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Specifications
S RECEIVED AUG 1 2 Ell 4400 NE 77th Ave, Suite 275 STARK Vancouver, WA 98662 FOUNDATIONS 6ITY OF TIGARD P: 360.566.7343 lUILDING DIVISION STRUCTURAL CALCULAwaeirY of TIcARD FOR ODE 1: D OMPLIANCE PREPARED FOR Ap [ RRAFIRMA OTC: I I SPECIAL INSPECTION It U RED FOR rY4ST2a2l o0 33 q , Permit#: State of Oregon Structural Specla• ._..s' NS RESIDENO dress: 7( 3 Sly in c.J 5�r 0 Concrete and Reinforcing Steel Suite #: V /U21 FOUN I ATION REPAIg; Date: CIBolts Installed in Concrete 765" SW LANDAU ST Special' rnent-ResistingConcrete Frame PO LAND, OREGON , O Reinforcing`Steel 8,P*etitre Stesl T ,o¢ons Structural Welding o High-Strength-Bolting PROJECT NUMBER: 21.204.TFS (WO: 101860) 0 Structural-Masonry DATE: August 11, 2021 C3 Reinforced Gypsum Concrete PROJECT MANAGER: Daniel Stark, P.E. insulating C' cr e ED PROF 1 ❑ ::;::::::;::t::: aterions 74 40PE ❑ Shotcrete .E ❑ Special Grading,Excavation and Filling 1� y 13 2po���Q ❑ Smoke-Control Systems '4N/EL W � 0 Other Inspections EXPIRES: 06/30/22 a , Yfb T INSPECTOR WILL WANT TO SEE PILING ATTACHMENT TO FOUNDATION BEFORE BACKFILL. FOR FINAL INSPECTION.... PROVIDE DRIVE LOG...AND ENGINEERS FINAL SUMMARY LETTER. STARK 4400 NE 77th Ave, Suite 275 • FOUNDATIONS Vancouver, WA 98662 P: 360.566.7343 August 11, 2021 Project No.:21.204.TFS (WO #: 101860) Clint Griffith TerraFirma 13110 SW Wall Street Portland, Oregon 97223 RE: Foundation repair- 7659 SW Landau St, Portland, Oregon PROJECT BACKGROUND We understand that the structure is a single-family residence and has experienced settlement at the front porch. A recent floor level survey (attached) indicates as much as -1" of differential settlement may have occurred. It is our understanding that (2) 2 7/8 inch diameter helical piers have been proposed to provide additional foundation support. s i, u Image 1: Front Elevation GEOLOGIC SETTING AND SITE DATA The existing structure is located in Portland, Oregon. The geologic structure in the area is comprised of silty clay (FIG 1) and the site is gently sloping. It is our opinion that the localized settlement is a result of improper foundation drainage, improperly compacted fill, and/or undersized footings. According to the Geologic Map of the State of Oregon Department of Geology and Mineral Industries, SUMMARY The ultimate load requirement for the helical piers is 5000 lbs and based on the geologic setting, we expect the piers to achieve adequate capacity at approximately 8 - 25 feet. We recommend that the piers with a 2 7/8 inch shaft and 10 inch diameter helix plate be installed to a minimum depth of 8 feet and a minimum installation torque of 1200 ft-lbs, or refusal. Regards, PROFFs� 4,c? k, 1 N fF� /fir 74.40PE Daniel Stark, P.E. Stark Foundations • E �1* r T 13 e��Q 4MEL Wa EXPIRES: 06/30/22 pxtHSMtNfiANHdNs<sx}txw su.r:w. .ria.a.atxxa u+.t.::aia+ n i e:..;,r- rrau.a.Fr .!rtlxtUtrbrttUlHilfaURH'MH/xNatli/KUer.4 ..a..:.,. i4r al 1a wx r . r a ,. , FLOOR LEVEL SURVEY Job Details Front porch ub. WOm Shall tree Install helical piers to lift an stabilize brick column. Inject poly foam to lift and stabilize concrete. terraFbma Foundation Systems Job Location Page 2/6 131105W Wall 5t Tigard OR 97223 7659 SW Landau St Portland OR 97223.9018 7-29.21(1) Entyreerrng Proper:rola—Washington County,Oregon Engineering PmMrtlne-Washington County.Oregon Yap unit symbol and l Pct.of HydresorDsptb USDA texture CleanWalton Pot Fragments Percentage passing sieve number j Liquid Plasticlt Boll rrams unit it g ou limit p Unified AASNTO .10 1 3-10 4 10 40 300 y index ,inches ._--...._. -_ ir1CbN to L-R-H L-R-H L-R-1 L-R-H L-R-H L-R-H4 c-R-H L-R-H 19C-61e1veba sat loam,7 to 12 percent Popes Halve. 85 C 0-5 Sat loam ML A-4 0-0-0 0-0-0 100-100 95-98-1 90-95-1 85-88- 25-30 NP-3-5 -100 00 00 90 -35 5-10 Silty day bam ML A-4 0-0-0 0-0-0 10t3-100 95-98-1 85-98-1 85-90- 35-38 5-8-10 -100 00 00 95 -40 f 0-48 Softy day silty dray CL.CH, A-7 0-0-0 0-0-0 100-100 05-98-1 95-98-1 85-90- 40-48 15-20-2 barn Mri.ML -100 00 00 95 -55 5 48-60 Sift bam spry day CL ML A-6 0-0-0 0-0-0 100-100 100400 95-98-1 85-90- 35-38 10-13-1 loam -100 -100 00 95 -40 5 43—wapab Pity day neon _ Wonoto 85 VD 0-14 Silty day barn ML A-6 0-0-0 0-0-0 100-100 100-t00 95-08-1 85-90- 35-38 10-13-1 •100 -100 00 95 -40 5 14-42 Silty clay loam ML A-6,A-4 0-0-0 0-0-0 100.100 100-100 95-98-1 80-88- 30-35 5-10-15 -100 -100 00 95 -40 42-60 Silty day any day MH A-7 0-0-0 0-0-0 100-100 100-100 95-08-1 90-93- 50-55 10-15-2 bam -100 -100 00 95 -80 0 -458—WoodWasiltn silt natty,3 10 7 percent slopes Woodburn 85 C 0-16 Sin loam ML A4 0-0-0 0-0-0 100-100 95.98-1 85-00- 70-78- 25-28 NP3-5 -100 00 95 85 -30 18-31 Silty day loam son CL A-6 0-0-0 0-0-0 10-100 100-100 O5418-1 85-90- 30-35 10.15-2 roam -100 -100 00 95 -40 0 31.80 Set barn.stay day CL-ML. A-4 D-0-0 0-0-0 100-100 100-100 95-98-1 80-85- 253I1 5-8-10 loam ML.CL -100 -t00 00 90 -35 r�i.1 Natura Ree Web Sod Survey 8/10r`2021 Consa>va l uon Servicsourc s e National Coopwetrve Soil Survey Page 5 of 6 Figure 1: Engineering Soil Properties Reference: https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx 0 Geologic Map of Oregon ulv •-�_.rr.