts Nos. C150- 0121, C150-0298, C150-0299 and C150-0147. The brackets consist of upper and lower steel bracket bodies interconnected using two bolts. The bolts, described as "lifting" bolts, are '/3 inch (22 mm) in diameter for the Nos. C150-0121, C150-0298 and C150-0299 brackets and 1 inch (25 mm) in diameter for the No. C150-0147 bracket. The lower bracket body consists of steel sections shaped and welded together to form a seat for the foundation of the structure. The lower bracket body also has slots for attachment of the bracket to the concrete foundation. The upper bracket body is T-shaped, with the stem of the "T' being a steel pipe in which the shaft of the foundation anchor is inserted. Brackets No. C150-0121 and No. C150-0298 are used with foundation anchors having 1Y2 -inch (38 mm) square shafts. Bracket Nos. C150-0299 and 0150-0147 are used with foundation anchors having 13/, -inch (44.5 mm) square shafts. Figure 2 illustrates the brackets. Brackets No. C150-0121 and C150-0298 are used to address settlement of residential dwellings and light commercial buildings. Brackets No. C150-0299 and C150- 0147 are used to address settlement of large dwellings and commercial buildings. The light-duty underpinning bracket No. C150-0239 is used to address settlement of porches, patios and light concrete slabs. This bracket consists of a steel bracket body with a seat for the concrete slab and an anchor terminator containing a 1 -inch -diameter (25 mm) lifting bolt. The anchor terminator is a round steel pipe with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 7 and 8 illustrate the bracket. Slab repair bracket No. T150-0085 is used to address settlement of existing concrete slabs on grade. This bracket consists of a steel channel, an anchor terminator and a 1 - inch -diameter (25 mm) bolt. The anchor terminator is a square steel tube with a drilled and tapped steel cap on top, into which the foundation anchor shaft is inserted. Figures 3 and 5 illustrate the bracket. New -construction foundation bracket No. C150-0132 is used to support gravity loads. The bracket is used with steel - reinforced, poured -in-place concrete foundations. The bracket ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed" an endorsement ofthe subject ofthe report a, a recommendation far Its use. There is no warranty by ICC Evaluation Service, Inc., express, implled, as to anyfludbtg or other matter In this report, or as to any product covered by the report. 'bey„ �„N,✓ Copyright 0 2007 Page 1 of 8 Page 2 of 8 consists of a '/2 -inch -thick (13 mm) rectangular steel plate welded to 2'/2 -inch -diameter (63.5 mm) steel tubing. Figures 4 and 6 illustrate the bracket. 2.2 Material Specifications: 2.2.1 Helix Plates: Material specifications for the helix plates are noted in Tables 1 and 2. The plates have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.2 Anchor Shafts (Lead Sections and Extensions): The 1'/z and V/4 -inch (38 and 44.5 mm) square RCS shafts conform either to ASTM A29 and AISI 1044, having minimum yield and tensile strengths of 70 and 100 ksi (483 and 689 MPa), respectively, or to AISI 1530, having minimum yield and tensile strengths of 95 and 120 ksi (655 and 827 MPa), respectively. Anchor shafts have a Class B-1, hot -dipped galvanized coating complying with ASTM A 153. 2.2.3 Foundation Brackets: 2.2.3.1 Bracket Body: The brackets are formed from 5/,s, '/B or'/z inch -thick (6.4, 7.9, 10 or 13 mm) steel that meets or exceeds the requirements of ASTM A 36, and have a hot -dipped galvanized coating conforming to Class B-1 of ASTM A 153. 2.2.3.2 Pipe Assembly: The pipe in the upper bracket body of the C150-0121, C150-0298 and C150-0299 foundation repair brackets is cold -formed, welded, and seamless carbon steel structural tubing. Complying with ASTM A 500 Grade B, the steel tube has minimum yield and tensile strengths of 42 and 58 ksi (290 and 400 MPa), respectively. The pipe in the upper bracket body of the C150-0147 foundation repair bracket is hot -rolled, electrical -resistance -welded, round steel tubing. Complying with ASTM A 512 or A 513 Grade 1020, the steel tube has minimum yield and tensile strengths of 50 and 62 ksi (345 and 427 MPa), respectively. All pipe assemblies have a Class B-1, hot -dipped, galvanized coating complying with ASTM A 153. 