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Plans (21) , I 41"08, ' STARK ,�V 4001 Main Street, Suite 305 FOUNDATIONS OFFICE 1 Vancouver WA, 98663 P: 360.566.7343 STRUCTURAL CALCULATIONS PREPARED FOR RECEIVE!) RAMJACK WEST FOR JIJN 2 9 2017 FOUNDATION REPAIR CITY OF TIGARD 6620 SW VENTURA PLACE 'BUILDING DIVISION TIGARD, OR PROJECT NUMBER: 17.096.RAM DATE: JUNE 26, 2017 PROJECT MANAGER: DANIEL STARK, P.E. �,`c p PROFes j, 7 940PE 1 OREGON Ily�v"Y 13,2OOO�j� / C ELW EXP.: 06/30/18 CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE Approved: N/I OTC: I j Permit#: rnS'�"An 17 - 0 C)SSS Address: Gia.9.4.14sicv,�'., r S PJ Suite#: By: .-* Date: 6- a9 it .0„ STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 GEOLOGIC SETTING The existing residential home site is located northeast of downtown Tigard. The geologic structure in the area is comprised of silty loam and the site is relatively flat. It is our opinion that the settlement is a result of improper foundation drainage which has undermined the foundation. We believe that suitable support can be achieved by installing helical and/or push piers. SUMMARY The ultimate load requirement for the helical piers is 34,000 lbs, and based on the geologic setting, we expect the piers to achieve adequate capacity at approximately 15—25 feet. We recommend that the piers with a 2 7/8"shaft and 10"diameter helix plate be installed to a minimum depth of 10-ft and a minimum installation torque of 3,777 ft-lbs, or refusal. Please give our office a call if you have any questions or need further assistance. Regards, ,\C-t-ED PROFFs�i � 041NE 0 ;447 940PE / Daniel Stark, P.E. Z OREGON Stark Foundations, Inc. y 13 io° • a/VIELO EXP.: 08/30/18 Page 3 of 13 6.5ft • 7ft *6 29ft I 8 L4_,.. 1/2 1/2 Oti 1/2 112 114 1t4 \--- z 0 cf) m -.- s?.. 5i) = cm • m r- c\I Z m -1/4u 112 1194 Sq ft oz— ow -o c Fri > -1/4u 1/4 1 (...) o3 xi u) m 0 a4freA0 • V4 e * --, 0 — g • 10ft i - 10ft = • (4) ' m z m _ Lil. 1/4 Do> -3/4u — 6.5ft -1/4 I m I ! u) H 0-) -112 -1u u) --o = ..1. • 0> • 01\) -1 1/2 -3/4 0 * -1/2 16ft povve -1u 6620 SW Ventura PI Tigard f 1 1/4u -1 1/2u 4 -lir 8 20ft 1 Date: 26-)un-17 .. STARK �U Foundation Underpinning Designed by: NDS -(�LI(�J��y�"{ } 3 6020 SW Ventura Place L rt Tigard,Oregon a Job No.: 17.096.RAM Design Criteria Code(s): International Building Code(IBC)2012 ASCE 7-10 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft (IBC Table 1806.2) Third Floor= 15 psf Active Pressure= 60 psf/ft Second Floor= 15 psf First Floor= 50 psf(slab) Walls= 8 psf 8"Foundation Wall = 100 psf Live: Roof(snow) = 25 psf Third Floor= 40 psf Second Floor= 40 psf First Floor= 40 psf Wind: (not applicable) Exposure = C Risk Category = II Wind Speed,V= 120 mph Kn= 1.0 Gust Effect Factor,G = 0.85 Kd= 0.85 ternal Pressure Coefficient,GCp; = -0.18 K,= 0.98 External Pressure Coefficient,Cp= 0.8 Height, h,= 30 ft Design Wind Pressure: Design Load Combo= D+0.6W where: pw=q,(GCp-GC1,) w= 0.6 q,= 0.00256 K,Ka Kd V2 Therefore: qz= 30.7 psf Pw= 26.4 psf Factored Wind Pressure,p'w= 15.8 psf(say 16 psf) Page 5 of 13 Date: 26-Jun-17 SO,STARK u Foundation Underpinning Designed by: NDS r-x__11. N IL�TIC)N } 6020 SW Ventura Place et3 Tigard, Oregon Job No.: 17.096.RAM Push Pier Design-Worst Case Vertical Design Loads: Tributary Widths: Roof= 12 ft > 180 plf Third Floor= 0 ft > 0 plf Second Floor= 10 ft > 150 plf First Floor= 10 ft > 500 plf Walls = 16 ft > 128 plf Foundation Wall (height) = 3 ft > 300 plf FDL= 1258 plf Live: Roof(snow) = 12 ft > 300 plf Third Floor= 0 ft > 0 plf Second Floor= 10 ft > 400 plf First Floor= 16 ft > 400 plf ILL= 1100 plf Max Pier Trib Width = 8 ft Pier Working Loads: Pot= 10064 lbs 0.75*PLL= 6600 lbs Pn= 17000 lbs PTL = 17 kips Pier Design: Pier Type: Push Pler • Bracket: 4021.1 +acket Capacity = 31500 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation