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Specifications Ms-QV-Lb- boloiLI 1514to SW Marvels v;aw PtyQ. Portland, Oregon ' I�) VISTAKansas—STRUCTURAL— JUN 1 5 2020 CITY OF TIGARD Client: D P, DING DiVIS N TerraFirma Foundation Systems Structural Calculations IRRS (Niazi Home) — Foundation Repair 15166 SW Harvey's View Ave. Tigard, OR 97224 Structural analysis and design for foundation repair and stabilization. REVIEWED BY: Dennis Meier, PE OFFICE COPY 4:00.0 pRopoo / 85273 r OREGON AA/.31,0 06/ 't-A411iiiit EXPIRES:6/30/2021 Project No: 2610 VISTA STRUCTURAL ENGINEERING, LLC 14718 NW DELIA STREET PHONE: 971.645.0901 PORTLAND, OREGON 97229 VISTASTRUCTURAL.COM l : f a -• Portland,OR Kansas City, Missouri `�►� VISTA General Information NO CHANGES WILL BE MADE TO LATERAL SYSTEM Site Information:Main Residence Location= Tigard,OR Site Latitude= 45.410512 Site Longitude= -122.8007091 Structure Geometry: Structure Heights: Overall Structure Height= 30.00 ft Mean Roof Height,h= 28.50 ft Second Deck Height= 18.00 ft First Deck Height= 9.00 ft Foundation to Lower Post Height= 24.00 in Deck Roof Eave Height= 27.00 ft (Eave Height) Roof Slope: Roof Slope= 4 : 12 Plan Lengths and Areas: Max Length,L= 18 ft Max width,w= 10 ft Neat= 220 ft2 Perimeter of Deck= 56 ft Portland,OR I� Kansas City,Missouri ``/ V 1 S T A STRUCTURAL- • Design Criteria Design Loads Dead Loads: Roof: Asphalt Shingles 3 psf >4"Plywood Sheathing 2 psf Wood Roof Framing 3 psf %"Gypsum Finishes 0 psf Miscellaneous 1 psf Roof Dead Load= 15 psf Ceiling: Wood Ceiling Framing 2 psf 1/2"Gypsum Finishes 1.5 psf Miscellaneous 0.5 psf Roof Dead Load= 5 psf Deck: Wood Floor Framing 6.5 psf Lights and Mechanical 1.5 psf Miscellaneous 2 psf Deck Dead Load= 10 psf Exterior Walls: Horizontal Lap Siding 2 psf 'A"Plywood Sheathing 2 psf 2x6 Studs @ 16"oc 3 psf 534"Insulation 1.5 psf % Gypsum Finishes 2.5 psf Miscellaneous 2 psf Exterior Wall Dead Load= 13 psf Partition Walls: %"Gypsum Finishes 2.5 psf 2x4 Studs @ 16"oc 2 psf 334"Insulation 1.75 psf %"Gypsum Finishes 2.5 psf Miscellaneous 0.25 psf Partition Wall Dead Load= 9 psf Concrete Weight 150 pcf Masonry Weight= 78 psf Live Loads: Roof(Snow)= 25 psf Attic= 10 psf Deck= 60 psf Engineering Properties—Washington County,Oregon Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk'*'denotes the representative texture; other possible textures follow the dash.The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx?content=17757.wba).Three values are provided to identify the expected Low(L), Representative Value (R), and High (H). Engineering Properties—Washington County,Oregon Map unit symbol and Pct.of Hydrolo Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid Plasticit soil name map gic limit y index unit group Unified AASHTO >10 3-10 4 10 40 200 inches inches In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H 7C—Cascade silt loam,7 to 12 percent slopes Cascade 85 C 0-11 Silt loam ML A-4 0-0-0 0-0-0 85-93-1 80-90-1 80-90-1 70-80- 25-30 NP-5 00 00 00 90 -35 -10 11-27 Silt loam,silty clay ML A-4,A-6 0-0-0 0-0-0 95-98-1 95-98-1 95-98-1 80-85- 25-33 NP-8 loam 00 00 00 90 -40 -15 27-60 1 Silt loam,silty clay ML A-4 0-0-0 0-0-0 100-100 100-100 95-98-1 85-90- 25-30 NP-5 loam -100 -100 00 1 95 -35 -10 USDq Natural Resources Web Soil Survey 6/10/2020 Conservation Service National Cooperative Soil Survey Page 4 of 5 Portland,OR 1100 VISTA Kansas City,Missouri • ` t -STRUCTURAL- Soil Properties: Geotechnica I Information: *Please note there is no geotechnical report for this project. The below values have been conservatively assumed based off soil type and typical values used around the area. These are the values are to be used for the Individual Bearing Method(Adams and klym,1972;Hoyt and Clemence.1089)in determinine the ultimate pile caocity. Qrlt= =An(c Nc+q•N,+0.5y8Nv) Where, An=Area of Plate c=Cohesion at Pier Depth N,=Demensionless Bearing Capacity Factor =Effective Vertical Overburden Stress at Helix Depth(Ib/ft') Na=Demensionless Bearing Capacity Factor y=Soil Unit Weight(Ib/ft') B=Diameter of Helix Plate(ft) Ny=Demensionless Bearing Capacity Factor For Purely Cohesive Soils:lb=o and c=us and Quit-PTO For Purely Granular(frictional)Soils:is=oi Quip==Aa(N,c*q'N,) Quit==A5(q'Na) su==c .: Where, 41=Friction Angle N,==1+0.56(12eisa N,==(Nq-1)cot(¢) >9 Assumed Soil Profile: Depth of Helix Soil Type' SPT"N" cs y eff. 4' Nc q' Nq (ft) (blows/foot) (psf) (pcf) (degrees) (pcf) 0 ML Unknown 0 120 29 23.41 0 13.98 Helical Pile 2 8 ML Unknown 0 120 29 23.41 900 13.98 Helical Pile 1 10 ML Unknown 0 120 29 23.41 1160 13.9E a. The friction angle was conservatively assumed based off the soil type and typical values used around the area.In Appendix A.Typical relationship between the SPT Penetration,N-Value and friction angle.(Bowles,Foundation Analysis and Design) b.There is not enough information to assume a suffcient cohesion for the varying soil types that can be encounted. A default of 0 has been used,this is an overall conservative approach. c.Soil type has been determined per USDA,Natural Resource Conservative Service's Web Soil Survey. (https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx) Solve for Required Qu in terms of Ah at Helical Depth, Helical Pile 2 12578*Ah psf =cN,+q•N, Helical Pile 1 16211*Ah psf 28789'Ah psf Portland,OR VISTA Kansas City,Missouri J-SwnllS.tMttAA-- . Soil Appendix A: -Soil type descriptions: MAJOR DIVISIONS TYPICAL TYPICAL DESCRIPTION GRAPH LETTER SAP c,.,.t. 0000o OW yap e.d on.mg�.nra.,,a L.., LPL,or m. b.wi we m.ra b,b ILtt w no',in., ./:..•J; GP nerdy'n.e.e Om*.oa+de.n Ulm no. LW or No Phms cwu4w�a44.an„rtra. Omni*w.. ]rS}c411 GM wows..w..4e.r�eedw.. i �� i'{.!a'xpwonp#N rasa 4'f`4!' dw.l.nrw.le.rbfl.r Mduet fV'E. 99��. '.4'4-. a GC Caney $e son am BwYl Sub 1lnYw In lfisl S.P Wow.Wee emem.d.d Bra.0..*'Sw,d.. U p� I 7 olio unaHW ?s' s,�tlw Mare {: SM ws.e.B.xae4rm..o Mare sbib.r.er..c.0 Fln.I y sc Posey Sams,BxrYpb tMuo ML ew..k Ba.wd Von OOm aano,w.04 rk..faeces..sM ere.amy Os 5533 a I' Brw ten ei..m M*� mini..O.r.a.www uaa,a�IsnRb. / CL 0nrnays.n.Bwa Clay,Say 4n OL oto!a,wd owe oar cos.a tow plorkiY Fag ,1141 +M as o.ww ���J�._ MH Inaelvic Bah 14.06teutor CH Per*an+d sand .F.ae+l MA WO CYO AHlM bexw� ,„„„„ OH Creme MMI,a nollxy5tddf uY!Ms PT Pea..yrxa.Swim Ms Talmo' ...m.,d DOL.,. Fl :4.4eee Mob vwb Cen.luens PT Penetration,N- 4, Value(hlnwt/h) i(degrees; O 25-30 0 27-32 . 10 30.35 30 3500 50 3Bi3 (Bowles.Foundation Analysis and Design) earroloteasfy of Fiw.6raiwd Sons R.dsMe D.nity of CeerewOr.4ad Sens RN.dn.Comity N.Bloom oaf Feet ReMay Oen.Ny N-Okays per Foot Very Solt 0-2 Very Loose 0-4 Soft 3-4 Lowe 4-10 Medium Sal 4-8 Meyum Dense 10.30 Sae 8-IS Dense 30-50 Verystft 16.30 Very Dense 50. Had 30.50 Very Hard 50+ VSCS Description Cohesion(kPa) Friction angle ir) Soil-class GW i.vell-graded gravel.fine to coarse gravel 0 GP poorly graded gravel 0 36 GM silly gravel 0 36 GC clayey gravel 0 34 GM-GL silly gravel 0 35 GC-CL clayey gravel with many fines 3 29 SW i,sell-graded sand,fine to coarse sand 0 38 S P poorly graded sand 0 36 SM silly sand 0 34 SC clayey sand 0 32 SM-SL silty sand with many fines 0 34 SC-CL clayey sand with many fines 5 28 ML sill 0 33 CL clay of low plasticity,lean day 20 27 CH clay of high plasticity,fat clay 25 22 OL organic sill,organic day 10 25 OH organic clay.organic silt 10 22 MH sill of high plasticity,elastic silt 5 24 Unified Soil Classification System(USCS) httoften wikipedia-orgtwiki/Unified Soil Classification System PROJ: --- ---- —_ _. l: DATE: • XT ! UCTURA L — ENGR: /Si-/Colo Sw th,tp_,C,f•5 VIEW DR.. - ,p_Av. 7-1 Lonu1 a,-! 7)ccu_ p!E(a.G PIER -r-u n c n. 2 dEF co gay of 2, j D� o t 1 : APO PsF)(S'�(V.si =/3 O.”- i .)1._. oe--/ .2_, : F-Df-/ 4.ti, o,-/ z. . -A, i 8 (coopspxs')(I j = Z7,_,. J- Zfn"4 r. Dk, o H .2- 1/5—,SF�(5'Ar7') = Cps✓.7# p' I I I I 1 I ( w kJ o I-/ /_ ,: (ln0 /) F)t S)(7) = Z'7-Oo Low;P- DECx. -FRAT.t<<-( , f du Pr I- F C7/SPSF-X42 9(LP ) > �0�'77t 1 7 it Lk- orr _L• l$.-/ow ) 4 t UppE . -PLEoo,z Cie__ FP-Am irL , I- , - /o rwi_ a J 1 : To-rkl_ or-/ y .D: 33-- .7"- -t- 6,o-5--+ 7,x, = /7/2.-5-1. �: (p-77- A_ : /3 5o 7 Z�cm = /o,5—o /i Z 7=7 .Uri _ /9/2.- 5'-r—�Og—o = 5-�J(p2_,- 5— P==2-=7(2-)( 33�5-") Di-O. ? a-o.-7S5 'r /7/2.5- r-0.75'(�a - ,'-/ -ioo) =&c - � i v 7 _= Z :7 (Z,(Co 0;5..rt )= /Z/ 5-07 Or/ PIER-.i — -- i _ or-! /Pik--1 Portland,OR �,_�`' Kansas City,Missouri 1P1 VTR UC T A Helical Pile Design Design Working Loath O„n= 12.15 kips Oe= 0 Pile Properties: Pile Type HP288 Finishes Plain Shaft Diameter 2.875 in Batter Angle 2 Pile Compression Capacity P„= 74 Kips (Allowable) P. 148 Kips (Ultimate) OK... Pile Tension Capacity P,= 41.6 Kips (Allowable) P,= 83.2 Kips (Ultimate) OK... Maximum Soil Capacity D.