-unla •. 76E4 so,lanC3u sweet agar.X 1 • 1 Ptgerliti n x ; Shoo sear&results for 765 Jt ,.21i _Jl._ Group/Tanana i. Quaternary Statical Owonrls. 5. Quaternary Volcanos Boring VMrardr Reid Late High Cascade Vacation /•7 i Fait High Ca5<adY Vdcanics • Danes Group Idaho Group d , Neogene sedimentary rods ▪ Whialliette Grotip if Early Armen.volcanic Field ,•�/t ♦ Bpi MI Names 6,In Volcanic Field 11�wYw N qf.Lana Prawn Volcanic prorr.ce ii KNett Volcanlps Late GmYhss Volcanic Geld \ M?krmitt Volcanic Feld 4 -e lul Neogene volcanic rocks ^- Oregon-Idaho Graben .f 1111 Powder hi gar vacanic field Quaternary Wi ma Volcanic Raid Northam Novada Vercanns In Strawberry,Voicanlos ■ Winema Volcanic Field womb.River Baran Group Coastal alkaliic basalts * Coastal mtrusrwea Scoop 4 awl Mambos Rldge-Tfireo Riven Group i Michel::-Tirlanstron Group ASLdda Grout, :Coaled.Cowlitz Group Efkton-yimwi Group } ✓eases-akea Grotty • Nestvrca.nanlat(noun ?3'g: Tyne Group 11 'Nbalecove-Gnat Creek Grout/ \ - w , Yaourna-Pittsburg NW;iam Figure 2: Geologic Map Reference: https://gis.dogami.oregon.gov/maps/geologicmap/ , + 7655 sw t aneau si.amrana.o x q s''' ,, t ' ;#.,y r 6 E.rthquake Haunt 3+f y`i si10,'-ifivigio*,1194, I" #4,1 + j r�a�^o-nC OraSier 4'+1_3 r.g44,i.,1.,,.,4.T.,,,,. 34 + 'tJ 1 '` i P, ` P i a J fiffiVekiAgli t:„ 4 x -Memo 144 frce4Y;% ' g 4,1,,,:.f&,i.4,.ii } , ,,x ff, jv ? x°,, , F 3 d Sr 1 NNNfi t+sl Y i Figure 3: Seismic-Induced Liquefaction Reference: https://gis.dogami.oregon.gov/maps/hazvu/ I , 1 OregonHazVu.Statewide GeohazardsViewer T659 S'N La^cao Pro C,X Q. Layer Currently Showing Landslide Hazard ,teds,d,ng sety -anal iSy2...seeds ys-i_secletsyltrg sste'y Ver,HIE-Etessteg Lastlie ets • M I I NI I I I I 1111111111111ilek 650$4 Leo.,Sy Pot rtIi C.evon',7223 lons 6 Serytoss 317( IMO=2=Z3 ,,,111.1,1e11.1.it Z Figure 4: Landslide Hazard Map Reference: https://gis.dogami.oregon.govimaps/hazvui ~ Date: 11-Aug-21 STARK (W Foundation Repair Designed by: HH 4:4 FOUNDATIONS ) 7659 SW Landau St 0 Portland, Oregon EL Project No.: 21.204.TFS (WO#: 101860) Design Criteria Code(s): 2019 Oregon Structural Specialty Code International Building Code (IBC) 2018 ASCE 7-16 Design Loads: Dead: Soil: Roof= 15 psf Allow Lateral Bearing Pressure= 100 psf/ft Chimney= 45 psf Active Pressure= 60 psf/ft Third Floor= 15 psf Second Floor= 15 psf First Floor= 50 psf Walls= 8 psf 8" Foundation Wall = 100 psf Soil = 110 psf Live: Roof(Snow) = 25 psf Third Floor= 40 psf Second Floor= 40 psf First Floor= 40 psf Wind: (not applicable) Exposure= C Risk Category= II Wind Speed, V= 96 mph KZt= 1 Gust Factor, G = 0.85 Kd= 0.85 Int. Pressure Coefficient, GCp,_ -0.18 KZ= 0.98 Ext. Pressure Coefficient, Cp = 0.8 Height, hZ= 30 ft Design Wind Pressure: Design Load Combo = D + 0.6W where: pW= qZ(GCp-GCp;) w= 0.6 qz= 0.00256 KZ KZt Kd V2 Therefore: qZ= 19.7 psf pW= 16.9 psf Factored Wind Pressure, p'�,= 10.1 psf(say 16 psf) . ~ Date: 11-Aug-21 STARK W Foundation Repair Designed by: HH FOUNDATIONS ) 7659 SW Landau St 0 Portland, Oregon Ce O., Project No.: 21.204.TFS (WO#: 101860) Helical Pier Design - Chimney Vertical Design Loads: Tributary Widths: Dead: Roof= 3 ft > 45 plf 1 Chimney Area = 48 ft2 > 2160 lbs Third Floor= 0 ft > 0 plf Second Floor= 0 ft > 0 plf First Floor= 0 ft > 0 plf Walls= 0 ft > 0 plf Footing Area (assume 24") = 2.25 ft2 > 675 lbs Soil (height) = 0 ft > 0 plf IDL = 2880 lbs Live: Roof(snow) = 3 ft > 75 plf Third Floor= 0 ft > 0 plf Second Floor= 0 ft > 0 plf First Floor= 0 ft > 0 plf ILL= 75 plf No. Piers= 2 Pier Working Loads: PDT= 1440 lbs 0.75'PLL= 28.13 lbs Working Load, PTL= 2000 lbs Ultimate Load, Purr= 5000 lbs Pier Design: Pier Type: Helical Pier Bracket: FS288BL Bracket Cap = 25300 lbs Therefore OK Reference ICC report(attached) Shaft Diameter: 2.875" . Installation Torque, T: Shaft Dia Kt Quit= 2 (PTL) Quit= Kt(T) where Kt= helix torque factor(f11) 2.375" 10 4000 lbs according to the following table: 2.875" 9 3.5" 7 Therefore, T= Qult/ Kt Allowable TSHAFT= 8200 ft-lbs Therefore OK 4.5" 6 444 ft-lbs it . 