Mechanical Ratings of Brackets(Appendix A) Shaft Diameter: 2875 w Installation Pressure, P: Quit= 2 (PTL) Quit= Acy1(P) where Ary, = working area of the dual 34000 lbs bore installation cylinder Acyl = 16.27 in2 Therefore, Preq = Q.it/Acyi 2090 psi Therefore install to a minimim pressure of 1200 psi (or refusal) Page 6 of 13 STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98683 P 360.566.7343 C starkGUUarkJOtt can �DPROFFss/o 7 940PE / --.,✓ i f OREGON • C/41 G Qk LQ �Y 13.ZO W/ELW EXP.: 06/30/18 NOTE: SEE FLOOR LEVEL SURVEY FOR PLAN DIMENSIONS LEGEND ■ INDICATES PUSH PIER & 10K UNFACTORED DESIGN LOAD (KIPS). SEE DR 2 • FOUNDATION REPAIR PLAN 17K■ S'-0. 1•y e'-0' 17K7'-0' 14,7K1'-0' Page 7 of 13 *O. STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P'.360 566 7343 E'.sIad 3 0s[arktdrt cam . • BACKFILL —� (E) GRADE •• �l#11#11:41 =11#11=i11 11=11=11 M 2 - t • 4 • 'l FOOTING BEYOND STANDARD BRACKET CHIP OUT POCKET IN (E) FOOTING FLUSH WITH FDN WALL POCKET (RAMJACK P/N 4021) WIDTH TO MATCH BRACKET WIDTH 3 1/2'1 X 48' GUIDE SLEEVE (RAMJACK P/N 4107) 2 7/811 EXTENSIONS(5' OR 7') PROF (RAMJACK P/N 4225 OR 4227) A Sti FS,s+ C. ANGINES �0 2 7/8'1 STARTER (5' OR 7') 7 940PE ‘.4 r" (RAMJACK P/N 4235 OR 4237) •• ,I..4., — —11 OREGON O2 7/8"f PUSH PIER DETAIUM 3/11W-0' L��<r 13 20°k�Q It ELW EXP.: 06/30/18 Page 8 of 13 ICC EVALUATION SERVICE 3,.„m, i.„,„„„, Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-1854 Reissued February 2017 This report is subject to renewal February 2019. www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:31 00 00—EARTHWORK 3.1 General: Section:31 63 00—Bored Piles The Ram Jack® Foundation Systems consist of either REPORT HOLDER: helical piles or hydraulically driven steel pilings connected to brackets that are in contact and connected with the load- GREGORY ENTERPRISES,INC. •`a g .0 .a .`a ru•ur. 13655 COUNTY ROAD 1570 3.2 System Components: ADA,OKLAHOMA 74820 (580)332-9980 3.2.1 Helical Pile System—Lead Shafts with Helical www.ram iack.cam Plates and Extensions: The lead shafts consist of either stevetaramiack.com 27/9-or 3%-inch-outside-diameter(73 or 89 mm)steel pipe ha ing a -. ' al sh- 'ickle-, o 0.. 7 •r c 2 i h ADDITIONAL LISTEE: respectively. He ica-shap:• discs, welded to the pipe, advance the helical piles into the soil when the pile is RAM JACK MANUFACTURING,LLC rotated. The helical discs (plates) are 8, 10, 12 or 13655 COUNTY ROAD 1570 14 inches (203, 254, 305 or 356 mm)in diameter, and are ADA,OKLAHOMA 74820 cut from 3/8-inch- or 1/2-inch-thick (9.5 or 12.7 mm) steel plate. The helical plates are pressed, using a hydraulic EVALUATION SUBJECT: press and die, to achieve a 3-inch (76 mm) pitch, and are then shop-welded to the helical lead shaft. Figure 1 RAM JACK®HELICAL FOUNDATION&DRIVEN illustrates a typical helical pile. The extensions have shafts FOUNDATION SYSTEMS similar to the lead sections, except without the helical plates. The helical pile lead sections and extensions are 1.0 EVALUATION SCOPE connected together by using a threaded pin and box system that consists of an internal threaded box shop-welded into Compliance with the following codes: the trailing end of the helical lead or extension sections and an external threaded pin shop-welded into the leading end • 2015, 2012, 2009 and 2006 International Building Code of helical extension sections. Each extension consists of a (IBC) threaded pin and a box on opposing ends. Figure 2 illustrates the helical pin and box connections. The lead • 2013 Abu Dhabi International Building Code(ADIBC)t shafts and extensions are coated with a polyethylene tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections copolymer coating complying with the ICC ES Acceptance referenced in this report are the same sections in the ADIBC. Criteria for Corrosion Protection of Steel