= 35.5 kips (Allowable) Ctu= 71.1 kips (Ultimate) Torque Correlation Factor = 9 Installation Torque Reqd Timsii= 1350 ft-lb =(Dot/Ks)•1000 =(17.98/9)-1000(U/timate) Maximum Rated Torque T.= 3944 ft-lb =1Oa/Kb)-1000 =(35.5/9)•1000 (Allowable) T„n= 7900 ft-lb =(o„/0)•1o00 =(71.1/9)-1000 (Ultimate) OK... Bearing Capacity: Head Depth 1 ft I elan Pile Length 9 ft Tip Depth 10 ft • • Diameter Area GRAD[ (in) Ift^2) 0 ft Heil„= 10 0.50 a1 H,n„= 12 0.74 " De Hai;,j= 0 0.00 -� U Sft Ha'„n= 0 0.00 0 0.00 Heuas= 0 0.00 1.24 x Bearing Capacity O„= 182941bs OK... 1 D2—I Sft Qu ao= 12578'Ah psf } ��— FinalTorque (if applicalble) T,.{ 2033 ft-Ib =(a,/Kn) OK... ' OK... IDs-1 10 ft (1„es= 16211'Ah psf , 111111 • Portland,OR Kansas City,Missouri VRUSTA Simple Bucking:(Column) Pile Properties Ar= 2.11 in^2 L„= 10ft Ey= 60 ksi E= 29000 ksi Oa= 2.875 in Iv= 2.361 in Radius of Gyration r= ZROJo'-In')/2 =J(z.875'.2.361'I/2 Effective Length Factor k= 0.65 Fixed at top and Bottom Column Slenderness Parameter r= 1.13 =((kL„]/ra)J(F,5/E) =(i0.65 101/0.82n)4(60 I 29000) Critical Buckling Stress Fc,= 50.62 ks1 =10.658r')Fy =10.658-1.13')•60 _(0.877/r')Fy(0.877/1.39')-60 Compressive Strength for Flexural Buckling P„= 80.11 kips =AaF,r 0.75=2.11 50.62-0.75 Bracket Capacity: Construction Type Retrofit Bracket F5288B(HP288) Bracket Capacity 64 Kips OK... ICC ESEVALUATION SERVICE L, Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3074 Reissued July 2019 This report is subject to renewal July 2021. www.icc-es.orc( I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 31 00 00—EARTHWORK HP350LS, respectively), extension shafts (HP288E and Section:31 63 00—Bored Piles HP350E, respectively), Type A side-load brackets (FS288B, FS288BL2 and FS288BL for Model HP288, and REPORT HOLDER: HP350BS for Model HP350), and Type B direct-load brackets(HP288NCB and HP288NCB8 for Model HP288, SUPPORTWORKS,INC. and HP350NCB and HP350NCB8 for Model HP350), for attachment to concrete foundations. EVALUATION SUBJECT: 3.2.1 Helical Lead Sections and Extensions: SUPPORTWORKS HELICAL FOUNDATION SYSTEMS Supportworks helical pile lead sections consist of one or more helical-shaped circular steel plates factory-welded 1.0 EVALUATION SCOPE to a central steel shaft. The depth of the helical piles in soil is typically extended by adding one or more steel Compliance with the following codes: shaft extensions that are mechanically connected II 2018, 2015, 2012, 2009 and 200E International together by couplings,to form one, continuous steel pile. Building Code®(IBC) The central steel shaft of the HP288 lead and • 2013 Abu Dhabi International Building Code(ADIBC)1 extension sections is a round, 27/a-inch-outside-diameter (73 mm), 0.276-inch-nominal-wall-thickness (7.0 mm), tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections hollow structural section. The central steel shaft of the referenced in this report are the same sections in the ADIBC. HP350 lead and extension sections is a round, 31/2-inch- For evaluation for compliance with codes adopted by the outside-diameter (88.9 mm), 0.340-inch-nominal-wall- Los Angeles Department of Building and Safety(LADBS), thickness(8.6 mm), hollow structural section. The various see ESR-3074 LABC Supplement. shaft lead and extension configurations are listed in Properties evaluated: Table 5. • Structural Each helical steel bearing plate (helix) is 0.375 inch (9.5 mm) thick, and has a 3-inch (76 mm) pitch and ■ Geotechnical circular edge geometry with an outer diameter of 8, 10, 12 2.0 USES or 14 inches (203, 254, 305 or 356 mm). The helices are welded to the helical shaft.The lead helix is located about Supportworks, Inc. (Supportworks) Models HP288 and 4 inches from the tip of the shaft lead section. The HP350 Helical Foundation Systems are used either to extensions may consist of the shaft only or include helix underpin foundations of existing structures or to form plates. deep foundations for new structures and are designed to The HP288 extension section couplings consist of a transfer axial compression and axial tension loads from round, 5.04-inch-long (128 mm), 31/2-inch-outside- the supported structures to suitable soil bearing strata. diameter (89 mm), 0.281-inch-nominal-wall-thickness 3.0 DESCRIPTION (7.1 mm), hollow structural section outer sleeve, and two 3.1 General: 3/4-inch-diameter (19.1 mm) standard hex threaded bolts and matching standard hex jam nuts. The pipe sleeve is Supportworks Models HP288 and HP350 helical factory-welded to the end of the extension section. (See foundation systems consist of a central lead shaft with Figure 3.) one or more helical-shaped steel bearing plates, The HP350 extension section couplings consist of a extension shafts, which may or may not consist of helical round, 11-inch-long (279.4 mm), 41/4-inch-outside- bearing plates, shaft couplings that connect multiple shaft diameter (108 mm), 0.344-inch-nominal-wall-thickness sections, and a bracket that allows for attachment to the (8.7 mm), hollow structural section outer sleeve, and four supported structure. The shafts with helix bearing plates 1-inch-diameter (25.4 mm) standard hex threaded bolts are screwed into the ground by application of torsion and and matching standard hex jam nuts. The pipe sleeve is the shaft is extended until a desired depth and/or a slip-fitted over the connected sections. (See Figure 4.) suitable soil or bedrock bearing stratum is reached. 3.2 System Components: 3.2.2 Brackets: Brackets are constructed with factory- welded steel plate and steel pipe components. The Supportworks Models HP288 and HP350 helical different brackets are described in Sections 3.2.2.1 foundation systems include a lead shaft (HP288L and through 3.2.2.3. 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 as an endorsement of the subject of the report or a recommendation for as use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other mailer in this report,or as Many product covered by the report. a� Copyright 0 2019 ICC Evaluation Service,LLC.All rights reserved. Page 1 of 14 ESR-3074 I Most Widely Accepted and Trusted Page 2 of 14 3.2.2.1 Retrofit Bracket Assemblies FS288B, The HP288NCB8 bracket is identical to the HP288NCB FS288BL2 and FS288BL: The FS288B, FS288BL2 and bracket except that the HP288NCB8 cap plate is an FS288BL bracket assemblies are designed for use with 8-inch-square(203 mm)steel plate. (See Figure 2A.) • the HP288 helical shaft and are used to transfer axial The HP350NCB bracket is manufactured from a compressive loading from existing concrete foundations 5.53-inch-long (140.5 mm), 41/4-inch-outside-diameter to the HP288 helical piles. The bracket assembly consists (108 mm), 0.313-inch-nominal-wall-thickness (8.0 mm) of an FS288B, FS288BL2 or FS288BL bracket, an steel pipe sleeve which is factory-welded to a 3/4-inch- external pipe sleeve (FS288ES30 or FS288ES48), a cap thick(19.1 mm), 7-inch-square (178 mm)steel cap plate. plate (FS288C), two threaded rods and matching nuts. The bracket is attached to the shaft with two 1-inch- (See Figures 1A and 1 B.) diameter (25.4 mm) standard hex threaded bolts and The FS288B, FS288BL2 and FS288BL brackets are with matching 1-inch (25.4 mm) standard hex jam nuts. constructed from factory-welded, 0.250-inch-, 0.3125- (See Figure 2B.) inch-, 0.375-inch-and 0.500-inch-thick (6.4 mm, 7.9 mm, The HP350NCB8 bracket is identical to the HP350NCB 9.5 mm, and 12.7 mm)steel plates. bracket except that the HP350NCB8 cap p plate is an The external sleeve(FS288ES30)is manufactured from 8-inch-square(203 mm)steel plate. (See Figure 2B.) a 30-inch-long (762 mm), 31/2-inch-outside-diameter 3.3 Material Specifications: (89 mm) and 0.216-inch-nominal-wall-thickness (5.5 mm) pipe with one factory-Flared end. The FS288ES48 3.3.1 HP288 Lead and Extension Shafts: The HP288 external sleeve is identical to the FS288ES30 except t that leads and extensions are carbon steel round structural that FS288ES48 is 48 inches(1219 mm)long. tubes t at conform to ASTM A500, Grade B or C, having The FS288C cap plate assembly is manufactured from a minimum yield strength of 60 ksi (413 MPa) and a minimum tensile strength of 70 ksi (483 MPa). The a 1-inch-thick (25.4 mm), 4-inch-wide (102 mm), 8.25- shaft finish is either plain steel or hot-dip galvanized inch-long (210 mm) steel plate. The cap plate is attached in accordance with ASTM A123. to the retrofit bracket with two 3/4-inch-diameter-by-16- inch-long (19.1 mm by 406 mm) threaded rods, and 3.3.2 HP350 Lead and Extension Shafts: The HP350 