111144 EVALUATION REPORT Number: 691 Wit.: ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 SUPPORTWORKS, INC. 2.6 The capacity of the supported structure to transfer the • 11850 Valley Ridge Drive design loads to the foundation system is outside the scope of Papillion, Nebraska 68046 this report. www.sunnortworks.com ikortan(a�supnortworks.com 2.7 The effects of corrosion shall be considered, and adequate sacrificial material shall be provided to maintain SUPPORTWORKS MODEL HP288 helical foundation support capacity for a period of 50 years. HELICAL FOUNDATION SYSTEM Table 1 shows the assumed effects of corrosion on the shaft physical properties over the assumed 50-year period using CSI Section: moderately corrosive soil properties.The helical foundation 31 66 00 Special Foundations system has not been evaluated for use in soil conditions that 31 6615 Helical Foundation Piles that are characteristic of a potential pier deterioration or corrosion situation as defined by the following: (1) soil 1.0 RECOGNITION resistivity less than 1,000 ohm-cm;(2)soil pH less than 5.5; (3) soils with high organic content; (4) soil sulfate The structural and geotechnical performance of the concentrations greater than 1,000 ppm;(5)soils located in a Supportworks, Inc. (Supportworks) Model HP288 helical landfill,or(6)soil containing mine waste. foundation system, recognized in this report, has been evaluated for use as an alternative to prescriptive foundations 2.8 When use of helical foundations falls outside the and footings for residential occupancies and comply with the limitations of this evaluation report, or when capacities are intent of the following codes: in doubt,field testing may be used to determine the capacity of the helical foundation systems. Where field tests are • 2018, 2015, and 2012 International Residential Code® required to confirm the capacity of a helical foundation (IRC) installation, these tests shall be supervised by a registered Pdesign professional. 2.0 LIMITATIONS 2.9 The helical foundation system,recognized in this report, Use of the Supportworks Model HP288 helical foundation is produced by: Behlen Technology & Manufacturing, system recognized in this report is subject to the following Omaha,NE;Behlen Manufacturing,Columbus,NE;or TSA limitations: Manufacturing,Omaha,NE. 2.1 Use shall comply with the provisions of the applicable 3.0 PRODUCT USE codes,the manufacturer's published installation instructions, and this report.Where conflicts occur in these provisions,the 3.1 General: Supportworks helical foundation systems most restrictive shall govern. function as foundation support at residential structures, 1 additions, decks, or accessory structures. The helical 2.2 The helical foundation system is for use in seismic design foundation systems uses include support of new categories A, B, and C. Use of the system in seismic design construction foundations or additional support of existing categories Do,Di,D2,and E is outside the scope of this report. foundations. 2.3 Any required field welding shall be performed and 3.2 Design: The Allowable Stress Design (ASD) method verified in accordance with the provisions of the IRC. shall be used for design, considering all applicable limit states.The ASD capacity of the installed helical foundation 2.4 The building official may require a soil test in accordance shall be taken as the lesser of the individual ASD capacities, with IRC Section R401.4,where,based on quantifiable data, for the bracket(P1), shaft(P2),helix plates(P3)or the soil • the presence of questionable soil characteristics such as bearing capacity (P4). The individual and overall system expansive,compressible,or shifting soils are likely. ASD capacities for the helical foundation system are shown on Tables 2,3 and 4. 2.5 Allowable lateral load resistance capacities of the system are outside the scope of this report and shall be 3.2.1 Bracket Capacity(P1):The concrete bearing strength determined by site specific testing or using an analysis has been evaluated in relation to bracket capacity. All other method acceptable to the building official. structural requirements and limit states applying to the concrete foundation, as described in ACI 318 (anchorage per Appendix D, punching (two-way) shear, beam (one- way)shear,and flexural(bending)related limit states),have WOO 48f (EI/ :I The product described in this Uniform Evaluation Service(UES)Report has been evaluated as an alternative material,design or method of construction in order to satisfy and comply with the intent of the provision of the code,as noted in this report,and for at least equivalence to that prescribed in the code in quality,strength,effectiveness,fire resistance,durability and safety, as applicable,in accordance with IBC Section 104.11.This document shall only be reproduced in its entirety. ANSI Copyright©2021 by International Association of Plumbing and Mechanical Officials.All rights reserved.Printed in the United States. Ph:1-877-41ESRPT•Fax:909.472.4171 ANSI web:www.uniform-es.org•4755 East Philadelphia