Foundation Systems Using Polymer (EAA) Coatings (AC228), and Properties evaluated: having a minimum coating thickness of 18 mils (0.46 mm) as described in the approved quality documentation. Structural and geotechnical 3.2.2 Hydraulically Driven Pile System—Pilings, 2.0 USES Connectors, Starter, and Guide Sleeve: The pilings Ram Jack® Foundation Systems include a helical pile consist of 27/a-inch-outside-diameter(73 mm)pipe having a system and a hydraulically driven steel piling system. The nominal shaft thickness of 0.217 inch, in either 3-, 5-or 7- helical pile system is used to transfer compressive,tension, foot-long (914, 1524, or 2134 mm) sections. Connectors and lateral loads from a new or existing structure to used to connect the pilings together are 12-inch-long soil bearing strata suitable for the applied loads. The (305 mm), 2'1a-inch-outside-diameter (60.3 mm) pipe hydraulically driven steel piling system is used to transfer having a nominal shaft thickness of 0.19 inch,shop crimped compressive loads from existing foundations to load-bearing and inserted in one end of the piling section so that soil strata that are adequate to support the downward- approximately 6 inches of the connector extends out of one applied compression loads. Brackets are used to transfer end of the piling section.During installation,the subsequent the loads from the building foundation to the helical pile piling section slides over the connector of the previous piling system or the hydraulically driven steel piling system. 3.0 DESCRIPTION section. Figure 3 illustrates a typical piling used in conjunction with a bracket. The starter consists of a ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed irn (010 as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC.express or implied,as to any finding or other matter in this report,or as to any product covered by the report. riE , Copyright©2017 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 14 Page 9 of 13 ESR-1854 I Most Widely Accepted and Trusted Page 2 of 14 27/8-inch-diameter (73 mm) steel pipe having a nominal diameter(89 mm) pile shaft has been installed through the shaft thickness of 0.217 inch, and a 23/8-inch-outside- external guide sleeve,the pile is cut approximately 6 inches diameter (60.3 mm) pipe having a nominal shaft thickness (152 mm) above the bracket. Two 1%-inch-diameter of 0.19-inch,which is shop crimped and inserted in one end (32 mm)all-thread bolts are installed into the matching hex of the piling section so that approximately 6 inches of the nuts which are shop-welded to each side of the bracket connector extends out of one end of the piling section. A sleeve. A 2%-inch-square-bar support strap is then placed 23/a-inch-diameter-by-1/8-inch-thick (3.2 mm by 60.3 mm) over the all-thread bolts and centered on top of the pile.The ASTM A36 steel soil plug is shop-welded inside the support strap is then attached to the bracket with two 27/8-inch (73 mm) starter section against the 23/8-inch 1%-inch(32 mm)hex nuts screwed down on the all-threads. (60.3 mm)connector. The starter section is jobsite-installed Figure 5 shows additional details. into the end of the initial piling and leads the piling in order 3.2.3.3 Support Bracket#4038.1: This bracket is similar to expand the soil away from the piling with a to the 4021.1 bracket but is designed for lighter loads and 31/2-inch-outside-diameter (89 mm) steel ring having a is only used with the helical pile system on existing nominal wall thickness of 0.254 inch, shop-welded to the structures to support axial compressive loads. The bracket starter section 1 inch (25.4 mm) from the bottom edge to is constructed of a 3/8-inch-thick (9.5 mm) steel plate bent reduce skin friction. Figure 4 illustrates a typical starter joint. to a 90-degree angle seat measuring 10 inches wide A steel pipe