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Plans (2) STARK 4001 Main Street, Suite 305 40.FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 STRUCTURAL CALCULATIONS PREPARED FOR RAMJACK WEST - FOR JUL 2 7 2016 FOUNDATION REPAIR C,11Y 15735 SW 8 0 Th AVENUE 3i TIGARD, OR PROJECT NUMBER: 16.060.RAM DATE: JULY 24, 2016 PROJECT MANAGER: DANIEL STARK, P.E. OFFICE COPY cis _D PROF •\\- 4.‹ci I4NOCZ _ 4. - -,p;fr 3, MAC L‘10 EXP.: 06/30/18 ,1 CITY OF TIGARD • REVIEWED FOR CODE COMPLIANCE Approved: OTC: I Permit #: ws±af;zic_.saQaQ.L. Address: Suite #: By: Date: STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA, 98663 P: 360.566.7343 TABLE OF CONTENTS Project Background 2 Geologic Setting &Summary 3 Floor Level Survey 4 Design Calculations 5 Foundation Plan & Detail 7 ICC ESR 1854 (applicable pages only) 10 STARK 4001 Main Street, Suite 305 FOUNDATIONS Vancouver WA,98663 P: 360.566.7343 GEOLOGIC SETTING The existing structure is southeast of downtown Tigard and west of Interstate 5. The geologic structure in the area is comprised of silty loam. The site is relatively flat and there is no noticeable slope instability at the site that would indicate that the site is sliding. No evidence of large foundation cracks, cracks in the driveway or nearby roads, scarps, or arc-shaped cracks in the ground was observed. Based on observation, the settlement is likely a result of the improper drainage away from the structure. As a result soil has softened and consolidated under the perimeter footings. Adequate support should be able to be achieved with the installation of push piers to suitable bearing depth. SUMMARY Based on the geologic setting, adequate bearing for the helical anchors is anticipated at depths of 15-25 feet. The design axial capacity (see attached calculations)for the helical anchors is 11,000 lbs (22,000 lbs ultimate load). We recommend the helical anchors be installed to a minimum depth of 10-ft and a minimum installation torque of 2,200 ft-lbs, or refusal. Please give our office a call if you have any questions or need further assistance. Regards, 7-1 c p PROFF $G I NEER Daniel Stark, P.E. 71940:i, Stark Foundations, Inc. vo • OREGON .15k �r 13,4.0�� 4MEL\N EP.: 08/30/18 Page 3 of 13 4x8 16" OC 39' 4.—W t•I'. .—.61siliammtg, & - 0 -1 1/2 -1 1/4 31x - t -1I2 -3t4 -314 -3I4 -1/2 1 -112 ,114 _. -1 1/2 co • ry 0 1/4 6 -1.r2 -1 -112 -112 .1,2 -1,'4 22' 0 • * 1 • 42 .314 .r,, 10,5` 22' -2 -1 1/44.s , 3, s 2 Car Attached f\, c`v ' 484Sgft N 15735 SW 80th Ave, Tigard, OR 97224 22' Page 4 of 13 Date: 20-Jul-16 STARK40. 1U RamJack West- Foundation Underpinning Designed by: NDS FOUNDATIONS G 15735 SW 80th Ave ie Tigard,OR a Design Criteria Job No.: 16.060.RAM Code(s): International Building Code(IBC)2012 ASCE 7-10 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 150 psf/ft (IBC Table 1806.2) Third Floor= 0 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= 0 psf Second Floor= 40 psf First Floor= 40 psf Wind: (not applicable) Exposure = C Risk Category= II Wind Speed,V= 120 mph Gust Effect Factor,G= 0.85 K„= 1.0 Internal Pressure Coefficient,GCp;= -0.18 K,d = 0.85 External Pressure Coefficient,CP= 0.8 K,= 0.98 Height,h,= 30 ft Design Wind Pressure: Design Load Combo = D+0.6W where: p„= q,(GCp-GC0) w= 0.6 qz= 0.00256 KZ Krt Kd V2 Therefore: g, = 30.7 psf pp,= 26.4 psf Factored Wind Pressure,p',, = 15.8 psf(say 16 psf) Page 5 of 13 Fl-- Date: 20-301-16 e0NeSTARK ti RamJack West- Foundation Underpinning Designed by: NDS FOUNDATIONS ^ 15735 SW 80th Ave w Tigard,OR O. Job No.: 16.060.RAM Helical Pier Design-Worst-Case Vertical Design Loads: Tributary Widths: Roof= 19 ft > 285 plf Third Floor= 0 ft > 0 plf Second Floor= 0 ft > 0 plf First Floor= 4 ft > 200 plf Walls= 8 ft > 64 plf Foundation Wall(height) = 2 ft > 200 plf EDL= 749 plf Live: Roof(snow)= 19 ft > 475 plf