2.2.4 Bolts: 2.2.4.1 Steel Foundation Anchor: The sizes and types of bolts connecting the steel foundation anchor extensions to lead sections or another extension are described in Table 2. All bolts are hot -dipped galvanized steel. 2.2.4.2 Foundation Brackets: 2.2.4.2.1 Lifting Bolts: The lifting bolts for the No. C150- 0121, C150-0298 and C150-0299 foundation brackets have a7/, -Inch (22 mm) diameter and complywith SAE J429 Grade 5. The lifting bolt for the No. C150-0147 foundation bracket has a diameter of 1 inch (25 mm) and complies with SAE J429 Grade 5. 2.2.4.2.2 Cross Bolts: Cross bolts for the No. C150-0121, C150-0298 and C150-0299 foundation brackets have a diameter of inch (16 mm) and comply with SAE J429 Grade 5. The cross bolt for the No. C150-0147 foundation bracket has a 7/a inch (22 mm) diameter and complies with SAE J429 Grade 5. 2.2.4.2.3 Concrete Anchor Bolts: Anchor bolts shall be s/e inch (15.9 mm) in diameter for all foundation brackets. Concrete anchor bolts are designed for each project. 2.2.4.3 Light-duty Underpinning Bracket: The bolt for the light-duty underpinning bracket is a 1 -inch -diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.4 Slab Repair Bracket: The bolt for the slab repair bracket is a 1 -inch -diameter (25 mm) bolt complying with SAE J429 Grade 5. 2.2.4.5 New -construction Foundation Bracket: The bolt used to connect the new -construction foundation bracket to the foundation anchor is a '/4 inch -diameter (19.1 mm) bolt complying with SAE J429 Grade 5 for 11/2 -Inch (38 mm) RCS ER -5110 shafts, and a 7/, -Inch -diameter (22 mm) bolt complying with ASTM A 193 Grade B7 for 13/; inch (44.5 mm) RCS shafts. 2.3 Design: 2.3.1 General: Structural calculations must be submitted to the building official for each building, and must be based on accepted engineering principles. The design method is the Load and Resistance Factor Design Specification in Chapter 22, Division 11, of the code. The design strengths of individual lead sections and extension sections are noted in Tables 1 and 2. Factored nominal loads must not exceed the design strengths. The nominal loads must be factored in accordance with Section A4 of the specification. The actual capacity of the HELICAL PIER® Foundation System depends upon the analysis of the interaction of the helix plates and the soil, and may be less than the maximum design strengths noted in this report. Column buckling of foundation anchors due to compression loads, and combined flexural and compressive stresses of foundation anchors used with foundation repair brackets, shall be included in the analysis if this is deemed necessary by the building official or structural designer. Construction in Seismic Zones 3 and 4 requires compliance with Section 1809.5.1 of the code. A soil investigation report is necessary and must include consideration of: 1. Soil properties, including those affecting design. 2. Allowable soil bearing pressure. 3. Suitability for use in seismically active areas. 4. Information on ground -water table, frost depth and corrosion. 2.3.2 Connection to Building Structure: Downward -acting design strengths associated with each foundation repair bracket are as follows: C150-0121 — 20 kips (89 kN); C150- 0298, C150-0299 and C150-0147-40 kips (178 kN); C150- 0239 - 5 kips (22.2 kN); C150-0132 — 15 kips (66.7 kN). The downward -acting design strength is 5 kips (22.2 kN) for the T150-0085 slab repair bracket. Factored design loads must not exceed the design strengths for the brackets. The concrete foundation and slab must be designed and justified to the satisfaction of the building official for concentrated loads due to the foundation and slab repair brackets. Bearing areas not exceeding 28, 34.5, 11.4, and 28 square inches (18,064, 22,258, 7,355, 18,064 and 18,064 mm') shall be used to calculate the concrete bearing stress at the seat of the C150-0121, C150- 0147, C150-0239, C150-0298 and C150-0299 foundation brackets, respectively. In addition, if deemed necessary by the building official, the effects of reduced lateral sliding resistance due to uplift from wind or seismic loads shall be considered for each project utilizing the C150.0121, C150- 0147, C150-0298 and C150-0299 foundation repair brackets. 