guide sleeve, shown in Figure 3, is used to (254 mm) by 9 inches (229 mm)long on the horizontal leg laterally strengthen the driven pile. The starter, guide and 7 inches(178 mm)long on the vertical leg.The seat is sleeve, and pilings are coated with polymer coating welded to a 31/2-inch-outside-diameter (89 mm) steel complying with AC228 and having a minimum coating bracket sleeve.The 27/8-inch-outside-diameter(73 mm)pile thickness of 18 mils (0.46 mm), as described in the is inserted through the bracket sleeve. Once the 27/8-inch- approved quality documentation. outside-diameter(73 mm)pile has been installed,the pile is 3.2.3 Brackets: Brackets are constructed from steel plate cut approximately 6 inches above the bracket. Two 1-inch- and steel pipe components, which are factory-welded diameter(25 mm) all-thread bolts are installed in matching together. The different brackets are described in Sections nuts which are factory-welded to each side of the bracket 3.2.3.1 through 3.2.3.7.All brackets are coated with polymer sleeve.A 3/4-inch-thick(19 mm)support strap is then placed coating complying with AC228 and having a minimum over the all-thread bolts and centered on top of the pile.The thickness of 18 mils (0.46 mm), as described in the support strap is then attached to the bracket with two 1-inch approved quality documentation. (25 mm)hex nuts screwed down on the all-threads.Figure 6 3.2.3.1 Support Bracket#4021.1:This bracket is used to shows additional details. support existing concrete foundations supporting axial 3.2.3.4 Support Bracket #4039.1: This is a low-profile compressive loading. The bracket is constructed of a bracket used to underpin existing structures to support axial 3/8-inch-thick (9.5 mm) steel plate bent to a 90-degree compressive loads where the bottom of the footing is angle seat measuring 10 inches (254 mm) wide by approximately 6 inches to 10 inches below grade. The 9 inches (229 mm)long on the horizontal leg and 7 inches bracket is constructed of a 3/8-inch-thick(9.5 mm)steel plate (178 mm)on the vertical leg.The seat is factory-welded to a measuring 10 inches (254 mm) wide b' 6.75 inches 41/2-inch-outside-diameter (114 mm) steel bracket sleeve (172 mm) long, factory-welded to a 41/2-inch-outside- having a nominal wail thickness of 0.438 inch.The external diameter(114 mm)steel bracket sleeve.The external guide guide sleeve, a 31/2-inch-outside-diameter (89 mm) steel sleeve, a 31/2-inch-outside-diameter (89 mm)steel pipe, is pipe having a nominal wall thickness of 0.254 inch, is inserted through the bracket sleeve. The 27/8-inch-outside- inserted through the bracket sleeve. The 27/8-inch-outside- diameter(73 mm)pile is inserted through the external guide diameter(73 mm)pile is inserted through the external guide sleeve. Once the 27/8-inch-outside-diameter (73 mm) pile sleeve. Once the 27/8-inch-outside-diameter (73 mm) pile has been installed, the pile is cut approximately 6 inches shaft has been installed through the external guide sleeve, above the bracket.Two 1-inch-diameter(25 mm)all-thread the pile is cut approximately 6 inches above the bracket. bolts are installed in matching hex nuts whicharefactory- Two 1-inch-diameter (25 mm) all-thread bolts are installed welded to each side of the bracket sleeve. A 3/4-inch-thick into the matching nuts which are factory-welded to each (19 mm) support strap is then placed over the all-thread side of the bracket sleeve. A 3/4-inch-thick(19 mm)support bolts and centered on top of the pile. The support strap is strap measuring 5 inches (127 mm) long by 2 inches then attached to the bracket with two 1-inch (25 mm) hex (51 mm)in width is then placed over the all-thread bolts and nuts screwed down on the all-threads. This bracket can be centered on top of the pile. The support strap is then used with both the helical and