matching 3/4-inch(19.1 mm)heavy hex nuts. (See Figures leads and extensions are carbon steel round structural 1A, 1B and 1C.) tubes that conform to ASTM A500, Grade B or C, having 3.2.2.2 Retrofit Bracket Assembly HP350BS: The a minimum yield strength of 65 ksi (448 MPa) and a ft HP350BS bracket assembly is designed for use with the fiminimum tensile strength of 75 ksi hot(51-dip MPa).lThe dsh in HP350 helical shaft and is used to transfer axial accohrdance is eitherh plain steel or hot-dip galvanized in loading fromexisting accordance with ASTM A123. compressive oad g a st ng concrete foundations to the HP350 helical piles. The bracket assemblyconsists 3.3.3 Shaft Coupling: of a HP350BS bracket, an external pipe sleeve 3.3.3.1 Pipe Sleeves (For HP288 and HP350 Shafts): (FS350ES30), a cap plate (FS350C), two threaded rods The sleeves are carbon steel round structural tubing and matching nuts. (See Figure 1D.) that conforms to ASTM A513, Type 5, Drawn Over a The HP350BS brackets are constructed from factory- Mandrel (DOM), Grade 1026, having a minimum yield welded, 0.375-inch- and 0.500-inch-thick (9.5 mm, and strength of 70 ksi (483 MPa) and a minimum tensile 12.7 mm)steel plates. strength of 80 ksi (552 MPa). The sleeve finish is either The external sleeve (FS350ES30) is manufactured plain steel or hot-dip galvanized in accordance with ASTM A123. from a 30-inch-long (762 mm), 4-inch-outside-diameter (102 mm) and 0.226-inch-nominal-wall-thickness 3.3.3.2 HP288 Bolts and Nuts: The steel coupling (6.6 mm)pipe with one factory-flared end. bolts are 3/4-10 UNC 2A standard hex bolts conforming The FS350C cap plate is manufactured from a 23/4-inch to SAE J429, Grade 5, having a minimum yield strength of 92 ksi (634 MPa) and a minimum tensile strength of (69.9 mm) by 11/2-inch (38.1 mm), 0.25-inch-thick (6.4 mm) steel capture plate that is factory-welded to a 120 ksi UNC(8 2B7 stMand).ard The matching ,steel nutsm are 1%-inch-thick(31.8 mm), 8'/cinch-wide(216 mm), 4-inch- SAE J995, standard hex jamd nuts, conforming to long (102 mm) steel plate. The cap plate is attached to accor Grade 5. The bolts and nutso are zinc-coated in the retrofit bracket with two 7/a-inch-diameter-by-18-inch- 8.nce with ASTM B633, with coating classification long (22.2 mm by 457 mm)threaded rods, and matching Fe/Zn 7/8-inch(22.2 mm)heavy hex nuts.(See Figure 1D.) 3.3.3.3 HP350 Bolts and Nuts: The steel coupling bolts 3.2.2.3 New Construction Brackets HP288NCB, are 1-8 UNC 2A standard hex bolts conforming to SAE HP288NCB8, HP350NCB and HP350NCB8: J429, Grade 5, having a minimum yield strength of 92 ksi HP288NCB, HP288NCB8, HP350NCB and HP350NCB8 (634 MPa) and a minimum tensile ne strength of 120 ksiB brackets are designed for embedment in cast-in-place standard(827 MPa). The nuts,matching steel nuts are J995,198 GUrade 2B 5. concrete foundations. The brackets are used to support hex nutsm are zinc-coategd to SAEcor nce w th axial tensile and compressive loads that are concentric The bolts and lassicatiin accordance with with the longitudinal axis of the shaft. (See Figures 2A ASTM B633,with coating classification Fe/Zn 8. and 2B.) 3.3.4 Helix Plates(For HP288 and HP350 Shafts):The The HP288NCB bracket is manufactured from a steel plates conform to ASTM A572, Grade 50, having a 4.65-inch-long (118.1 mm), 31/2-inch-outside-diameter minimum yieldstrength of ksi (345MPa) and a minimum tensile strength of 655 ksi (448 MPa). The helix (89 mm), 0.250-inch-nominal-wall-thickness (6.4 mm) finish is the same as that of the shaft to which the helix steel pipe sleeve which is factory-welded to a 3/4-inch- is factory-welded. thick (19.1 mm), 6-inch-square (152 mm) steel cap plate. The bracket is attached to the shaft with two /4-inch- 3.3.5 Retrofit Bracket Assemblies FS288B, diameter(19.1 mm)standard hex threaded bolts and with FS288BL2 and FS288BL: matching 3/4-inch (19.1 mm) standard hex jam nuts. 3.3.5.1 FS288B, FS288BL2 and FS288BL Brackets: (See Figure 2A.) The steel plates used in the FS288B and FS288BL • ESR-3074 I Most Widely Accepted and Trusted Page 3 of 14 brackets conform to ASTM A36, having a minimum a minimum tensile strength of 58 ksi (400 MPa). The yield strength of 36 ksi (248 MPa) and a minimum plate finish is either plain steel or hot-dip galvanized in tensile strength of 58 ksi (400 MPa). The steel plates accordance with ASTM A123. used in the FS288BL2 bracket conform to ASTM A572, 3.3.7.2 Pipe Sleeves: The pipe sleeves are steel round Grade 50, having a minimum yield strength of 50 ksi structural tubes that conform to ASTM A513, Type 5, (345 MPa) and a minimum tensile strength of 65 ksi DOM, Grade 1026, having a minimum yield strength of (448 MPa). The bracket finish is either plain steel or 70 ksi (483 MPa) and a minimum tensile strength of 80 hot-dip galvanized in accordance with ASTM A123. ksi (552 MPa). The sleeve finish is either plain steel or 3.3.5.2 FS288ES30 and FS288ES48 Sleeves: The hot-dip galvanized in accordance with ASTM A123. carbon steel structural round tubing, used for the 3.3.7.3 Bolts and Nuts: The steel bolts and nuts are 30-inch- and 48-inch-long (762 mm and 1219 mm) those described in Section 3.3.3.2 for the HP288 shaft sleeves, conforms to ASTM A500, Grade B or C, having a and Section 3.3.3.3 for the HP350 shaft. minimum yield strength of 50 ksi (345 MPa) and a minimum tensile strength of 62 ksi (427 MPa). The 4.0 DESIGN AND INSTALLATION sleeve finish is either plain steel or hot-dip galvanized 4.1 Design: in accordance with ASTM A123. 4.1.1 General: Structural calculations (analysis and 3.3.5.3 FS288C Cap Plate Assembly:. The steel cap design) and drawings, prepared by a registered design plate conforms to ASTM A572, Grade 65, having a professional, must be approved by the code official minimum yield strength of 65 ksi (448 MPa) and a for each project, and must be based on accepted minimum tensile strength of 80 ksi (552 MPa). The cap engineering principles as described in IBC Section plate assembly finish is either plain steel or hot-dip 1604.4, and must conform to Section 1810 of the 2018, galvanized in accordance with ASTM A123. 2015,2012 and 2009 IBC(Section 1808 of the 2006 IBC). 3.3.5.4 Threaded Rods and Nuts:The 3/4-inch-diameter The design method for the steel components is Allowable steel threaded rods conform to ASTM A193, Grade B7, Strength Design (ASD), described in IBC Section 1602 having a minimum yield strength of 105 ksi (724 MPa) and AISC 360 Section B3.4. The structural analysis must and a minimum tensile strength of 125 ksi (862 MPa). consider all applicable internal forces due to applied The matching 3/4-inch-diameter steel heavy hex nuts loads, structural eccentricity, and maximum spans conform to ASTM A563 Grade DH or DH3, or ASTM between helical foundations. The result of this analysis, A194 Grade 2H. The threaded rods and nuts are and the structural capacities, shall be used to select a zinc-coated in accordance with ASTM B633, with coating helical foundation system. classification Fe/Zn 8. The ASD capacities of Supportworks helical foundation 3.3.6 Retrofit Bracket Assembly HP350BS: system components are indicated in Tables 1,2, 3, and 5. 3.3.6.1 HP3506S Bracket: The steel plates used in The geotechnical analysis must address the suitability of thIt the bracket conform to ASTM A36, having a minimum met alsosol addfouress system center-to-centerfor the specific spacing project. e yield strength of 36 ksi (248 MPa) and a minimum tensile must the oheffects a of the helicalpiles, consideringboth effects on the supported strength of 58 ksi (400 MPa). The bracket finish is either pp foundation and structure and group effects on the pile-soil plain steel or hot-dip galvanized in accordance with capacity. The analysis must include estimates of the axial ASTM A123. tension and/or compression capacities of the helical piles, 3.3.6.2 FS350ES30 Sleeve: The carbon steel whatever is relevant for the project,and the expected total structural round tubing, used for the 30-inch-long and differential foundation movements due to single pile (762 mm)sleeve, conforms to ASTM A500, Grade B or C, or pile group, as applicable. having a minimum yield strength of 50 ksi (345 MPa) A written report of the geotechnical investigation must and a minimum tensile strength of 62 ksi (427 MPa). be submitted to the code official as one of the required The sleeve finish is either plain steel or hot-dip submittal documents, prescribed in Section 107 of the galvanized in accordance with ASTM A123. 