Third Floor= 0 ft > 0 plf Second Floor= 0 ft > 0 plf First Floor= 4 ft > 160 plf ILL= 635 plf Max Pier Spacing = 8 ft Pier Working Loads: PDL= 5992 lbs PLL= 5080 lbs PTL= 11072 lbs Pier Design: Pier Type Helical Pier t Shaft Diameter: Bracket 4038.1 t Bracket Capacity= 19700 lbs Therefore ok Reference ICC ESR-1854, Table 1-Foundation Mechanical Ratings of Brackets(Appendix A) Shaft Diameter 2.375" Installation Torque,T: Quit= 2(PTL) Qat= KC(T) where Kt= helix torque factor(ft-1) Shaft Dia Kt 22144 lbs according to the following table: 2.375 10 2.875 9 3.5 7 Therefore,T= Q0,t/Kt Allowable TSHAFT= 4000 ft-lbs Therefore ok 4.5 6 2214 ft-lbs Steel Channel Design: Max Span = 8 ft F.1 = 36 ksi Max Cantilever= 0 ft Fb= 24.84 ksi Max Load,w = EDL+ELL Mmax = 89 in-kips 1384 plf Channel size: C6x8.2 S= 4.38 in' fb = 20.2 ksi Therefore OK Page 6 of 13 STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P:360.566.7343 E starkd@starkfdn.corn 220' +/- 35' +/- ROPERTY UNE o i o� 15735 SW 80TH AVE ' I TIGARD, OR 1 190' +/- SI TE /- SITE PLAN Page 7 of 13 °GI STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 '-6• 3'-0•t /'-6• E: P.360.566.7343 starkd@starktdn.corn 11K • 11KI 11K • • CJ\ • O \-C6 4D ^• O I x8.2 x 36' SPUCE A ANCHOR \ • IF REQUIRED 0 \ • 0 6X6X3/8 X 4' • 17 THIS ANCHOR ONLY .1\ 1• 1• A •04. i-0• j, 3'-6• \\\'K" `�(�ED PROFFs�i tiNG I NEER 7 940PE may. NOTE SEE FLOOR LEVEL l ./ SURVEY FOR PLAN DIMENSIONS OREGON LEGEND 9yvGZdo 13,Zo���j� • INDICATES HELICAL PIER �VjE 3. w\ 10K UNFACTORED DESIGN LOAD (KIPS). SEE DTL 1. EXP.: 06/30/18 OFOUNDATION REPAIR PLAN Page 8 of 13 STARK FOUNDATIONS 4001 MAIN STREET,SUITE 305 VANCOUVER WA 98663 P:360.566.7343 E.starkd@starkfdn.com BACKFlLL (E)GRADE L6X6X3/8 117-71117=.H.IfI11 SEE PLAN FOR LOCATION '�1;11.11.If.11.11 C6X8.2 (SEE PLAN), ATTACH TO(E) CONC WALL(INTERIOR OR EXTERIOR) W/5/8'0 SIMPSON STRONGBOLT II 0 II-11=1L. 4 24' 0., (4' EMBED) 11=11= • 11=11=III. • .. •.4 h FOOTING BEYOND •.. I (N) STANDARD BRACKET CHIP OUT POCKET IN (E) FOOTING FLUSH WITH FON WALL POCKET (RAMJACK P/N 4038) WIDTH TO MATCH BRACKET WIDTH (N) 2 7/8"0 OD X 18' GUIDE SLEEVE(RAMJACK P/N 4100) I11 (N) 2 3/8"0 OD X 5'-0" EXTENSIONS(RAMJACK P/N 4315) NOTE PILE EMBEDMENT SHALL BE 10'-0' MIN INSTALLED PER THE (N)2 3/8'0 OD X 5'-0' LEAD W/ TORQUE CORRELATION METHOD TO 10"0 HELIX(RAMJACK P/N 4343) ACHIEVE 2X DESIGN LOAD NOTED ON THE FOUNDATION PLAN. OHELICAL PILE DETAIL L/ 7 940PE OREGON • 4/'1,4 Y 13 2O�e-Q �iVIEL\N EXP.: 06/30/18 Page 9 of 13 ESICC EVALUATION L,,. SERVICE .Most Wdely Accepted and Trusted ICC-ES Evaluation Report ES -1854* Reissued December 1, 2012 This report is subject to renewal February 1, 2015. (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® DIVISION:31 00 00—EARTHWORK Z/8-or 3%-inch-outside-diameter (73 or 89 mm) steel pipe Section:31 63 00—Bored Piles having a nominal shaft thickness of 0.217 or 0.254 inch, respectively. Helical-shaped discs, welded to the pipe, REPORT HOLDER: advance the helical piles into the soil when the pile is rotated. The helical discs (plates) are 8, 10, 12 or GREGORY ENTERPRISES,INC. 14 inches (203, 254, 305 or 356 mm) in diameter, and are 13655 COUNTY ROAD 1570 cut from 3/8-inch- or 1/2-inch-thick (9.5 or 12.7 mm) steel ADA,OKLAHOMA 74820 plate. The helical plates are pressed, using a hydraulic (580)332-9980 press and die, to achieve a 3-inch (76 mm) pitch, and are z3-=_ ., ,`z_, then shop-welded to the helical lead shaft. Figure 1 illustrates a typical helical pile. The extensions have shafts similar to the lead sections, except without the helical ADDITIONAL LISTEE: plates. The helical pile lead sections and extensions are connected together by using an internal threaded pin and RAM JACK MANUFACTURING,LLC box system that consists of a box shop-welded into the 13655 COUNTY ROAD 1570 trailing end of the helical lead