driven pile systems. Figure 7 attached to the bracket with two 1-inch (25 mm) hex nuts shows additional details. screwed down on the all-threads. This bracket can be used 3.2.3.5 Slab Bracket #4093: This bracket is used to pilesystems. Figure 5 driven h helical and9tosupport with both the Y underpin and raise existing concrete floor slabs pp shows additional details. axial compressive loading. The slab bracket consists of two 3.2.3.2 Support Bracket#4021.55: The bracket is similar 20-inch-long (508 mm) steel channels (long channels) to the 4021.1 bracket but is designed to support larger axial spaced 31/2 inches (89 mm)apart, with two sets of 6-inch- compressive loads from existing structures. The bracket is long (152 mm)channels (short channels)welded flange-to- constructed of a 3/8-inch-thick(9.5 mm)steel plate bent to a flange(face-to-face)and then factory-welded to the top side 90-degree angle seat measuring 10 inches (254 mm)wide of each end of the long channels.One-quarter-inch-thick-by- by 9 inches (229 mm) long on the horizontal leg and 4-inch-by-5-inch(6 mm by 102 mm by 127 mm)steel plates 7 inches (178 mm) on the vertical leg. The seat is factory- are factory-welded on the bottom on each end of the long welded to a 5'/cinch-outside-diameter (140 mm) steel channels. The bracket sleeve is 31/2-inch-outside-diameter bracket sleeve having a nominal wall thickness of (73 mm)steel tube factory-welded to and centered between 0.375 inch.The external sleeve,a 4%-inch-outside-diameter the two long channels. Two 1-inch-diameter (25 mm) (114 mm) steel pipe having a nominal wall thickness of coupling hex nuts are factory-welded to the long channels 0.438 inch, is inserted through the bracket sleeve. A on each side of the bracket sleeve. Once the 27/8-inch- 3%-inch-outside-diameter (89 mm) pile is inserted through outside-diameter(73 mm)pile has been installed,the pile is the external guide sleeve. Once the 3%-inch-outside- cut approximately 6 inches above the bracket. Two 1-inch- Page 10 of 13 ESR-1854 i Most Widely Accepted and Trusted Page 3 of 14 diameter(25 mm) all-thread bolts are installed in matching minimum tensile strength of 76,000 psi(524 MPa). hex nuts which are factory-welded to each side of the 3.3.4 Brackets: bracket sleeve. A l4-inch-thick (19 mm) support strap is then placed over the all-thread bolts and centered on top of 3.3.4.1 Plates: The 318-inch- and 1/2-inch-thick (10 and the pile. The support strap is then attached to the bracket 12.7 mm) steel plates used in the brackets conform with two 1-inch (25 mm)hex nuts screwed down on the all- to ASTM A36, but have a minimum yield strength of threads. This bracket is only used with the helical pile 50,000 psi (345 MPa) and a minimum tensile strength of system.Figure 8 contains additional details. 70,000 psi (483 MPa). The 1/4-inch- and 5/8-inch-thick 3.2.3.6 New Construction Brackets #4075.1, #4076.1 (6.4 and 15.9 mm) steel plates used in the brackets and#4079.1: These brackets are used with the helical pile conform to ASTM A36, having a minimum yield strength of system in new construction where the steel bearing plate of 36,000 psi (248 MPa) and a minimum tensile strength of the bracket is cast into the new concrete grade beam, 60,000 psi(413 MPa). footing or pile cap concrete foundations. The brackets can 3.3.4.2 Channels: The steel channel used in the brackets transfer compression,tension and lateral loads between the conforms to ASTM A36,having a minimum yield strength of pile and the concrete foundation. The 4075.1 has a 36,000 psi (248 MPa) and a minimum tensile strength of /8-inch-thick-by-4-inch-wide-by-8-inch-long (15.9 mm by 60,000 psi(413 MPa). 