2018, 2015, 2012 and 2009 IBC (Section 106 of the 2006 3.3.6.3 FS350C Cap Plate: The 11/4-inch-thick IBC), at the time of the permit application. The (31.8 mm)steel plate conforms to ASTM A572, Grade 50, geotechnical report must include, but need not be limited having a minimum yield strength of 50 ksi (345 MPa) to,the following information: and a minimum tensile strength of 65 ksi (448 MPa). 1. A plot showing the location of the soil investigation. The 0.25-inch-thick steel capture plate conforms to ASTM A36, having a minimum yield strength of 36 ksi 2. A complete record of the soil boring and penetration (248 MPa) and a minimum tensile strength of 58 ksi test logs and soil samples. (400 MPa). The cap plate finish is either plain steel or 3. A record of soil profile. hot-dip galvanized in accordance with ASTM A123. 4. Information on groundwater table, frost depth and 3.3.6.4 Threaded Rods and Nuts:The 7/8-inch-diameter corrosion-related parameters, as described in Section steel threaded rods conform to ASTM A193, Grade B7, 5.5 of this report. having a minimum yield strength of 105 ksi (724 MPa) 5. Soil properties, including those affecting the design and a minimum tensile strength of 125 ksi (862 MPa). such as support conditions for the piles. The matching 7/8-i nch-d iameter steel heavy hex nuts conform to ASTM A563 Grade DH or DH3, or ASTM 6. Recommendations for design criteria, including but A194 Grade 2H. The threaded rods and nuts are not limited to mitigations of effects of differential zinc-coated in accordance with ASTM B633, with settlement and varying soil strength, and effects of coating classification Fe/Zn 8. adjacent loads. 3.3.7 New Construction Brackets HP288NCB, 7. Field inspection and reporting procedures (to include HP288NCB8,HP350NCB and HP350NCB8: procedures for verification of the installed bearing 3.3.7.1 Plates: The steel plates conform to ASTM A36, capacity when required). having a minimum yield strength of 36 ksi (248 MPa) and 8. Load test requirements. ESR3074 I Most Widely Accepted and Trusted Page 4 of 14 9. Any questionable soil characteristics and special 40 kips(177.9 kN). (See Tables 1, 2, 3 and 5.)For helical design provisions, as necessary. piles with more than one helix, the allowable helix 4.1.2 Bracket Capacity (P1): Only the localized limit capacity (P3) for the helical foundation system may be state of concrete bearing strength in compression has taken as the sum of the allowable capacity of each been evaluated for this evaluation report. All other limit individual helix. states related to the concrete foundation, such as those 4.1.5 Soli Capacity (P4): The allowable axial limit states described in Chapter 17 of ACI 318-14 under compressive or tensile soil capacity (P4) can be the 2018 and 2015 IBC (ACI 318 Appendix D under the estimated by a registered design professional in 2012, 2009 and 2006 IBC), punching (two-way) shear, accordance with a site-specific geotechnical report, as beam (one-way)shear, and flexural(bending) related limit described in Section 4.1.1, combined with the individual states, have not been evaluated for this evaluation report. helix bearing method (Method 1), or from field loading The concrete foundation must be designed and justified to tests conducted under the supervision of a registered the satisfaction of the code official with due consideration design professional (Method 2). For either Method 1 or to all applicable limit states, and the direction and Method 2, the predicted axial load capacities must be eccentricity of applied loads, including reactions provided confirmed during the site-specific production installation, by the brackets acting on the concrete foundation. (See such that the axial load capacities predicted by the torque Tables 1,2 and 3.) correlation method are equal to or greater than those 4.1.3 Shaft Capacity (P2): The tops of shafts must be predicted by Method 1 or 2,described above. braced as prescribed in Section 1810.2.2 of the 2018, With the individual helix bearing method, the total 2015, 2012 and 2009 IBC (Section 1808.2.5 of the 2006 nominal axial load capacity of the helical pile is IBC). In accordance with Section 1810.2.1 of the 2018, determined as the sum of the individual areas of the 2015, 2012 and 2009 IBC (Section 1808.2.9 of the 2006 helical bearing plates times the ultimate bearing IBC), any soil other than fluid soil is deemed to afford capacities of the soil or rock comprising the respective sufficient lateral support to prevent buckling of systems bearing strata for the plates. that are braced. When piles are standing in air, water or The design allowable axial load must be determined by fluid soils, the unbraced length is defined as the length of dividing the total ultimate axial load capacity predicted by pile that is standing in air, water or fluid soils plus an either Method 1 or 2,above, by a factor of safety(FOS)of additional 5 feet (1524 mm) when embedded into firm at least 2.0. soil, or an additional 10 feet(3048 mm)when embedded into soft soil. Firm soils are defined as any soil with a With the torque correlation method, the total ultimate Standard Penetration Test (SPT) blow count of five or and allowable axial load capacities are predicted as greater. Soft soil is defined as any soil with an SPT blow follows: count greater than zero and less than five. Fluid soil is Quit =Kt T (Eq. 2) defined as any soil with an SPT blow count of zero [weight of hammer(WOH) or weight of rods (WOR)]. The Qan =Quit/FOS (Eq. 3) SPT blow counts must be determined in accordance with FOS a 2.0 ASTM D1586. For fully braced conditions where the pile Where: is installed in accordance with Section 1810.2.2 of the 2018, 2015, 2012 and 2009 IBC (Section 1808.2.5 of the Quit = Ultimate axial tensile or compressive capacity (lbf 2006 IBC) and piles do not stand in air, water, or fluid or N)of the helical piles. soils, the allowable shaft capacities must not exceed the = Allowable axial tensile or compressive capacity maximum design loads shown in Tables 1, 2 and 5. Shaft (P4)(lbf or N)of the helical piles. See Tables 1, 2, capacities of helical foundation systems in air, water or 3 and 5 for the allowable soil capacity of the fluid soils must be determined by a registered design HP288 and HP350 systems, based on the torque professional. The ASD shaft tension capacities are shown correlation method. in Tables 3 and 5, the ASD shaft compression capacities are shown in Tables 1, 2 and 5, and the shaft torsional Kt =Torque correlation factor. (See Table 5.) rating is shown in Table 5. T = Final installation torque, which is the final torque The elastic shortening/lengthening of the pile shaft will recorded at the termination (final) depth of the be controlled by the applied loads and the mechanical installed pile during the field installations (lbf-ft or and geometrical properties of the HP288 or HP350 shafts N-m). and the shaft couplings. The shaft elastic shortening or 4.1.6 Foundation System: The ASD allowable capacity lengthening can be determined from the equation: of the Supportworks helical foundation system in tension P•L and compression depends upon the analysis of Ashaft= .eE (Eq' 1) interaction of brackets, shafts, helical plates and soils; where: must be the lowest value of P1, P2, P3 and P4. Ashefl = change in shaft length due to elastic shortening 4.1.6.1 Foundation System (2018, 2015, 2012 and or lengthening(inches) 2009 IBC): Under the 2018, 2015, 2012 and 2009 IBC, the additional requirements described in this section P = applied axial compression or tension load(lbf) (Section 4.1.6.1) must be satisfied. For all design = pile shaft length(inches) methods permitted under Section 4.1.1 of this report, the z allowable axial compressive and tensile load of the helical A = shaft cross-sectional area(in )(see Table 4) pile system must be based on the least of the following E = shaft steel modulus of elasticity (psi) (see conditions in accordance with 2018, 2015, 2012 and Table 4) 2009 IBC Section 1810.3.3.1.9: 4.1.4 Helix Plate Capacity (P3): The allowable axial • P4: Allowable load predicted by the individual helix compression and tension load capacities (P3) for each bearing method (or Method 1) described in Section individual helical plate diameter(8, 10, 12 or 14 inches) is 4.1.5 of this report. ESR-3074 I Most Widely Accepted and Trusted Page 5 of 14 • P4: Allowable load predicted by the torque correlation acceptance of the registered design professional and method described in Section 4.1.5 of this report. the approval of the code official. • P4: Allowable load predicted by dividing the ultimate 3. The bearing surfaces of the concrete(bottom and side • capacity determined from load tests (Method 2 of footing) must be prepared so that they are smooth described in Section 4.1.5) by a FOS of at least 2.0. and free of all soil, debris and loose concrete so as to This allowable load will be determined by a registered provide a full and firm contact of the retrofit bracket design professional for each site-specific condition. plates. • P2: Allowable capacities of the shaft and shaft 4. The edge of the lead section shaft must be located couplings. See Section 4.1.3 of this report. about 1 /2 inches(38 mm)from the bottom edge of the footing with a required angle of inclination of 2.5 t 1.0 • P3: Sum of the allowable axial capacity of helical degrees from the vertical for the HP288 shaft and 3.2 bearing plates affixed to the pile shaft. See Section t 1.0 degrees from the vertical for the HP350 shaft. 