or extension sections. Each ADA,OKLAHOMA 74820 extension consists of a threaded pin and box on opposing ends. Figure 2 illustrates the helical pin and box EVALUATION SUBJECT: connections. The lead shafts and extensions are coated with a polyethylene copolymer coating complying with the RAM JACK®HELICAL FOUNDATION&DRIVEN ICC-ES Acceptance Criteria for Corrosion Protection of FOUNDATION SYSTEMS Steel Foundation Systems Using Polymer (EM) Coatings (AC228), and having a minimum coating thickness of 1.0 EVALUATION SCOPE 18 mils (0.46 mm) as described in the approved quality Compliance with the following codes: documentation. 2012,2009 and 2006 International Building Code(IBC) 3.2.2 Hydraulically Driven Pile System—Pilings, Properties evaluated: Connectors, Starter, and Guide Sleeve: The pilings consist of 27/8-inch-outside-diameter(73 mm)pipe having a Structural and geotechnical nominal shaft thickness of 0.217 inch, in either 3-, 5- or 7- 2.0 USES foot-long (914, 1524, or 2134 mm) sections. Connectors ® used to connect the pilings together are 12-inch-long Ram Jack® Foundation Systems include a helical pile 3 system and a hydraulically driven steel piling system. The (305 mm),2'3/8-inch-outside-diameter(60.3 mm)pipe having helical pile system is used to transfer compressive,tension, a nominal shaft thickness of 0.19 inch, shop crimped and and lateral loads from a new or existing structure to soil inserted in one end of the piling section so that approximately 6 inches of the connector extends out of one bearing strata suitable for the applied loads. The end of the piling section.During installation,the subsequent hydraulically driven steel piling system is used to transfer Piling section slides over the connector of the previous piling compressive loads from existing foundations to load-bearing soil strata that are adequate to support the downward- section. Figure 3 illustrates a typical piling used in applied compression loads. Brackets are used to transfer conjunction with a bracket. The starter consists of a 2'/8 the loads from the building foundation to the helical pile inch-diameter (73 mm) steel pipes aving a nominal shaft system or the hydraulically driven steel piling system. thickness of 0.217 inch, and a 2/8-inch-outside-diameter (60.3 mm) pipe having a nominal shaft thickness of 0.19- 3.0 DESCRIPTION inch, which is shop crimped and inserted in one end of the 3.1 General: piling section so that approximately 6 inches of the The Ram Jack® Foundation Systems consist of either connector extends out of one end of the piling section. A helical piles or hydraulically driven steel pilings connected to 23/$-inch-diameter-by=/a-inch-thick (3.2 mm by 60.3 mm) ASTM A36 steel soil plug is shop-welded inside the brackets that are in contact and connected with the load- 23/8-inch :n • n.a . a u load- 27/8-inch (73 mm) starter section against the 2/8-inch 60.3 mm)connector.The starter section is jobsite-installed 3.2 System Components: i to the end of the initial piling and leads the piling in order 3.2.1 Helical Pile System—Lead Shafts with Helical expand the soil away from the piling with a Plates and Extensions: The lead shafts consist of either .1/2-inch-outside-diameter (89 mm) steel ring having a *Revised Fe. ary 2014 .a,. a "e.. , n. n , • "?,_. It • - •a ' - • - . - ibutes not specifically addressed,nor are they to be construed Il rifiZ 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. w "" Copyright©2014 Page 1*114 Page 10 of 13 ESR-1854 l Most Widely Accepted and Trusted Page 2 of 14 nominal wall thickness of 0.254 inch, shop-welded to the to support axial compressive loads. The bracket is starter section 1 inch (25.4 mm) from the bottom edge to constructed of a 3/8-inch-thick(9.5 mm)steel plate bent to a reduce skin friction. Figure 4 illustrates a typical starter joint. 