102 mm by 203 mm)bearing plate with two predrilled holes. The 4076.1 has a 1-inch-thick-by-9-inch-wide-by-9-inch-long 3.3.5 Sleeves: The carbon steel round tube used in the (25 mm by 229 mm by 229 mm) bearing plate with four bracket assembly as a sleeve conforms to ASTM A500, predrilled holes. The 4079.1 has a 5/8-inch-thick-by-8-inch- Grade C, except it has a minimum yield strength of wide-by-8-inch-long (16 mm by 203 by 203 mm) bearing 65,000 psi (448 MPa) and a minimum tensile strength of plate with four predrilled holes. The 4075.1 and 4079.1 80,000 psi(552 MPa). bracket steel bearing plates are factory-welded to a 3.3.6 Threaded Rods,Bolts and Nuts: Th-inch-outside-diameter (89 mm) steel sleeve with a predrilled 13/16-inch-diameter (20.6 mm) hole. The 4076.1 3.3.6.1 Helical Piles : The threaded pin and box used in bracket steel bearing plate is factory-welded to a 27/8-inch- connecting the 27/8-inch-diameter (73 mm) helical lead outside-diameter (73 mm) steel sleeve with predrilled shafts and extensions together conform to ASTM A29, 13/16-inch-diameter(20.6 mm)holes.The 4075.1 and 4079.1 Grade 4140, having a minimum yield strength of 55,000 psi brackets are used with the 21/8-inch-diameter helical piles. (379 MPa) and a minimum tensile strength of 80,000 psi The 4076.1 bracket is used with the 3.5-inch-diameter (552 MPa). The threaded pin and box used in connecting helical piles. The bracket is embedded into the foundation the 3%.-inch-diameter (89 mm) helical lead shafts and unit to provide the effective cover depth and to transfe the extensions together conform to ASTM A29, Grade 4140, tensile and compressive forces between steel bearing late having a minimum yield strength of 55,000 psi (379 MPa) and surrounding concrete. The bracket is attached to the and a minimum tensile strength of 80,000 psi(552 MPa). pile shaft with either one or two 3/4-inch-diameter(19.1 mm) 3,3.6.2 All Other Fastening Assemblies (Including through-bolts, as shown in Table 3B of this report, to Brackets): The threaded rods conform to ASTM A307 and complete the transfer of tension forces to the pile shaft. ASTM A449. The nuts conform to ASTM A563, Grade DH. Figure 9 contains additional details. The threaded rods and nuts are Class B hot-dipped 3.2.3.7 #4550.2875.1 Tieback Bracket Assembly: This galvanized in accordance with ASTM A153. Through-bolts assembly is used with a helical pile and is only designed for used to connect the new construction bracket and tieback tension loads. The assembly consists of two major bracket assembly to the pile to transfer tension forces components, a tieback connection with rod and a tieback conform to ASTM A325 Type I and must be hot-dip plate. The tieback connection is a 23/s-inch-diameter galvanized in accordance with ASTM A153. (60 mm) steel sleeve with two predrilled holes to accept 4.0 DESIGN AND INSTALLATION through-bolts for the connection to the helical pile pipe. One end of the steel sleeve has a 11/2-inch-diameter 4.1 Design: (38 mm) hex nut factory-welded to the sleeve to accept a 11/2-inch-diameter (38 mm) all-thread rod that extends 4.1.1 Helical Pile: Structural calculations and drawings, through the wall being supported. The tieback plate is an prepared by a registered design professional, must be 8-inch-deep (203 mm) channel with a stiffening plate submitted to the code official for each project, based on with a 17/8-inch-diameter (48 mm) hole in its center. The accepted engineering principles, as described in IBC assembly is secured with a 11/2-inch-by-1/2-inch (38 by Section 1604.4 and 2015,2012 and 2009 IBC Section 1810 12.7 mm) wedge washer and nut. Figure 10 shows and 2006 IBC Section 1808,as applicable.The load values additional details. (capacities)shown in this report are based on the Allowable Strength Design (ASD) method. The structural analysis 3.3 Material Specifications: must consider all applicable internal forces (shear, bending 3.3.1 Helix Plates: The carbon steel plates conform to moments and torsional moments, if