4.1.4 of this report. Installation must be as described in Section 4.2.2. • P1: Allowable axial load capacity of the bracket. See 5. When the final bearing depth is reached, the pile Section 4.1.2 of this report. shafts are cut to approximately 13 inches (330 mm) 4.2 Installation: above the bottom of footing. 4.2.1 General: The Supportworks helical foundation 6. The external sleeve must be placed through the systems must be installed by Supportworks trained and bracket body and over the shaft. Once under the certified installers. The Supportworks helical foundation footing, the bracket must be rotated 180 degrees systems must be installed in accordance with Section 4.2, toward the footing. The bracket must be raised up to 2018, 2015, 2012 and 2009 IBC Section 1810.4.11, the footing and held in place while the thread rods and site-specific approved construction documents cap plate are attached. (engineering drawings and specifications), and the 7. The cap plate and all thread rods and tightening nuts manufacturer's written installation instructions. In case of must be installed to snug the bracket to the bottom of conflict,the most stringent requirement governs. the footing. 4.2.2 Helical Pile Installation: The helical piles are 8. Soil must be placed and compacted up to the bottom typically installed using hydraulic rotary motors having of the bracket prior to structural lift or load transfer. forward and reverse capabilities. The foundation piles must be aligned both vertically and horizontally as 9. A lift cylinder can be used to lift the structure to specified in the approved plans. The helical piles must be desired elevation and to transfer the designated installed in a continuous manner with the pile advancing portion of the foundation load to the helical pile at a rate equal to at least 85 percent of the helix pitch per system. revolution at the time of final torque measurement. 10.Lifting of the existing foundation structure must be Installation speeds must be limited to less than 25 verified by the registered design professional and is revolutions per minute (rpm). The lead and extension subject to approval of the code official to ensure sections must be attached to the drive head with a that the foundation and superstructure are not product adaptor supplied by Supportworks. Torque overstressed. readings must be taken at minimum intervals corresponding to each lead or extension section length 11.Field installation logs must be completed and and at final termination depth. The lead and extension excavation pits or trenches must be backfilled and sections are connected with the coupling bolts and nuts compacted. When possible or as required by the described in Section 3.2.1, and tightened to a snug-tight approved construction document, grades or other condition as defined in Section J3 of AISC 360. The final means must be constructed to allow proper, positive installation torque must equal or exceed that as specified surface drainage away from the structure. by the torque correlation method (see Section 4.1.5), in 4.2.4 New Construction Bracket Installation: order to support the allowable design loads of the structure using a torque correlation factor (Kt) of 9 ft-1 1. The helical pile must be installed in accordance with (29.5 rri 1) for the HP288 shaft and a K1 of 7 ff1 (23.0 m 1) Section 4.2.2 with an allowable angular tolerance of t for the HP350 shaft. The installation torque must not 1 degree from vertical. exceed 7,898 ft-lbs(10 708 N-m)for the HP288 shaft and 2. The top of pile elevation must be established and must not exceed 17,500 ft-lbs (23,727 N-m) for the must be consistent with the specified elevation. If HP350 shaft. See Section 5.0 for further installation necessary, the pile can be cut off in accordance conditions of use. with the manufacturer's instructions at the required 4.2.3 Retrofit Bracket Installation: elevation. 1. An area must be excavated to expose the footing with 3. The new construction bracket must be placed over the an excavation approximately 3 feet (914 mm) square top of the pile, with the bracket cap plate in full, direct and with a depth of about 13 inches (330 mm) below contact(bearing)with the top of the pile shaft. the bottom of the footing. The soil is removed below 4. If the pile is used to resist tension forces, the new the bottom of the footing to about 9 inches (229 mm) construction bracket must be embedded with proper from the footing face in the area where the bracket distance into the footing or grade beam as required to bearing plate will be placed. The vertical and bottom resist the tension loads as determined by a registered faces of the footing must, to the extent possible, be design professional. For piles used to resist tension, smooth and at right angles to each other for the each new construction bracket must be through-bolted mounting of the support bracket. to the helical pile shaft with two bolts and matching 2. Notching of footings may be needed to place the nuts as specified in Sections 3.2.2.3 and 3.3.7.3, and retrofit bracket directly under the wall/column. installed to a snug-tight condition in accordance with Notching must be performed, however, only with the Section 4.2.2. Refer to Tables 2 and 3 for the proper ESR-3074 I Most Widely Accepted and Trusted Page 6 of 14 embedded edge distance requirements for the shaft from concrete reinforcing steel, building structural and bracket. steel, or any other metal building components. 4.3 Special Inspection: 5.7 The new construction helical piles (piles with new Continuous special inspection in accordance with Section construction brackets) must be installed vertically 1705.9 of the 2018, 2015 and 2012 IBC(Section 1704.10 plumb into the ground with a maximum allowable of the 2009 IBC, and Section 1704.9 of the 2006 IBC) angle of inclination tolerance of 0° ± 1°. To comply must be provided for the installation of foundation piles with requirements found in Section 1810.3.1.3 of the and foundation brackets. Where on-site welding is 2018,2015, 2012 and 2009 IBC(Section 1808.2.8 of required, special inspection in accordance with Section the 2006 IBC), the superstructure must be designed 1705.2 of the 2018, 2015 and 2012 IBC (Section 1704.3 to resist the effects of helical pile mislocation. of the 2009 and 2006 IBC) is also required. Items to be 5.8 The retrofit helical piles must be installed at a confirmed by the special inspector include, but are not maximum angle of inclination of 2.5 ± 1.0 degrees limited to, the manufacturer's certification of installers, from the vertical for the HP288 shaft and 3.2 ± 1.0 verification of the product manufacturer, helical pile and degrees from the vertical for the HP350 shaft. bracket configuration and identification, inclination and 5.9 Special inspection is provided in accordance with position of the helical pies, the installation torque and Section 4.3 of this report. depth of the foundation piles, compliance of the installation with the approved construction documents and 5.10 Engineering calculations and drawings, in this evaluation report. accordance with recognized engineering principles 5.0 CONDITIONS OF USE as described in IBC Section 1604.4, and complying with Section 4.1 of this report and prepared by a Supportworks, Inc. (Supportworks) Models HP288 and registered design professional, are provided to, and HP350 Helical Foundation Systems described in this approved by,the code official. report comply with the 2018, 2015, 2012 and 2009 IBC 5.11 The adequacy of the concrete structures that are and are suitable alternatives to what is specified in the connected to the Supportworks brackets must be 2006 IBC,subject to the following conditions: verified by a registered design professional, in 5.1 The Supportworks helical foundation systems are accordance with applicable code provisions, such as manufactured, identified and installed in accordance Chapter 13 of ACI 318-14 under the 2018 and 2015 with this report, approved construction documents IBC (Chapter 15 of ACI 318-11, -08 and -05 under (engineering drawings and specifications), and the the 2012, 2009 and 2006 IBC respectively) and manufacturer's written installation instructions. In Chapter 18 of the IBC. The adequacy is subject to case of conflict, the most stringent requirement the approval of the code official. governs. 