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 approved quality documentation. 27/8-inch-outside-diameter(73 mm) nstalled, 3.2.3 Brackets: Brackets are constructed from steel plate pile is cut approximately 6 inches aboveetheen ' thebracket. and steel pipe components, which are factory-welded Two 1-inch-diameter(25 mm)all-thread bolts are installed in together. The different brackets are described in Sections matching nuts which are factory-welded to each side of the 3.2.3.1 through 3.2.3.7.All brackets are coated with polymer bracket sleeve. A 314-inch-thick (19 mm) support strap is coating complying with AC228 and having a minimum then placed over the all-thread bolts and centered on top of thickness of 18 mils (0.46 mm), as described in the the pile. The support strap is then attached to the bracket approved quality documentation. with two 1-inch(25 mm)hex nuts screwed down on the all- 3.2.3.1 Support Bracket#4021.1: This bracket is used to threads.Figure 6 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 angle compressive loads where the bottom of the footing is 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 by 6.75 inches (172 41/2-inch-outside-diameter (114 mm) steel bracket sleeve mm) long, factory-welded to a 41/2-inch-outside-diameter having a nominal wall thickness of 0.438 inch. The external (114 mm)steel bracket sleeve.The external guide sleeve,a guide sleeve, a 31/2-inch-outside-diameter (89 mm) steel 3/cinch-outside-diameter (89 mml steel pipe, is inserted pipe having a nominal wall thickness of 0.254 inch, is through the bracket sleeve. The 2V8-inch-outside-diameter inserted through the bracket sleeve. The 27/8-inch-outside- (73 mm) pile is inserted through the external guide sleeve. diameter(73 mm)pile is inserted through the external guide Once the 2'/8-inch-outside-diameter(73 mm) pile has been sleeve. Once the 27/8-inch-outside-diameter (73 mm) pile installed, the pile is cut approximately 6 inches above the shaft has been installed through the external guide sleeve, bracket. Two 1-inch-diameter (25 mm) all-thread bolts are the pile is cut approximately 6 inches above the bracket. installed in matching hex nuts which are factory-welded to Two 1-inch-diameter (25 mm) all-thread bolts are installed each side of the bracket sleeve. A 3/4-inch-thick (19 mm) into the matching nuts which are factory-welded to each support strap is then placed over the all-thread bolts and side of the bracket sleeve.A 3/4-inch-thick(19 mm)support centered on top of the pile. The support strap is then strap measuring 5 inches (127 mm) long by attached to the bracket with two 1-inch (25 mm) hex nuts 2 inches(51 mm)in width is then placed over the all-thread screwed down on the all-threads.This bracket can be used bolts and centered on top of the pile. The support strap is with both the helical and driven pile systems. Figure 7 then attached to the bracket with two 1-inch (25 mm) hex shows additional details. nuts screwed down on the all-threads. This bracket can be 3.2,3.5 Slab Bracket #4093: This bracket is used to used with both the helical and driven pile systems. Figure 5 underpin and raise existing concrete floor slabs to support 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 7 4-inch-by-5-inch(6 mm by 102 mm by 127 mm)steel plates 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 S%-inch-outside-diameter (140 mm) steel channels. The bracket sleeve is 3'/2-inch-outside-diameter bracket sleeve having a nominal wall thickness of 0.375 (73 mm)steel tube factory-welded to and centered between inch. The external sleeve, a 4%-inch-outside-diameter(114 the two long channels. Two 1-inch-diameter (25 mm) mm) steel pipe having a nominal wall thickness of 0.438 coupling hex nuts are factory-welded to the long channels inch, is inserted through the on each side of