2.3.3 Protection of Pier and Bracket Materials: Protection of the pier and bracket materials must comply with Section 1807.9 of the UBC. 2.4 Installation: 2.4.1 General: The HELICAL PIER® Foundation System is installed by A. B. Chance Co. certified installers, trained to install the A. B. Chance Co. HELICAL PIER® Foundation System. 2.4.1.1 Foundation Anchors: The foundation anchors are. installed using rotary motors having forward and reverse capabilities. The foundation anchors must be positioned and angled as specified in the approved plans. Foundation anchors to be attached to the structure with the C150-0121, C150-0147, C150-0298 and C150-0299 foundation repair brackets are installed at an angle of 3 to 5 degrees from vertical. Foundation anchors attached to structures by means of the No. C150-0239 light-duty underpinning bracket, the No. T150-0085 slab repair bracket or the No. C150-0132 new- Page 3 of 8 construction foundation bracket, are installed vertically plumb. The foundation anchors are installed in a smooth, continuous manner, with the rate of rotation being within the range of 5 to 20 revolutions per minute. Extensions are connected to the foundation anchor using the bolts specified in Table 2. Coupling bolts must be tightened firmly with a wrench. The foundation anchors are installed to the minimum depth shown on the plans, but with the top helix not less than 5 feet (1524 mm) below the bottom of the foundation. 2.4.1.2 C150-0121,C150-0147,C150.0298and C150.0299 Foundation Repair Brackets: The T-shaped upper bracket body is slid over the end of the extension of the installed foundation anchor. The lower bracket body is attached to the concrete foundation by means of a concrete anchor complying with the code or a current evaluation report. The lower bracket body is attached to the upper bracket body using the lifting bolts. A jack placed on top of the T-shaped section of the bracket, with a jacking tool on top of the jack and connected to the lifting bolts, is used to lift the lower bracket body as it pushes down on the upper bracket body. The nuts on the bolts are tightened and the jack is removed. 2.4.1.3 Slab Repair Bracket: The slab repair bracket is installed on top of a foundation anchorthat has been installed through a 6 -inch -diameter (152 mm) hole core -drilled through the concrete slab. The top of the foundation anchor shall be 1 inch (25 mm) below the slab. Prior to installing the foundation anchor, a 1 -foot -deep (304.8 mm) pocket is excavated in the subgrade beneath the hole in the slab. The slab repair bracket tube is placed over the foundation anchor shaft. The slab repair bracket channel is placed on top of the bracket tube. The leveling bolt is threaded into the channel and tube, positioning the bracket so that each end of the channel is in contact with at least 4square inches (2580 mm') of the slab. The maximum torque on the bolt is 150 ft: Ibs. (203 N - m). See Figure 5 for typical installation details. 2.4.1.4 New -construction Foundation Bracket: The end of the shaft of the installed foundation anchor is cutoff, or the pier is installed until the shaft top is a minimum of 3 inches (76 mm) above the foundation subgrade or at a level where the bracket will support an upper layer of steel reinforcing bars in the concrete foundation. The new -construction foundation bracket is placed over, and seated on the top of, the foundation anchor shaft. The steel reinforcing bars of the foundation are placed in direct contact with the top of the bracket. If required, the bracket is connected to the foundation anchor shaftwith a %--inch-diameter (19 mm) bolt installed through a '3/,e inch -diameter (20.6 mm) hole predrilled in 1'/z inch (38 mm) RCS foundation anchor shafts, or a'/, -inch -diameter (22 mm) bolt installed through a 1 -inch - diameter (25 mm) hole predrilled in 13/4 inch (44.5 mm) RCS foundation anchor shafts. See Figure 6. 