5.12 A geotechnical investigation report for each project 5.2 The Supportworks helical foundation systems have site must be provided to the code official for approval been evaluated for support of structures assigned in accordance with Section 4.1.1 of this report. to Seismic Design Categories A, B and C in 5.13 When using the alternative basic load combinations accordance with IBC Section 1613. Helical prescribed in IBC Section 1605.3.2, the allowable foundation systems that support structures assigned stress increases permitted by material chapters of to Seismic Design Category D, E or F, or that are the IBC (including Chapter 18) or the referenced located in Site Class E or F, are outside the scope of standards are prohibited. this report, and are subject to the approval of the code official, based upon submission of an 5.14 The minimum helical pile center-to-center spacing engineering design in accordance with the code by a must be three times the largest helical bearing plate registered design professional. diameters at the depth of bearing. For piles with closer spacing, the pile allowable load reductions 5.3 Installations of the helical foundation systems are due to pile group effects must be included in the limited to regions of concrete members where geotechnical report described in Section 4.1.1 of this analysis indicates no cracking occurs at service load report, and must be considered in the pile design by levels. a registered design professional. The spacing and 5.4 Retrofit and new construction brackets must be used load reductions, if applicable, are subject to the only to support structures that are laterally braced as approval of the code official. defined in Section 1810.2.2 of the 2018, 2015, 2012 5.15 For piles supporting tension loads,the piles must be and 2009 IBC(Section 1808.2.5 of the 2006 IBC). installed such that the minimum depth from the 5.5 Use of Supportworks helical foundation systems in ground surface to the uppermost helix is 12D, where exposure conditions to soil that are indicative of D is the diameter of the largest helix. In cases where potential pile deterioration or corrosion situations as the installation depth is less than 12D, the minimum defined by the following: (1) soil resistivity of less embedment depth must be determined by a than 1,000 ohm-cm; (2)soil pH of less than 5.5; (3) registered design professional based on site-specific soils with high organic content; (4) soil sulfate soil conditions, and the determination is subject concentrations greater than 1,000 ppm; (5) soils to the approval of the code official. For tension located in a landfill; or(6)soil containing mine waste, applications where the helical pile is installed at an is beyond the scope of this evaluation report. embedment depth of less than 12D, the torque- 5.6 Zinc-coated steel and bare steel components must correlation soil capacity, P4, is outside of the scope of this evaluation report. not be combined in the same system, except where the sacrificial thickness (Ts) for the zinc-coated 5.16 Evaluation of compliance with Section 1810.3.11.1 of components is taken as that given for bare steel the 2018, 2015, 2012 and 2009 IBC (Section components (0.036 inch or 915 pm). All helical 1808.2.23.1.1 of the 2006 IBC) for buildings foundation components must be galvanically isolated assigned to Seismic Design Category (SDC) C, and ESR-3074 I Most Widely Accepted and Trusted Page 7 of 14 with Section 1810.3.6 of the 2018, 2015, 2012 and 7.0 IDENTIFICATION 2009 IBC (Section 1808.2.7 of the 2006 IBC) for all 7.1 The Supportworks helical foundation system buildings, is outside the scope of this evaluation components described in this report are identified by - report. Such compliance must be addressed by a labels that include the report holder's name registered design professional for each site, and the (Supportworks, Inc.); the name and address of work of the design professional is subject to approval Behlen Technology & Manufacturing Company, of the code official. Behlen Manufacturing Company or TSA 5.17 Requirements listed in the footnotes to Tables 1, 2, Manufacturing; the product name; the model number 3, and 5 must be satisfied. (HP288 or HP350); the part number; and the 5.18 Settlement of helical piles is beyond the scope of this evaluation report number(ESR-3074). evaluation report, and must be determined by a 7.2 The report holder's contact information is the registered design professional as required in Section following: 1810.2.3 of the 2018, 2015, 2012 and 2009 IBC (Section 1808.2.12 of the 2006 IBC). SUPPORTWORKS, INC. 11850 VALLEY RIDGE DRIVE 1 5.19 The Supportworks helical foundation systems are PAPILLION,NEBRASKA 68046 manufactured at the following facilities: Behlen (800)281-8545 Technology & Manufacturing Company, 3838 www.supportworks.com South 108`h Street, Omaha, Nebraska; Behlen jkortansupportworks.com Manufacturing Company, 4025 East 23rd Street, Columbus, Nebraska; and TSA Manufacturing, 14901 Chandler Road, Omaha, Nebraska. Manufacturing is done 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 September 2017(editorially revised September 2018). TABLE 1-HP288 AND HP350(WITH RETROFIT BRACKETS)ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) Bracket Part Sleeve Part . Minimum No.' No.' Bracket Description Helix(P3) P Bracket Shaft Number Soil Foundation (P1)2 (P2)2 (Per Helix of Helix (P4)6 System' Plate) Plates5 FS288B FS288ES30 HP288 Standard Bracket w/30" 24.9 63.6 40.0 1 35.5 24.9 FS288B-G FS288ES30-G Sleeve 27.9 71.1 40.0 1 35.5 27.9 FS288B FS288ES48 HP288 Standard Bracket w/48" 31.4 63.6 40.0 1 35.5 31.4 FS288B-G FS288ES48-G Sleeve 35.1 71.1 40.0 1 35.5 35.1 FS288BL FS288ES30 HP288 Low Profile Bracket 25.3 63.6 40.0 1 35.5 25.3 FS288BL-G F5288ES30-G w/30"Sleeve 28.2 71.1 40.0 1 35.5 28.2 FS288BL2 F5288ES30 HP288 Low Profile 2 Bracket 24.0 63.6 40.0 1 35.5 24.0 FS288BL2-G FS288ES30-G w/30"sleeve 26.8 71.1 40.0 1 35.5 26.8 HP350BS FS350ES30 HP350 Standard Bracket w/30" 45.4 105.0 40.0 2 61.3 45.4 HP350BS-G FS350ES30-G Sleeve 49.2 105.0 40.0 2 61.3 49.2 For SI:1 inch=25.4 mm, 1 kip=1000 lbf=4.448 kN. 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on full scale load tests per AC358 with an installed 5'-0"unbraced pile length per Section 1810.2.1 of the 2018,2015,2012 and 2009 IBC(Section 1808.2.9.2 of the 2006 IBC),having a maximum of one coupling. 'Shaft capacity is applicable only to the foundation systems that are fully braced as described in Section 4.1.3. 4Helix capacity is based on a single helix plate with outer diameter of 8, 10, 12 or 14 inches(203,254,305 or 356 mm). 'The minimum number of helix plates that must be used to achieve the full foundation system capacity. 6Soi1 capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating. 'Foundation system allowable capacity is based on the lowest of P1,P2,P3 and P4 listed in this table.See Section 4.1.6 for additional requirements. 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I -- 1 EXISIPIC ESSTIC cns7�Mc EXISIPe San and Bracket 'I ll� eTmcllr+E Threaded Rai BTR�IpTUeE Brewed Rod I STNUCTIIA6 HBO 81RUc1uRE (F52B80) L/ (HMRR-8214Z-07518) �� (MWFR-5210-2-0ors =� im WO Low Pro r ilretiel 1J. lbw Pr00b 2 Bradbt !I4 �) 30's dr Shreve ' -::,` �`' sieww�i y� stem I /�\�� 30•Sleeve ,�/ (F8288ES30as iC, (pErmS30) 'i �/,� / �)``��i / (F83b0ES30) \,'\ • Pier Sh1R HP28B 1 HP206 Pier Shaft Couples Fier Shalt I Crupier Fier Shell Coupler Crupper • Coupler Soft and Nub Loupbf role red Nub ® Coupler Bolts and Nu@ In Coupler Bolls and Nuts .4.....0 (11,05B-Z-075125 ♦ tHWS5B-Z-075126 '• : (HWSS&Z-075125 ` : MWS58-2-100-500 \ I �-r`�XA and HV/SJ5N 2-075) and FIV/SJSr:-Z-075) end MNSZN2-100) /, 0 1 - 0 11.9 j 0 FIGURES 1A,1B.1C AND 1D-HP288 AND HP350 RETROFIT BRACKET AND SHAFT ASSEMBLIES TABLE 2-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD COMPRESSION CAPACITIES° Minimum Allowable Compression Capacity(kips) Bearing Concrete Edge Helix Minimum Bracket Part Plate (P3)4 Number Compressive Distance Bracket Shaft Soil Foundation No. Dimensions (Per of Helix B 7 (in) Strength "A"(in) (P1)2 (P2)3 Helix Plates° (P4) System (psi) Plate) HP288NC6 or 2500 3 33.1 63.6 40.0 1 35.5 33.1 HP288NC6-G 6 x 6 x 0.75 2 4 44.1 63.6 40.0 1 35.5 35.5 3000 z 3 39.7 63.6 40.0 1 35.5 35.5 HP288NCB8 or 8 x 8 x 0.75 2500 z 4 43.1 63.6 40.0 1 35.5 35.5 HP288NCB8-G HP350NCB or 2500 4 51.5 105.0 40.0 2 61.3 51.5 HP350NC6-G 7 x 7 x 0.75 z 5 64.4 105.0 40.0 2 61.3 61.3 3000 z 4 61.8 105.0 40.0 2 61.3 61.3 HP350NCB8 or 2500 4 58.9 105.0 40.0 2 61.3 58.9 HP350NC68-G 8 x 8 x 0.75 >_5 65.9 105.0 40.0 2 61.3 61.3 3000 >_4 65.9 105.0 40.0 2 61.3 61.3 For SI:1 inch=25.4 mm, 1 kip=1000 Ibf=4.448 kN. 