applicable) due to ASTM A36, except they have a minimum yield strength of applied loads, structural eccentricity and maximum span(s) 50,000 psi (345 MPa) and a minimum tensile strength of between helical foundations. The result of the analysis and 70,000 psi(483 MPa). the structural capacities must be used to select a helical 3.3.2 Helical Pile Lead Shafts and Extensions: The lead foundation system based on the structural and geotechnical demands. The minimum embedment depth shafts and extensions are carbon steel round tubes that for various conform to ASTM A500, Grade C, except they have a loading conditions must be included based onnthe most minimum yield strength of 65,000 psi (448 MPa) and a stringent requirements of the following: engineering tensile strength of 76,000 psi(524 MPa). analysis, tested conditions described in this report, site- minimumspecific geotechnical investigation report, and site-specific 3.3.3 Piling Sections: The piling sections, connectors, load tests, if applicable. For helical foundation systems starters and guide sleeves are carbon steel round tube subject to combined lateral and axial (compression or conforming to ASTM A500, Grade C, except they have a tension) loads, the allowable strength of the shaft under minimum yield strength of 65,000 psi (448 MPa) and a combined loads must be determined using the interaction Page 11 of 13 ESR-1854 6 Most Widely Accepted and Trusted Page 8 of 14 with recognized engineering principles and design of this evaluation report. Compliance must be parameters as described in IBC Section 1604.4,and in addressed by the registered design professional for compliance with Section 4.1 of this report, are each site, and the work of the design professional is prepared by a registered design professional and subject to approval by the code official. approved by the building official. 5.13 Settlement of the helical pile is outside the scope of 5.10 A soils investigation for each project site must be this evaluation report and must be determined by a provided to the building official for approval in registered design professional as required in 2015, accordance with Section 4.1.1 of this report. 2012 and 2009 IBC Section 1810.2.3 and 2006 IBC 5.11 In order to avoid group efficiency effects, an analysis 1808.2.12. prepared by a registered design professional must be 5.14 The interaction between the hydraulically driven pile submitted where the center-to-center spacing of axially system and the soil is outside the scope of this report. loaded helical piles is less than three times the 5.15 The Ram Jack®Foundation Systems are manufactured diameter of the largest helix plate at the depth of at the Ram Jack Manufacturing, LLC,facility located in bearing. An analysis prepared by a registered design Ada, Oklahoma, under a quality-control program with professional must also be submitted where the center- inspections by ICC-ES. to-center spacing of laterally loaded helical piles is less than eight times the least horizontal dimension of the 6.0 EVIDENCE SUBMITTED pile shaft at the ground surface. Spacing between Data in accordance with the ICC-ES Acceptance Criteria for helical plates must not be less than 3D,where D is the Helical Foundation Systems and Devices (AC358), dated diameter of the largest helical plate measured from the June 2013(editorially revised September 2014). edge of the helical plate to the edge of the helical plate of the adjacent helical pile;or 4D,where the spacing is 7.0 IDENTIFICATION measured from the center-to-center of the adjacent The Ram Jack® Helical Foundation & Driven Foundation helical pile plates. System components are identified by a tag or label bearing 5.12 Connection of the side load bracket or the repair the Ram Jack logo, the name and address of Gregory bracket as it relates to seismic forces and the Enterprises, Inc., the catalog number, the product provisions found in 2015,2012 and 2009 IBC Sections description,and the evaluation report number(ESR-1854). 