Street,Ontario,California 91761-2816—USA ISOIIEC 17085 Donn 1 of SI Product CeMIR sumn Body t F 1P EVALUATION REPORT Number: , ' 91 111114:10 ,, ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 8 not been evaluated in this evaluation report. Tables 2,3 and The FOS used for determination of Pa shall be as follows: 4 provide the ASD compressive strengths of the retrofit and • For compression capacity, when a geotechnical • new construction brackets. report is not available,a minimum FOS=2.5 shall be used. 3.2.2 Shaft Capacity (P2): Portions of helical foundation • For compression capacity, when a geotechnical shafts in air,water or fluid soils are considered unbraced and report is available and the soil is considered shall be designed, by a registered design professional, as adequate,a minimum FOS=2.0 may be used. columns using appropriate engineering standards in • For tension capacity, a minimum FOS =2.5 shall accordance with the AISC 360. Soils that have a Standard be used. Penetration Test(SPT)blow count resulting in zero[weight of hammer (WOH) or weight of rods (WOR)] shall be The helical foundation maximum allowable soil axial defined as fluid soils. Testing in accordance with ASTM capacities(P4)are shown in Tables 2,3,and 4. D1586 shall be used to determine the SPT blow counts.Any soils except fluid soils shall be deemed to provide the 3.3 General Installation: The helical foundation systems required lateral support to prevent buckling of systems that shall be installed using a manufacturer supplied drive are braced. When piers are unbraced in air, water or fluid adapter. Installers shall be trained and certified by soils,the unbraced length is the actual length of pier that is Supportworks.The drive equipment shall include a method unbraced in air,water or fluid soils plus an additional 5 feet of monitoring torque during installation of the shaft sections. (1524 mm) when embedded into firm soil or an additional The torque monitoring equipment shall have the calibration 10 feet(3048 mm)when embedded into soft soil.Firm soils verified as necessary for the project requirements. The shall be defined as any soil with a SPT blow count of five or installer training and equipment calibration documentation greater. Soft soil shall be defined as any soil with a SPT shall be presented to the building official upon request. blow count greater than zero and less than five. For fully braced conditions and where the and piers do not extend in 3.3.1 Helical Pile Installation: Helical piles are installed air,water,or fluid soils,the shaft capacities shall not exceed with hydraulic drive equipment by rotating them into the the ASD shaft compression capacities shown in Tables 2 and ground until a suitable bearing depth and termination torque 3 of this report. is achieved. Extensions shall be added as necessary to reach the desired bearing depth.The extensions shall be joined and 3.2.3 Helix Plate Capacity (P3): The ASD compression bolted in accordance with the manufacturer's published and tension capacities of the individual helix plate diameters instructions.The bolts shall be snug-tight in accordance with (8, 10, 12 or 14 inches) are 40 kips (177.9 kN) For helical the AISC.The helical pile installation shall continue until the piles with multiple helix plates, the allowable helix plate appropriate installation torque is reached, indicating that the strength of the system (P3) is the total of the allowable helical foundation has achieved the desired bearing capacity. strengths of each helix. The torque-to-capacity ratio and appropriate factors of safety specified in Section 3.2.4 shall be used to determine the 3.2.4 Soil Capacity (P4): The maximum axial soil allowable soil capacity of the helical pile.The torque applied compression and tension capacities of the helical to a helical foundation during installation shall not exceed the foundations shall be limited to the capacities established by maximum rated torque specified in Section 3.2.4 applying the torque-to-capacity ratio(Kt)and the applicable factor of safety (FOS) to the final torque achieved during In the absence of data indicating the presence of questionable installation. The helical foundation system is allowed a Kt soils, and unless the building official determines that a soil of 9 ft'' (29.5 m•')and has a shaft torsional rating of 7,900 test is required,the helix plates shall bear in undisturbed soil ft-lb(10.71 kN-m). The maximum installation torque shall or engineered fill. The helix plates shall be installed below • not exceed the shaft torsional rating. The allowable tension the regional frost line. For helical piles loaded in and compression soil capacity (Pa) for the helical compression,the uppermost helix plate shall bear at least 5D foundations