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on localized limit state of concrete bearing only.All other limit states related to the concrete foundation,such as punching shear,have not been evaluated in this evaluation report. 3Shaft capacity is applicable only to the foundation systems that are fully braced as described in Section 4.1.3. °Helix capacity is based on a single helix plate with outer diameter of 8, 10,12 or 14 inches(203,254,305 or 356 mm). 5The minimum number of helix plates that must be used to achieve the full foundation system capacity. &Soil capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating. 7Foundation system allowable capacity is based on the lowest of P1,P2,P3 and P4 listed in this table.See Section 4.1.6 for additional requirements. °Reduction of plain concrete[minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.1]thickness described in Section 14.5.1.7 of ACI 318-14 for the 2018 and 2015 IBC(Section 22.4.7 of ACI 318-11 for the 2012 IBC,Section 22.4.7 of ACI 318-08 for the 2009 IBC,and 22.4.8 of ACI 318- 05 for the 2006 IBC)is assumed not applicable. ESR-3074 I Most WiidelyAccepted and Trusted Page 9 of 14 TABLE 3-HP288 AND HP350(WITH NEW CONSTRUCTION BRACKETS)ASD TENSION CAPACITIES' Bearing Minimum Allowable Tension Capacity kips) Concrete Edge 3 Minimum Foundation Bracket Part Plate Compressive Distance Bracket Shaft Helix(P3) Number Soil System6 No.' Dimensions 2 e (Per Helix s (in) Strength "A"(in) (P1) (P2) of Helix (P4) (psi) Plate) Plates° 3 24.3 34.1 40.0 1 27.6 24.3 HP288NCB 2500 z 4 32.4 34.1 40.0 1 27.6 27.6 Or 6 x 6 x 0.75 HP288NCB-G 3000 z 3 29.1 34.1 40.0 1 27.6 27.6 3500 z 3 34.0 34.1 40.0 1 27.6 27.6 HP288NCB8 or 8 x 8 x 0.75 2500 z 4 34.1 34.1 40.0 1 27.6 27.6 HP288NCB8-G 4 36.6 62.7 40.0 1 61.3 36.6 2500 5 45.8 62.7 40.0 2 61.3 45.8 6 54.9 62.7 40.0 2 61.3 54.9 z 7 58.3 62.7 40.0 2 61.3 58.3 HP350NCB 7 x 7 x 0.75 4 43.9 62.7 40.0 2 61.3 43.9 3000 5 54.9 62.7 40.0 2 61.3 54.9 z 6 58.3 62.7 40.0 2 61.3 58.3 3500 4 51.2 62.7 40.0 2 61.3 51.2 z 5 58.3 62.7 40.0 2 61.3 58.3 4000 >_4 58.3 62.7 40.0 2 61.3 58.3 4 36.6 69.0 40.0 1 61.3 36.6 2500 5 45.8 69.0 40.0 2 61.3 45.8 6 54.9 69.0 40.0 2 61.3 54,9 z 7 63.3 69.0 40.0 2 61.3 61.3 4 43.9 69.0 40.0 2 61.3 43.9 HP350NCB-G 7 x 7 x 0.75 3000 5 54.9 69.0 40.0 2 61.3 54.9 z 6 63.3 69.0 40.0 2 61.3 61.3 3500 4 51.2 69.0 40.0 2 61.3 51.2 z 5 63.3 69.0 40.0 2 61.3 61.3 4000 4 58.5 69.0 40.0 2 61.3 58.5 z 5 63.3 69.0 40.0 2 61.3 61.3 2500 4 45.8 69.0 40.0 2 61.3 45.8 HP350NCB8 8x8x0.75 >_5 51.3 62.7 40.0 2 61.3 51.3 3000 z 4 51.3 62.7 40.0 2 61.3 51.3 2500 4 45.8 62.7 40.0 2 61.3 45.8 z 5 55.6 69.0 40.0 2 61.3 55.6 HP350NCB8-G 8 x 8 x 0.75 3000 4 55.0 69.0 40.0 2 61.3 55.0 >5 55.6 69.0 40.0 2 61.3 55.6 3500 >4 55.6 69.0 40.0 2 61.3 55.6 For SI:1 inch=25.4 mm,1 kip=1000 Ibf=4.448 kN, 1 psi=6.895 kPa. 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on localized limit state of concrete bearing only.All other limit states related to the concrete foundation,such as punching shear,have not been evaluated in this evaluation report. 3Helix capacity is based on a single helix plate with outer diameter of 8,10, 12 or 14 inches(203,254,305 or 356 mm). 4The minimum number of helix plates that must be used to achieve the full foundation system capacity. 5Soi1 capacity is based on torque correlation per Section 4.1.5 of this report,with piles installed at the maximum torsion rating. 5Foundation system allowable capacity is based on the lowest of P1,P2,P3 and P4 listed in this table.See Section 4.1.6 for additional requirements. 'Reduction of plain concrete[minimum of 24 MPa is required under ADIBC Appendix L,Section 5.1.1]thickness described in Section 14.5.1.7 of ACI 318-14 for the 2018 and 2015 IBC(Section 22.4.7 of ACI 318-11 for the 2012 IBC,Section 22.4.7 of ACI 318-08 for the 2009 IBC,and 22.4.8 of ACI 318-05 for the 2006 IBC)is assumed not applicable. °Bolls must be installed in accordance with Sections 3.2.2.3,3.3.7.3 and 4.2.4 of this report. ESR-3074 I Most Widely Accepted and Trusted Page 10 of 14 FOOTING SIZE, FOOTING SIZE, REINFORCING DETAILS, REINFORCING DETAILS, &EMBEDMENT DEPTHS &EMBEDMENT DEPTHS BY PROJECT ENGINEER BY PROJECT ENGINEER -- - --- -- . • • -- --__-.--------- -- • • i • i EDGE DISTANCE"A" -- EDGE DISTANCE"A"-- i 6 or 8 Inch-- . 7 or 8 Inch-�I New Construction Bracket ' . New Construction Bracket (HP288NCB or (HP350NCB or I I HP288NCB8) HP350NCB8) 1 --<mw �� 153 Coupler Bolts and Nuts-- - • Coupler Bolts and Nuts-- . - • (HWS5B-Z-075-425 (HWS5B-Z-100-500 i and HWSJ5N-Z-075) I i _ 2B and HWSJ5N-Z-100) 2A I , I FIGURES 2A AND 2B-HP288 AND HP350 NEW CONSTRUCTION BRACKET ASSEMBLIES TABLE 4-MECHANICAL PROPERTIES OF HP288 AND HP350 SHAFTS Un-corroded After 50 Year Corrosion Loss Mechanical Properties Plain Steel Plain Steel Hot-dip Galvanized Steel HP288 HP350 HP288 HP350 HP288 HP350 Steel Minimum Yield Strength,Fy 60 ksi 65 ksi 60 ksi 65 ksi 60 ksi 65 ksi Steel Minimum Ultimate Strength,Fu 70 ksi 75 ksi 70 ksi 75 ksi 70 ksi 75 ksi Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi 29,000 ksi Nominal Wall Thickness 0.276 in. 0.340 in. 0.276 in. 0.340 in. 0.276 in. 0.340 in. Design Wall Thickness 0.257 in. 0.316 in. 0.221 in. 0.280 in. _ 0.247 in. 0.306 in. Outside Diameter,OD 2.875 in. 3.5 in. 2.839 in. 3.464 in. 2.865 in. 3.490 in. Inside Diameter,ID 2.361 in. 2.868 in. 2.397 in. 2.904 in. 2.371 in. 2.878 in. Cross Sectional Area,A 2.11 in2 3.16 in2 1.82 in2 2.80 in2 2.03 in2 3.06 in2 Moment of Inertia,I 1.83 in` 4.05 in° 1.57 in4 3.58 in` 1.76 in" 3.91 in4 Radius of Gyration,r 0.93 in. 1.13 in. 0.93 in. 1.13 in. 0.93 in. 1.13 in. Elastic Section Modulus,S 1.27 in3 2.31 in3 1.10 in2 2.07 in3 1.23 in3 2.24 in3 Plastic Section Modulus,Z 1.77 in3 3.21 in3 1.52 in' 2.85 in3 1.70 in3 3.11 in3 For SI:1 inch=25.4 mm, 1 ksi=6.895 MPa,llbf-ft=1.356 N-m,1 Ibf=4.448 N. ESR-3074 I Most Widely Accepted and Trusted Page 11 of 14 TABLE 5-HP288 AND HP350 LEAD AND EXTENSION ASD TENSION AND COMPRESSION CAPACITIES'" Lead/Extension Net Helix Diameter(in) (P2)2 (P2) (P3)3 Kt Shaft (P4)s Torque Part No. Shaft Shaft Shaft Helix (W') Torsion Correlated Soil Length Comp. Ten. (kips) Rating° Capacity(kips) "L"(in) (kips) (kips) (lbf-ft) Comp. Ten. A BCD HP288L5H8-3850 60 8 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L5H0-3850 60 10 -- -- 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L5H2-3850 60 12 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L5H4-3850 60 14 -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L5H80-3850 60 8 10 - - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L5H02-3850 60 10 12 -- -- 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L5H24-3850 60 12 14 -- 63.6 34.1 80.0 9 7898 35.5 27.6 _ HP288L7H8-3850 84 8 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L7H0-3850 84 10 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L7H2-3850 84 12 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L7H4-3850 84 14 -- -- 63.6 34.1 40.0 9 7898 35.5 27.6 HP288L7H80-3850 84 8 10 -- - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L7H02-3850 84 10 12 -- - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L7H24-3850 84 12 14 -- -- 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L7H802-3850 84 8 10 12 - 63.6 34.1 120.0 9 7898 35.5 27.6 HP288L7H024-3850 84 10 12 14 - 63.6 34.1 120.0 9 7898 35.5 27.6 HP288L0H80-3850 120 8 10 -- - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L0H02-3850 120 10 12 -- - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L0H24-3850 120 12 14 -- -- 63.6 34.1 80.0 9 7898 35.5 27.6 HP288L0H802-3850 120 8 10 12 -- 63.6 34.1 120.0 9 7898 35.5 27.6_ HP288L0H024-3850 120 10 12 14 - 63.6 34.1 120.0 9 7898 35.5 27.6 HP288L0H8024-3850 120 8 10 12 14 63.6 34.1 160.0 9 7898 35.5 27.6 HP288E3H4-3850 30 14 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288E4H4-3850 42 14 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 ' HP288E5H4-3850 54 14 -- - - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288E7H4-3850 78 14 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288E0H4-3850 