2.4.1.5 Light-duty Underpinning Bracket: The end of the shaft of the installed foundation anchor is cut off or the foundation anchoris installed until the shafttop is a minimum of 1 inch (25 mm) below the bottom of the slab. The bolt guide is placed on top of the foundation anchor shaft and the pipe of the bracket is slipped over the shaft. The bracket is attached to the concrete slab by means of concrete anchors installed in accordance with the evaluation report on the anchor. The lifting bolt is threaded into the pipe cap so that its base engages the bolt guide inside the pipe. The maximum torque on the bolt is 200 ft: Ibs. (27.1 N • m). See Figure 8 for installation details. 2.4.2 Special Inspection: Special inspection in accordance with Section 1701 of the code shall be provided for the installation of the foundation anchors and foundation brackets. Items to be confirmed by the special inspector shall include, but not be limited to, the manufacturer's certification of installers, the installation torque and depth of the ER -5110 foundation anchors and compliance of the installation with the approved construction documents and this evaluation report. In lieu of continuous special inspection, periodic special inspection in accordance with Section 1701.6.2 of the code is permitted provided that installers are certified by the manufacturer and structural observations in accordance with Section 1702 are provided. Periodic inspections shall be performed in accordance with the following schedule, subject to the building official's approval: 1. Before the start of work—Verify manufacturer, verify. installer's certification by the manufacturer, and confirm pier and bracket configuration compliance with construction documents and this evaluation report. 2. Installation of first helical steel pier—Verify that location, installation torque, and depth of helical steel piers comply with construction documents. Verify that installers keep an installation log. 3. First connection to building structure—Verify that installation of foundation repair brackets or new construction brackets complies with construction documents and this evaluation report. 4. End of work—Verify that installation log complies with requirements specified in the construction documents; verify that installation of all structural connections complies with construction documents and this evaluation report. 2.5 Identification: Foundation anchors have the word "CHANCE" stamped on the top of the helix. The foundation anchors are also identified by a tag or label bearing the name and address of A. B. Chance Co., the catalog number, the product description, the evaluation report number (ER -5110), and the name of the inspection agency (RADCO). The brackets are identified by labels bearing the catalog number and product description. In addition, the letter "C" is stamped on the No. C150-0121, No. C150-0298, No. C150-0299 and No. C150-0147 brackets. 3.0 EVIDENCE SUBMITTED Material specifications, installation instructions, load tests and a quality control manual. 4.0 FINDINGS That the HELICAL PIER® Foundation Systems described in this report comply with the 1997 Uniform Building Codem, subject to the following conditions: 4.1 The foundation anchors are manufactured at the A. B. Chance Co. facility located at 210 North Allen Street, in Centralia, Missouri, under quality control program with inspections by RADCO (AA -650). 4.2 The foundation anchors are manufactured, identified and installed in accordance with this report. 4.3 Special inspection is provided in accordance with Section 2.4.2 of this report. 4.4 Engineering calculations and drawings, in accordance with recognized engineering principles and design parameters, are provided to the building official. 4.5 A soil Investigation must be provided for each project site in accordance with Section 2.3.1 of this report. 