are determined using the following equations: below existing grade, where D is equal to the topmost helix plate diameter.For helical foundations loaded in tension,the Pa=P„/FOS and: topmost helix plate shall bear at least 12D below existing P„=Kt x T,where: grade. Where the installation depth is less than 12D, the tension capacity shall be determined by a registered design P„= Ultimate pile soil capacity(lb/N) professional based on site specific conditions and subject to Kt= Torque-to-capacity ratio(ft•'/m•') the approval of the building official. T= Final installation torque(ft-lb/N-m) FOS= Applicable factor of safety The helical foundations shall be positioned at the building support locations as specified on the design drawings. The Page 2 of 7 - EVALUATION REPORT Number: ,,, 691 ANY n 1 ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 _ spacing between helical foundations(center to center of pile (HP288NCB or HP288NCB8)are embedded in new concrete shaft) shall be a minimum of three times the diameter of the footings. Both bracket systems are connected to the helical i • largest helix plate in adjacent helical foundations. For retrofit shaft to transfer the building load into the shaft. applications, the foundation shaft shall be installed at an angle of 2.5 ± 1.0 degree. For new construction pile 4.2 HP288 Lead and Extension Sections: The helical pile installation,the foundation shaft shall be installed at an angle lead sections(HP288L)consists of a central steel shaft with of± 1.0 degree from vertical. Adequate drainage shall be one or more factory-welded helix plates which are used to provided where appropriate to direct water away from the transfer the load from the shaft to the appropriate soil bearing foundation support locations. Where helical foundations are strata. Shaft extensions (HP288E) may also have factory- installed in or adjacent to slopes, the negative effects of welded helix plates and are connected to the lead section or drainage, erosion, and shallow failures shall be avoided in other extension sections with bolted coupling connections. accordance with IRC Section R403.1.7. The extension sections are used as necessary to extend the helical pile to the required bearing depth. 3.3.2 Bracket Installation: Once adequate pile depth and torsional resistance is reached,an appropriate cap or bracket The central steel shafts are produced from round,2.875-inch shall be attached to transfer the supported load to the helical (73 mm)outer diameter by 0.276-inch(7 mm)nominal wall foundation. For remedial foundation work, a retrofit bracket thickness hollow structural sections conforming to ASTM (Figure 1) that imposes an eccentric load on the helical A500 Grade B or Grade C. The shafts have a minimum yield foundations in accordance with design,may be used.For new strength of 60 ksi(413 MPa)and a minimum tensile strength construction applications where the piles are concentrically of 70 ksi (483 MPa). One end of the extension sections loaded and the pile caps are embedded in concrete, a new includes a factory-welded steel coupling and two steel construction bracket (Figure 2), may be used. For tension coupling bolts for connecting the lead and extension sections loads,the new construction bracket shall be through bolted to together. The lead and extension shaft finish is plain steel or the helical pile shaft using the bolts and nuts specified in hot-dip galvanized in accordance with ASTM A123. The Section 4.3. mechanical properties of the shaft under corroded or uncorroded conditions,as described in Section 2.7,with plain 3.4 Field reports: A helical foundation installation log shall steel or hot-dip galvanized coating are included in Table 1. be prepared describing the installation results and the soil axial capacities shall be determined from the installation data 4.3 Couplings: The HP288 extension shaft includes a in accordance with Section 3.2.4. Installers shall record all factory-welded,round,outer steel,coupling sleeve consisting helical foundation locations and types including shaft of a 6-inch-long(152 mm),3'/2-inch-OD(89 mm)by 0.281- diameters,helix sizes and configurations,embedment depths, inch (7.14 mm) nominal wall thickness, hollow structural pile lengths and final torque readings. In addition, a torque section.The coupling sleeves conform to ASTM A513,Type profile shall be recorded for every project, and at least one 5, Drawn over a Mandrel (DOM), Grade 1026 having a out of every ten piles in multi-pile installations. minimum yield strength of 70 ksi(483 MPa)and a minimum tensile strength of 80 ksi(552 MPa). Each coupling includes A field report containing this information,along with the type two standard hex bolts and matching standard hex nuts. The of project, relevant