114 14 -- -- - 63.6 34.1 40.0 9 7898 35.5 27.6 HP288E7H44-3850 78 14 14 - - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288E0H44-3850 114 14 14 -- - 63.6 34.1 80.0 9 7898 35.5 27.6 HP288E3 30 -- -- -- - 63.6 34.1 NA 9 7898 35.5 27.6 HP288E5 54 -- -- -- - 63.6 34.1 NA 9 7898 35.5 27.6 HP288E7 78 -- - -- - 63.6 34.1 NA 9 7898 35.5 27.6 HP288E0 114 -- -- -- - 63.6 34.1 NA 9 7898 35.5 27.6 HP350LS5H8-3850 60 8 -- -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP350LS5H0-3850 60 10 -- -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP350LS5H2-3850 60 12 -- -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP35OLS5H4-3850 60 14 _ -- -- 105.0 62.7 40.0 7 17500 40.0 40.0 HP350LS5H80-3850 60 8 10 - - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS5H02-3850 60 10 12 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS5H24-3850 60 12 14 -- 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS7H8-3850 84 8 - -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP350LS7H0-3850 84 10 - -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP35OLS7H2-3850 84 12 -- -- - 105.0 62.7 40.0 7 17500 40.0 40.0 HP35OLS7H4-3850 84 14 _ -- -- 105.0 62.7 40.0 7 17500 40.0 40.0 HP350LS7H80-3850 84 8 10 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS7H02-3850 84 10 12 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS7H24-3850 84 12 14 - - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS7H802-3850 84 8 10 12 - 105.0 62.7 120.0 7 17500 61.3 61.3 HP350LS7H024-3850 84 10 12 14 - 105.0 62.7 120.0 7 17500 61.3 61.3 HP350LSOH80-3850 120 8 10 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LSOH02-3850 120 10 12 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LSOH24-3850 120 12 14 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350LS0H802-3850 120 8 10 12 - ' 105.0 62.7 120.0 7 17500 61.3 61.3 HP350LSOH024-3850 120 10 12 14 - 105.0 62.7 120.0 7 17500 61.3 61.3 HP350LS0H8024-3850 120 8 10 12 14 105.0 62.7 160.0 7 17500 61.3 61.3 HP350E5H4-3850 60 14 -- -- - 105.0 62.7 40.0 7 17500 61.3 61.3 HP350E7H4-3850 84 14 -- -- - 105.0 62.7 40.0 7 17500 61.3 61.3 HP350E0H4-3850 120 14 _ -- -- - 105.0 62.7 40.0 7 17500 61.3 61.3 HP350E7H44-3850 84 14 14 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350E0H44-3850 120 14 14 -- - 105.0 62.7 80.0 7 17500 61.3 61.3 HP350E3 36 -- -- -- - 105.0 62.7 NA 7 17500 61.3 61.3 HP350E4 48 -- -- -- - 105.0 62.7 NA 7 17500 61.3 61.3 HP350E5 60 -- -- -- - 105.0 62.7 NA 7 17500 61.3 61.3 HP350E7 84 -- - -- - 105.0 62.7 NA 7 17500 61.3 61.3 HP350E0 120 -- - -- - 105.0 62.7 NA 7 17500 61.3 61.3 For SI:1 inch=25.4 mm,1 kip=1 000 Ibf=4.448 kN,llbf-fl=1.356 N-m. I NA=not applicable 'Part numbers with"G"suffix indicate hot-dip galvanized coating. Part numbers without a"G"suffix indicate plain steel. • ESR-3074 I Most Widely Accepted and Trusted Page 12 of 14 • 2Shaft compression capacity(P2)is based on fully braced conditions as described in Section 4.1.3. 'Helix capacity(P3)is applicable to both tension and compression loading and is based on a 40 kip allowable capacity per helix plate. Helix plate capacity for extension sections is considered additive to the system capacity. Total helix plate capacity is the sum of the helix plate capacity of the lead section and helix plate capacity of the helical extensions. `Shaft torsion rating is the maximum torsion that can be applied to the shaft during the helical pile installation_ 5Torque correlated soil capacity(P4)is applicable to both tension and compression loading and is based on torque correlation per Section 4.1.5,with piles installed at the maximum torsion rating. For piles with extension(s),shaft coupling(s)must be installed in accordance with Sections 3.2.1 and 4.2.2 of this report. SHAFT LENGTH"L" dso. 9 r.1 4 kV PILE SHAFT J r if HELIX DIAMETER'A" HELIX DIAMETER'S" HELIX DIAMETER"C" HELIX DIAMETER"D" I- NET SHAFT LENGTH"L" COUPLER PILE SHAFT \ 1 (oo j• /� oo ii... HELIX DIAMETER"A' HELIX DIAMETER"8" / d FIGURE 3—TYPICAL HP288 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES SHAFT LENGTH"L" 7/—PILE SHAFT ,� �SPIRALTIP l� 11 a Q Q HELIX DIAMETER"A" HELIX DIAMETER"B" HELIX DIAMETER"C" HELIX DIAMETER"D" SHAFT LENGTH"L" / DETACHED COUPLER PILE SHAFTr:\ , li to 0 Qf� O of HELIX DIAMETER"A" HELIX DIAMETER'8" FIGURE 4—TYPICAL HP350 SHAFT LEAD AND EXTENSION SECTIONS AND HELIX PLATES ESEVALUATION SERVICE 1=11 Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3074 LABC and LARC Supplement Reissued July 2019 This report is subject to renewal July 2021. www.icc-es.org I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 31 00 00—EARTHWORK Section:31 63 00—Bored Piles REPORT HOLDER: SUPPORTWORKS,INC. EVALUATION SUBJECT: SUPPORTWORKS HELICAL FOUNDATION SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Supportworks Helical Foundation Systems,described in ICC-ES master evaluation report ESR-3074, have also been evaluated for compliance with the code noted below as adopted by the Los Angeles Department of Building and Safety(LADBS). Applicable code editions: ■ 2017 City of Los Angeles Building Code(LABC) • 2017 City of Los Angeles Residential Code(LARC) 2.0 CONCLUSIONS The Supportworks Helical Foundation Systems, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3074,comply with the LABC Section 1810,and are subject to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Supportworks Helical Foundation Systems described in this evaluation report must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-3074. • The design, installation, conditions of use and identification of the helical foundation systems are in accordance with the 1 2015 International Building Code®(2015 IBC)provisions noted in the master evaluation report ESR-3074. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, Sections 1803 and 1810.3.1.5, as applicable. • The Supportworks Helical Foundation Systems are used to underpin foundations of existing structures or retrofit or remediate deficient foundations of existing structures, and must not be used to support new structures. • The Supportworks Helical Foundation Systems must not be used to resist any horizontal loads. • The Supportworks Helical Foundation Systems that include new construction brackets are not applicable to this supplement. • Sections 5.2 and 5.16 of the master evaluation report ESR-3074 are not applicable to this supplement. • Under the LARC,an engineered design in accordance with LARC Section R301.1.3 must be submitted. This supplement expires concurrently with the master report, reissued July 2019. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributer not.specifically addressed,nor are they to be construed QNS� as an endorsement oldie 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. — Copyright 0 2019 ICC Evaluation Service,LLC. All rights reserved. Page 13 of 14 Icc ESEVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3074 FBC Supplement Reissued July 2019 This report is subject to renewal July 2021. www.icc-es.org I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 31 00 00—EARTHWORK • Section: 31 63 00—Bored Piles REPORT HOLDER: SUPPORTWORKS, INC. EVALUATION SUBJECT: SUPPORTWORKS HELICAL FOUNDATION SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Supportworks, Inc. (Supportworks) Models HP288 • and HP350 Helical Foundation Systems, recognized in ICC-ES master report ESR-3074, have also been evaluated for compliance with the codes noted below. Applicable code editions: • 2017 Florida Building Code—Building • 2017 Florida Building Code—Residential 2.0 CONCLUSIONS The Supportworks Models HP288 and HP350 Helical Foundation Systems, described in Sections 2.0 through 7.0 of the • master evaluation report ESR-3074, comply with the Florida Building Code—Building and the Florida Building Code— Residential, provided the design and installation are in accordance with the International Building Codee provisions noted in the master report. Use of the Supportworks Models HP288 and HP350 Helical Foundation Systems for compliance with the High-Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential has not been evaluated, and is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3, verification that the report holder's quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity(or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued July 2019. IC'C-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed (ANSI 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 (A to any finding or other matter in this report,or as to any product covered by the report. - Copyright®2019 ICC Evaluation Service,LLC.All rights reserved. Page 14 of 14 1