1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section 1808.2.23.1, and for all buildings under 2015, 2012 and 2009 IBC Section 1810.3.6 (second paragraph) and 2006 IBC Section 1808.2.7,are outside the sca•e TABLE 1—FOUNDATION STRENGTH RATINGS OF BRACKETS3 PRODUCT DESCRIPTION PIUNG DIAMETER ALLOWABLE • -ACITY NUMBER (inches) (kips) .. •. .---•, _ion Lateral 4021.1 Side load bracket 27/8 33.651.5 N/A N/A 4021.55 Side load bracket 3'/2 55.12 1.5 N/A N/A 4038.1 Side load bracket 27/8 19.7015 N/A N/A 4039.1 Side load bracket 2'/8 32.07''5 N/A N/A 4075.1 New construction 27/8 See Table 3A See Table 3B 1.492.5 4079.1 New construction 2718 See Table 3A See Table 3B 1.492'5 4076 New construction 3Y2 See Table 3A See Table 3B 2.7945 4093.1 Slab bracket 27/8 See Table 5 N/A N/A 4550.2875.1 Tieback assembly 27/8 27.9 @ 20°angle(tension onty)4'S 27.6 @ 30°angle(tension only)4'5 For SI:1 inch=25.4 mm,1 kip(1000 lbf)=4.48 kN. 'Load capacity is based on full scale load tests per AC358 with an installed 5'-0"unbraced pile length having a maximum of one coupling per 2015,2012 and 2009 IBC Section 1810.2.1 and 2006 IBC 1808.2.9.2.A 4-foot-long guide sleeve must be installed at the top of the shaft as required in Figures 3,5 and 7.Side load bracket must be concentrically loaded. Side load bracket plate must be fully engaged with bottom of concrete foundation. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. 2Lateral load capacity is based on lateral load tests performed in firm clay soil per Section 4.1.1 of this report.For any other soil condition,the lateral capacity of the pile must be determined by a registered design professional. The bracket must be installed with minimum embedment of 3 inches when measured from the bottom of the concrete foundation to the bottom of the bracket plate. Minimum width of footing must be 12 inches. 3The capacities listed in Table 1 assume the structure is sidesway braced per 2015,2012 and 2009 IBC Section 1810.2.2 and 2006 IBC Section 1808.2.5. 'Tieback assemblies must be installed in accordance with Section 4.2.5 of this report. Only localized limit states such as mechanical strength of steel components and concrete bearing have been evaluated. The tieback assembly must be installed to support a minimum 6-inch-thick concrete wall. Two through bolts are required for connection between bracket sleeve and helical shaft.Bolts must be 3/4-inch diameter complying with ASTM A325 and installed snug-tight with threads excluded. 5The tabulated values are based on installation with normal-weight concrete having a minimum compressive strength of 2500 psi(17.23 MPa). N/A=not applicable. Page 12 of 13 ESR-1854 Most Widely Accepted and Trusted • ge 12 of 14 TABLE 6—ALLOWABLE TENSION AND COMPRESSION LOADS FOR HEUCAL PLATES(KIPS) Helical Plate Diameter Helical Pile Shaft Diameter inches 8 63.29 79.84 10 55.51 66-29 12 39.40 65.74 14 42.07 60.42 For SI:1 inch=25.4 mm;1 kip=1000 Ibf=4.45 kN. 'Allowable load values are for helical plates made from 318-inch thick steel,except for the 14-inch diameter plate,which is made from'/z-inch thick steel. IRE-MANIN 5 t:STANCE G_ PLATE 3 ''T�r IMIN F.-F,KS1 3,93 STEEL P;,E - RAM i s''rt::1- CI D.-Fi I I ,NiT7RNAI TFRFAD+A 1 plhTE 1 ^ON'ECT,tr1 —.,C:1 i ,- V TYPTCAI. IFAD TYPTCAI SECTION EXTENSION FIGURE 1—TYPICAL HELICAL PILE AND PLATE SPACING CHARACTERISTICS 2 `0 THREADED THREADED PILING BOX /—PIN 41 it.-41 1111=11111 1---- 11 f..- 9 DRIVE PIN HOLE 2 7/$"Qt PILING INTERNAL THREADED CONNECTION 3Y2"0 THREADED THREADED PILING BOX PIN rr ` `_ 11m i DRIVE PIN HOLE 3 WV PILING INTERNAL THREADED CONNECTION FIGURE 2—TYPICAL HELICAL PILE SYSTEM INTERNAL THREADED CONNECTION DETAIL Page 13 of 13