details of the supported structure, sketch bolts are 3/4-10 UNC 2A standard hex bolts conforming to or drawing of the support locations with dimensions, the SAE J429,Grade 5,with a minimum yield strength of 92 ksi types of helical foundation brackets used at each location and (634 MPa) and a minimum tensile strength of 120 ksi (827 information related the connection of the brackets to the MPa). The matching nuts are 3/4-10 UNC 2B standard hex helical shaft and the supported structure,allowable soil axial nuts conforming to SAE J995, Grade 5. The bolts and nuts capacity based on torque-to-capacity ratio,and other relevant are zinc-coated in accordance with ASTM B633,with coating notes and comments as needed,shall be reviewed and sealed classification Fe/Zn 8. by a registered design professional. The report shall be ' submitted to the building official for approval within 10 days 4.4 Helix Plates: The helical bearing plates have a standard after helical foundation installation. pitch of 3 inches (76 mm), are 0.375 inch (9.53 mm)thick, and are made from ASTM A572 Grade 50 steel plate material 4.0 PRODUCT DESCRIPTION having minimum yield strength of 50 ksi (345 MPa) and minimum tensile strength of 65 ksi (448 MPa). The helix 4.1 General:The Supportworks helical foundation system is plates are available in diameters of 8, 10, 12, and 14 inches a steel foundation assembly consisting of a lead shaft, shaft (203 mm, 254 mm, 305 mm, or 356 mm) and are factory extensions,and a retrofit bracket or new construction bracket. welded to the shafts in accordance with the manufacturer's The retrofit bracket(FS288BL2)is secured against and below quality control documentation. The helix plate finish is plain existing footings and the new construction brackets Page 3of7 111:41:11/ EVALUATION REPORT Number: 691 0 Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 steel or hot-dip galvanized in accordance with ASTM A123 pile shaft using the same bolts and nuts as specified for the and matches the finish of the factory-welded shaft section. couplings(Section 4.3)and are intended to be embedded in new concrete foundations as illustrated in Figure 2. The 4.5 FS288BL2 Retrofit Bracket Assembly:The FS288BL2 brackets are manufactured from a 4.65-inch (118.1 mm) bracket assembly consists of an FS288BL2 bracket, an long,3'/z-inch(89 mm)OD by 0.250-inch(6.4 mm)nominal external pipe sleeve(FS288ES30)a cap plate(FS288C),two wall thickness steel pipe sleeve with a factory-welded %- threaded rods and matching nuts. The assembly is illustrated inch thick (19.1 mm) steel cap plate. The cap plates are in Figure 1 of this report. either 6-inch(152 mm)square(HP288NCB)or 8-inch(203 mm) square (HP288NCB8). The steel plate conform to 4.5.1 FS288BL2 Brackets: The FS288BL2 bracket is ASTM A36 with a minimum yield strength of 36 ksi (248 constructed from factory-welded, 0.250-, 0.3125-, 0.375-, MPa) and minimum tensile strength of 58 ksi (400 MPa). and 0.500-inch-thick (6.35 mm, 7.94 mm, 9.53 mm, and The pipe sleeves conform to ASTM A513, Type 5, DOM, 12.7 mm) steel plates. The steel plates conform to ASTM Grade 1026 having a minimum yield strength of 70 ksi(483 A572, Grade 50, with a minimum yield strength of 50 ksi MPa)and a minimum tensile strength of 80 ksi(552 MPa). (345 Mpa) and a minimum tensile strength of 65 ksi (448 The bracket fmish is plain steel or hot-dip galvanized in Mpa).The bracket finish is plain steel or hot-dip galvanized accordance with ASTM A123. The assembly is illustrated in accordance with ASTM A123. in Figure 2 of this report. 4.5.2 FS288ES30 External Sleeve: The external sleeve 6.0 IDENTIFICATION (FS288ES30) is manufactured from a 30-inch-long (762 mm), 31/2-inch outside diameter (89 mm) and 0.216-inch Supportworks helical foundation systems are identified by (5.49 mm) nominal wall thickness pipe conforming to the report holder's name, Supportworks, Inc., the ASTM A500, Grade B or C, having a minimum yield manufacturing location identifier, helical foundation model strength of 50 ksi(345 Mpa)and a minimum tensile strength name, and evaluation report number (ER-691). The of 62 ksi (427 Mpa). One end of the external sleeve has a identification also includes the IAPMO Uniform Evaluation 1.00-inch long(25.4 mm)section trumpeted to a final outer Service Mark of Conformity as shown below: diameter of 4.00 inches (101.6 mm). The sleeve finish is plain steel or hot-dip galvanized in accordance with ASTM A123. IAp46/101 UE 4.5.3 FS288C Cap Plate: The FS288C cap plate is produced from a 1-inch-thick(25.4 mm), 4-inch-wide(102 mm), 8.25-inch-long (210 mm) steel plate. The plate complies with ASTM A572, Grade 65,having a minimum ® or yield strength of 65 ksi (448 MPa)and a minimum tensile strength of 80 ksi(552 MPa).The cap plate assembly finish IAPMO UES ER-691 is plain steel or hot-dip galvanized in accordance with ASTM A123. 