the bracket sleeve. Once the 27/8-inch- bracket sleeve.A 31/2-inch-outside-diameter(89 mm)pile is outside-diameter(73 mm)pile has been installed,the pile is inserted through the external guide sleeve. Once the cut approximately 6 inches above the bracket. Two 1-inch- 3%-inch-outside-diameter (89 mm) pile shaft has been diameter(25 mm) all-thread bolts are installed in matching installed through the external guide sleeve, the pile is cut hex nuts which are factory-welded to each side of the approximately 6 inches (152 mm) above the bracket. Two bracket sleeve. A 3/4-inch-thick (19 mm) support strap is 1%-inch-diameter(32 mm)all-thread bolts are installed into then placed over the all-thread bolts and centered on top of the matching hex nuts which are shop-welded to each side the pile. The support strap is then attached to the bracket of the bracket sleeve.A 2%-inch-square-bar support strap is with two 1-inch(25 mm)hex nuts screwed down on the all- then placed over the all-thread bolts and centered on top of threads. This bracket is only used with the helical pile the pile. The support strap is then attached to the bracket system.Figure 8 contains additional details. ', ' • I '°' -10 I: = ed down on the 3.2.3.6 New Construction Brackets #4075.1, #4076.1 all-threads.Figure 5 s ows additional detai are used with the 3.2.3.3 Support Bracket#4038.1: This . acket is similar systemanin 9new construction.1: Theets where the steel bearinglical plate'le of to the 4021.1 bracket but is designed for lig ter loads and is the bracket is cast into the new concrete grade beam, '' -.' ,i ' "; I • - - .11 ,i -xisting structures footing or pile cap concrete foundations. The brackets can Page 11 of 13 ' ESR-1854 P Most Widely Accepted and Trusted Page 8 of 14 loaded helical piles is less than three times the 5.13 Settlement of the helical pile is outside the scope of diameter of the largest helix plate at the depth of this evaluation report and must be determined by a bearing. An analysis prepared by a registered design registered design professional as required in 2012 and professional must also be submitted where the center- to-center spacing of laterally loaded helical piles is less 2009 IBC Section 1810.2.3 and 2006 IBC 1808.2.12. than eight times the least horizontal dimension of the 5.14 The interaction between the hydraulically driven pile pile shaft at the ground surface. Spacing between system and the soil is outside the scope of this report. helical plates must not be less than 3D,where D is the 5.15 The Ram Jack®Foundation Systems are manufactured diameter of the largest helical plate measured from the at the Ram Jack Manufacturing, LLC,facility located in edge of the helical plate to the edge of the helical plate Ada, Oklahoma, under a quality control program with of the adjacent helical pile;or 4D,where the spacing is inspections by ICC-ES. measured from the center-to-center of the adjacent 6.0 EVIDENCE SUBMITTED helical pile plates. 5.12 Connection of the side load bracket or the re air Data in accordance with the ICC-ES Acceptance Criteria for pthe Ju eal Foundation Systems and Devices (AC358), dated bracket as it relates to seismic forces and provisions found in 2012 and 2009 IBC Sections June 2013. 1810.3.11.1 and 1810.3.6.1 and 2006 IBC Section 7.0 IDENTIFICATION 1808.2.23.1,and for all buildings under 2012 and 2009 The Ram Jack® Helical Foundation & Driven Foundation IBC Section 1810.3.6 (second paragraph) and 2006 System components are identified by a tag or label bearing IBC Section 1808.2.7, are outside the scope of this the Ram Jack logo, the name and address of Gregory evaluation report. Compliance must be addressed by Enterprises, Inc., the catalog number, the product the registered design professional for each site, and description,and the evaluation report number(ESR-1854). the