4.6 The applied factored loads must not exceed the design strength loads in Section 2.3 of this report. This report is subject to re-examination in one year. Page 4 of 8 TABLE 1—DESCRIPTION AND DESIGN STRENGTHS OF LEAD SECTIONS ER -5110 ITEM NUMBER CATALOG NUMBER A (feet) B (inches) DIMENSIONSt C (inches) D (Inches) E (Inches) F (Inch) MESGNM STRENGTH (kips) HELIX PLATE MATERIAL SPECIFICATION SHAFT TYPE 1 C150-0002 5 11/2 8 5/16 20 ASTM A 572 or A 935 Grade 50 F =50 ksi W = 65 ksi 2 C150-0001 7 11/2 8 — — 5/16 20 3 C150-0058 511/2 10 — — 5/16 20 4 C150-0003 7 11/2 10 — — 5/16 20 5 C150-0242 5 11/2 12 — — 5/16 20 6 C150-0004 7 11/2 12 5/16 20 7 C150-0243 5 11/2 14 5/16 16 ASTM A 656 or A 936 Grade 80 F = 80 ksi F = 65 ksi 8 C150-0005 7 11/2 14 5/16 16 9 C150-0086 3 11/2 6 6 — 1/4 27.5 ASTM A 572 or A 935 Grade 50 F = 50 ksi F�=65 ksi RCS2 Solid Steel Bar 10 CISO-0244 3 11/2 6 8 — 1/4 27.5 11 C150-0030 7 11/2 6 8 —1/4 27.5 12 C150-0160 3 11/2 8 10 — 1/4 27.5 13 C150-0006 7 11/28 10 — I/4 27.5 14 C150-0031 10/2 11/2 8 10 — 1/4 27.5 15 C150-0161 31/2 11/2 10 12 — 1/4 27.5 16 C150-0051 7 11/2 10 12 — 1/4 27.5 17 C150-0007 51/2 11/2 8 10 12 1/4 27.5 18 C150-0168 21/2 11/2 8 10 — 1/4 35 ASTM A 656 or A 936 Grade 80 F = 80 ksi = 90 ksi 19 C150-0169 5 11/2 8 10 12 1/4 35 20 C150-0163 7 11/2 10 12 14 1/4 35 21 C150-0010 51/2 13/4 8 5/16 25 22 C150-0011 51/2 13/4 10 — — 5/16 25 23 C150-0012 51/2 13/4 8 10 — 5/16 50 24 C150-0180 51/2 13/4 8 10 12 5/16 50 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 kip = 4.448 kN, 1 ksi = 6.895 MFa. 1For description of dimensions, see Figure 1. 2RCS = Round cornered square. Page 5 of 8 TABLE 2—DESCRIPTION AND DESIGN STRENGTH OF EXTENSIONS ER -5110 For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, I kip = 4.448 kN, 1 ksi — 6.895 We. IFor description of dimensions A through F, see Figure 1. 211olts connect extensions to lead sections or extensions. 3Design strength of helix is 20 kips. 4Design strength of helix is 16 kips. DIMENSIONS1 MAXIMUMCOUPLING DESIGN SOLTS2 HMATER ITEM NUMBER CATALOG NUMBER A (feet) S (Inches) C (Inches) F (inch) STRENGTH (kips) Quantity Slxe Type ALE SPECIFICATION 1 C150-0047 31/2 11/2 27.5 , 1 3/4 inch ASTM A 320 Grade L7 12 -inch helix: ASTM A 572 or A 935 Grade 50 F 50 ksi Fu = 65 ksi 14 -inch helix: ASTM A 656 and A 936 Grade 80 F = 80 ksi F,Y, = 90 ksi 2 C150-0008 5 11/2 — — 3 C150-0009 7 11/2 4 C150-0048 10 11/2 — — 53 C150-0159 5 142 12 1/4 64 C150-0166 31/2 11/2 14 1/4 74 C150-0167 5 142 14 4a 8 C150-0144 31/2 11/2 35 9 C150-0145 5 11/2 — — 10 C150-0146 7lI/2 — — 11 C150-0175 101/2 11/2 124 C150-0176 4 11/2 14 1/4 13 C150-0183 31/2 13/4 50 1 �/g inch ASTM A 193 Grade B7 14 C150-0013 5 13/4 — — 15 C150-0014 7 13/4 16 C150-0184 101/2 13/q 174 C150-0185 4 13/q 14 5/16 For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, I kip = 4.448 kN, 1 ksi — 6.895 We. IFor description of dimensions A through F, see Figure 1. 211olts connect extensions to lead sections or extensions. 3Design strength of helix is 20 kips. 4Design strength of helix is 16 kips. Page 6 of 8 TYP For SI: I inch = 25.4 mm. Fal ER -5110 FIGURE 1—HELICAL STEEL PIER C150-0147 FOR 1314" SHAFT FIGURE 2—FOUNDATION REPAIR BRACKETS C150-0121, C50-0298 AND C150-0299 Page 7 of 8 4" CHANNEL �/ 15" LONG For SI: I inch = 25.4 mm. T150-0085 :OR 11/2" SHAFT INCLUDES: kNNEL, BOLT, AND HOR TERMINATOR FIGURE 3 --SLAB REPAIR BRACKET CONCRETE SLAB -ON- LIFTING BOLT GRADE i LIFTING / CHANNEL SLAB REPAIR BRACKET HELICAL -�' STEEL PIER ER -5110 4" x 7 3/4" STEEL PLATE d 0 C150-0132 FOR 11/2" AND 13/4" SHAFTS For SI: I inch = 25.4 mm. FIGURE 4—NEW-CONSTRUCTION FOUNDATION BRACKET RE-INFORCING BARS I O CONCRETE FOUNDATION FIGURE 5—TYPICAL INSTALLATION OF SLAB REPAIR BRACKET FIGURE 6—TYPICAL INSTALLATION OF NEW-CONTRUCTION FOUNDATION BRACKET Page 8 of 8 For SI: 1 inch — 25.4 mm. 3150-0239 11/2° SHAFTS FIGURE 7—LIGHT-DUTY BRACKET CONCRETE ANCHOR SLAB BOLT ER -5110 LIFTING BOLT PIPE CAP 3OLT GUIDE HELICAL PIER FIGURE 8—TYPICAL INSTALLATION OF LIGHT-DUTY UNDERPINNING BRACKET