4.5.4 Threaded Rod and Nuts: The cap plate is connected to the bracket with two 3/4-inch-diameter by 16-inch-long (19.1 mm by 406 mm)threaded rods,and matching 3/4-inch (19.1 mm)heavy hex nuts.The 3/4-inch-diameter(19.1 mm) • steel threaded rods conform to ASTM A193, Grade B7, having a minimum yield strength of 105 ksi(724 MPa)and a minimum tensile strength of 125 ksi (862 MPa). The matching 3/4-inch-diameter(19.1 mm) steel heavy hex nuts conform to ASTM A563 Grade DH or DH3,or ASTM A194 Grade 2H. The threaded rods and nuts are zinc-coated in accordance with ASTM B633, with coating classification Fe/Zn 8. 4.6 HP288NCB and HP288NCB8 New Construction Brackets: The HP288NCB and HP288NCB8 new construction brackets are fastened to the top of the helical Page 4 of 7 UE0 EVALUATION REPORT Number: ;I A891 ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 7.0 SUBSTANTIATING DATA 8.0 STATEMENT OF RECOGNITION The following documentation has been provided and This evaluation report describes the results of research evaluated in accordance with IAPMO-UES EC 027-2019 completed by IAPMO Uniform Evaluation Service on the "Evaluation Criteria for Helical Foundations for Use under Supportworks helical foundation system to assess the International Residential Code": conformance to the codes shown in Section 1.0 of this • Reports of field and lab testing to establish structural report and documents the product's certification. The capacity and torque-to-capacity ratio for Supportworks Supportworks helical foundation system is produced at helical foundation system. Test reports are from locations noted in Section 2.9 of this report under a quality laboratories in compliance with ISO/IEC 17025. control program with periodic inspection under the • Manufacturer's descriptive literature, quality control supervision of IAPMO UES. documentation,and installation instructions. For additional information about this evaluation report please visit www.uniform-es.org or email at info(a,uniform-es.org TABLE 1-MECHANICAL PROPERTIES OF HP288 SHAFT Uncorroded After 50-Year Corrosion Loss Mechanical Properties Hot-dip Plain Steel Plain Steel Galvanized Steel Steel Minimum Yield Strength,Fy 60 ksi 60 ksi 60 ksi Steel Minimum Ultimate Strength,Fu 70 ksi 70 ksi 70 ksi Modulus of Elasticity,E 29,000 ksi 29,000 ksi 29,000 ksi Nominal Wall Thickness 0.276 in. 0.276 in. 0.276 in. Design Wall Thickness 0.257 in. 0.221 in. 0.247 in. Outside Diameter,OD 2.875 in. 2.839 in. 2.865 in. Inside Diameter,ID 2.361 in. 2.397 in. 2.371 in. Cross Sectional Area,A 2.11 in2 1.82 in2 2.03 in2 Moment of Inertia,I 1.83 in4 1.57 in4 1.76 in4 Radius of Gyration,r 0.93 in. 0.93 in. 0.93 in. Elastic Section Modulus,S 1.27 in3 1.10 in3 1.23 in3 Plastic Section Modulus,Z 1.77 in3 1.52 in3 1.70 in3 For SI: 1 inch=25.4 mm,1 kip=1,000 lbf=4.448 kN,1000 psi=1 ksi=6.9 MPa TABLE 2-HP288 WITH RETROFIT BRACKET-ASD COMPRESSION CAPACITIES Allowable Compression Capacity(kips) _ Bracket Part Helix(P3)4 Soil FOS=2 Soil Foundation Foundation No.' Sleeve Part No.' Bracket Description Bracket Shaft (Per Helix (P4)5 FOS=2.5 System with System with • (P1)2 (P2)3 Plate) (P4)5 Soil FOS=26 Soil FOS=2.56 FS288BL2 FS288ES30 HP288 Low Profile 2 24.0 63.6 40.0 35.5 28.4 24.0 24.0 FS288BL2-G F5288E530-G Bracket w/30"sleeve 26.8 71.1 40.0 35.5 28.4 26.8 26.8 For SI:1 inch=25.4 mm,1 kip=1000 lbf=4.448 kN 1Part numbers with"G"suffix indicate hot-dip galvanized coating.Part numbers without a"G"suffix indicate plain steel. 2Bracket capacities are based on full scale load tests and assumes a minimum concrete compressive strength(f'O of 2,500 psi(17.24 MPa). 'Shaft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. 4Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). 5Soil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 6Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. Page 5 of 7 it. EVALUATION REPORT Number. j69i ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 Nuts each end (HWH8N-Z-075) . Cap (FS288C) Threaded Rod q s7auctur 1, (HWTR-S210-2-075-18) ,!11" i Low Profile 2 Bracket E 1 ,(S288BL2) ir� 30"Sleeve ‘, I (FS288ES30) 4 HP288---, I Pier Shaft \ ! !-_Coupler Coupler Bolts and Nuts - I// (HWS5B-Z-075-425 and HWSJ5N-Z-075) FIGURE 1-FS288BL2 RETROFIT BRACKET AND SHAFT ASSEMBLY TABLE 3-HP288 WITH NEW CONSTRUCTION BRACKET-ASD COMPRESSION CAPACITIES Minimum Allowable Compression Capacity(kips) Bearing Plate Edge Concrete Helix(P3)4 Soil Soil Foundation Foundation Bracket Part No.' Dimensions Distance Bracket Shaft Compressive (Per Helix FOS=2 FOS=2.5 System with System with (in) Strength(psi) "A"(in) (pay (P2)3 Plate) (P4)5) (P4)5 Soil F05=26 Soil FOS=2.56 3 33.1 63.6 40.0 35.5 28.4 33.1 28.4 HP288NCB or 2500 HP288NCB-G 6 x 6 x 0.75 >_4 44.1 63.6 40.0 35.5 28.4 35.5 28.4 3000 >_3 39.7 63.6 40.0 35.5 28.4 35.5 28.4 H P288NC68 or 8 x 8 x 0.75 2500 >_4 43.1 63.6 40.0 35.5 28.4 35.5 28.4 HP288NCB8-G For SI:1 inch=25.4 mm,1 kip=1000 lbf=4.448 kN 1Part numbers with"G"suffix indicate hot-dip galvanized coating.Part numbers without a"G"suffix indicate plain steel. 