work of the design professional is subject to approval by the code official. TABLE 1—FOUN 0 •TION STRENGTH RATINGS OF BRACKETS3 PRODUCT I - - • LING DIAMETER ALLOWABLE CAPACITY NUMBER (inches) (kips) Compression Tension Lateral 4021.1 Side load bracket 27/8 33.65'5 N/A N/A 4021.55 Side load bracket 3'/2 55.1215 N/A N/A 4038.1 Side load bracket 27I8 19.70'5 N/A N/A 4039.1 Side load bracket 27/8 32.071.5 N/A N/A 4075.1 New construction 27/8 See Table 3A See Table 3B1.4925 4079.1 New construction 27/8 See Table 3A See Table 3B 1.4925 4076 New construction 3% See Table 3A See Table 3B 2.7925 4093.1 Slab bracket 27/8 See Table 5 N/A N/A 4550.2875.1 z 27.9 @ 20°angle(tension only)4'5 Tieback assembly 27/8 27.6 @ 30°angle(tension only)45 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 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. Lateral 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 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 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 5-ALLOWABLE COMPRESSIVE LOAD CAPACITY RATING OF RAM JACK'S#4093 SLAB BRACKET SUPPORTING MINIMALLY REINFORCED NORMAL WEIGHT CONCRETE SLAB1'2 (Max.load rating=11.7 kips) Minimum Area Concrete of steel 28-day reinforcement in Compressive Concrete Concrete Slab', Maximum Pile Spacing Pile Load(kip) Strength,fc Floor Slab A,,m,,, Live Depth(fl Load (Psi) (in) (1n2) (pst) 1&2 Span 3 Span 1&2 Span 3 Span 40 4'-10" 5'-5" 2.12 k 2.65 k 4' 0.06 50 4'-6" 5'-1" 2.08 k 2.60 k 100 3'-7" 4'-0" 1.99 k 2.49 k 40 5'-8" 6'-4" 3.36 k 4.20 k 54 0.075 50 5'-5" 6-0" 3.31 k 4.14 k 2500 100 4'-4" 4'-11" 3.15 k 3.94 k 40 6-6" 7'-3" 4.90 k 6.13 k 6 0.09 50 6'-2" 6-11" 4.83 k 6.03 k 100 5'-1" 5'-8" 4.59 k 5.74 k 40 8'-8" 9'-1" 10.61 k 11.70 k 83 0.12 50 8'-3" 8'-9" 10.30 k 11.70 k 100 6'-9" 7'-7" 9.34 k 11.67 k 40 5'-1" 5'-8" 2.33 k 2.91 k 44 0.066 50 4'-9" 5'-4" 2.29 k 2.86 k 100 3'-9" 4'-3" 2.19 k 2.73 k 40 6'-0" 6'-8" 3.69 k 4.62 k 54 0.082 50 5'-8" 6'-4" 3.64 k 4.54 k 100 4'-7" 5'-2" 3.46 k 4.33 k 3,000 40 6'-10" 7'-7" 5.39 k 6.73 k 6 0.098 50 6-6" 7'-3" 5.30 k 6.63 k 100 5'-4" 6'-0" 5.05 k 6.31 k 40 9'-1" 9'-2" 11.66 k 11.70 k 83 0.131 50 8'-8" 8'-9" 11.31 k 11.70 k 100 7'-1" 7'-7" 10.26 k 11.70 k For SI:1 inch=25.4 mm;1 kip(1000 Ibf)=4.48 kN;1 psi=6.89 kPa;1 psf=47.88 Pa. 'The maximum pile spacing shown are for floor slabs constructed of normal weight concrete(150 pcf)with minimum reinforcement(ff=60 ksi) `The ACI 318 Section 10.5.1. The maximum floor slab spans shown assumes the minimum floor slab reinforcement is placed in the center of the slab(U2).Longer spans can be achieved if the slab reinforcement is proven to be larger and/or placed below the central line of the floor slab.Structural calculations must be submitted for approval by a registered design professional for spans greater than those shown for a reinforced floor slab. 3The maximum load rating of the 4093 slab bracket controls the pile spacing. 4The spans and pile loads shown for the 4-inch and 5-inch thick floor slab assumes the floor slab are being placed on a vapor barrier. Per Section 7.7.1 of ACI 318,the minimum concrete cover required is 1%inches.This table should not be used for the 4-inch and 5-inch thick floor slabs placed directly on soil,where the minimum concrete cover is 3 inches,which places the reinforcement above the neutral axis.Table 7 should be used for the 4 inch and 5 inch thick concrete slab cast directly on soil. TABLE 6-ALLOWABLE TENSION AND COMPRESSION LOADS FOR HELICAL PLATES(KIPS) *rirt,P ornr f.t7n► IIIIIIPIIIP'1111Pr*1'' nTT►r"7`T'! 1"WPTf1',ST,17111111NIP (Inches) 27/8 31/2 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 lbf=4.45 kN. 'Allowable load values are for helical plates made from 3/8-inch thick steel, except for the 14-inch diameter plate,which is made from Y-inch thick steel. Page 13 of 13