2Bracket capacity is based on concrete bearing strength only.All other design provisions related to the concrete foundation,such as punching shear, are outside the scope of this evaluation report,and shall be determined in accordance with ACI 318. 35haft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. ',Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). ,Soil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 6Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. Page 6 of 7 kItt, EVALUATION REPORT Number: 691 43 ® Originally Issued: 02/11/2020 Revised: 02/26/2021 Valid Through: 02/28/2022 TABLE 4-HP288 WITH NEW CONSTRUCTION BRACKET-ASD TENSION CAPACITIES Minimum Allowable Tension Capacity(kips) Bearing Plate Edge Bracket Part Concrete Helix(P3)3 Soil Foundation Dimensions Distance Bracket Shaft No.' Compressive z (Per Helix FOS=2.5 System with (in) Strength(psi) "A"(in) (P1) (P2) Plate) (P4)5 Soil FOS=2.56 2500 3 24.3 34.1 40.0 22.1 22.1 HP288NCB 24 32.4 34.1 40.0 22.1 22.1 or 6x6x0.75 HP288NCB-G 3000 23 29.1 34.1 40.0 22.1 22.1 3500 2 3 34.0 34.1 40.0 22.1 22.1 • HP288NC68 or 8 x 8 x 0.75 2500 2 4 34.1 34.1 40.0 22.1 22.1 HP288NCB8-G 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 concrete bearing strength only.All other design provisions related to the concrete foundation,such as punching shear, are outside the scope of this evaluation report,and shall be determined in accordance with ACI 318. 3Shaft capacities are limited to foundation systems with fully braced shafts as described in Section 3.1.2 of this report. 4Helix capacity is based on a single helix plate with outer diameter of 8,10,12 or 14 inches(203 mm,254 mm,305 mm,or 356 mm). 5Soil capacity is derived from torque correlation calculations per Section 3.1.1 of this report,with piles installed at the maximum torsion rating. 'Foundation system allowable capacities are based on the lowest of P1,P2,P3 and P4 listed in this table. FOOTING SIZE,-- REINFORCING DETAILS, &EMBEDMENT DEPTHS BY PROJECT ENGINEER • • • ( I EDGE DISTANCE"A" - - ! { 6 or 8 Inch New Construction Bracket (HP288NCB or HP288NCB8) Coupler Bolts and Nuts • (HWS5B-Z-075-425 and HWSJ5N-Z-075) i FIGURE 2-HP288 NEW CONSTRUCTION BRACKET ASSEMBLIES Page 7 of 7 PROJECT ADDRESS: 7659O SW LANDAU STREET LIABILITY .--■ RECEIVED ee• PORTLAND, OR PROJECT DESCRIPTION: The City of Tigard and its ���■ STARK TWO (2) HELICAL PIERS ARE TO BE VOLUNTARILY INSTALLED TO PREVENT FURTHER III1==1 BACKFILLOUNDATIONS employees shall not be ■gym■ AUGAUU 12 2021 4400NE77THAVE SUBSIDENCE OF THE EXISTING BLDG. TIE-BACKS ARE NOT REQUIRED. ��mI SUITE TH responsible for discrepancies �� (E) GRAfTY OF TIGARD VANCOUVER,WA 98662 360.566 7343 LAND USE NOTE: which mayappear herein. ���� - -ILDING DIVISION PILE INSTALLATIONS ARE SUBGRADE & DO NOT AFFECT THE EXTERIOR APPEARANCE .—_■. STAMP OF THE STRUCTURE. r� - ripa6PNO gsst�f DESIGN CRITERIA: 711 CODES f a�40PE 4 • i 6` FOOTING BEYOND E 2018 INTERNATIONAL BUILDING CODE (IBC) �� f1/4,Dq Wp�,4e 2019 OREGON STRUCTURAL SPECIALTY CODE STANDARD BRACKET CHIP OUT POCKET IN (E) FOOTING EXPIIvav/30/22 ASCE 7-16 (SUPPORTWORKS P/N FS288BL) FLUSH WITH FDN WALL. POCKET DESIGN LOADS: WIDTH TO MATCH BRACKET WIDTH w ROOF DEAD LOAD: 20 PSF 53} 2 7/8"0 EXTENSIONS (5' OR 7') 11111 0 ROOF SNOW LOAD: 25 PSF FLOOR DEAD LOAD: 15 PSF — (SUPPORTWORKS P/N HP288E5 OR FLOOR LIVE LOAD: 40 PSF HP288E7) II ,,,,,cc WIND LOAD: NOT APPLICABLE +1 SOILS: N 2 7/8"0 x 5' LEAD W/ A 10"0 & ALLOWABLE SOIL BEARING: 1500 PSF 6't� 12"0 HELIX (SUPPORTWORKS P/N Z ALLOWABLE SOIL PASSIVE: 100 PSF/FT .11 )(- HP288L5H02-3850) -p Ui GENERAL: I ALL DETAIL CUTS SHALL BE CONSIDERED TYPICAL AT LIKE CONDITIONS. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, NOTES AND SPECIFICATIONS, THE HELICAL PIER DETAIL - BRICK COLUMN GREATER REQUIREMENT SHALL GOVERN. 3 SCALE: 3/8"=1' o" 0 ESTABLISH AND VERIFY ALL GEOMETRY FOR ARCHITECTURAL, MECHANICAL, VALIDITY OF PERMIT IIIII Z ELECTRICAL, AND PLUMBING CONCERNS PRIOR TO CONSTRUCTION. +I l+l THE ISSUANCE OF A PERMIT CLIENT `V `V w LU N THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STRUCTURAL STABILITY OF ALL I- BASED ON CONSTRUCTION NEW AND EXISTING STRUCTURES DURING CONSTRUCTION. THIS INCLUDES EXCAVATIONS, 7659 SW LANDAU STREET DOCUMENTS AND OTHER /\ ¢ cccn COLUMNS, EQUIPMENT LOADS, MATERIAL LOADS, AND OTHERS. OBSERVATIONS BY THE PORTLAND, OR DATA SHALL NOT PREVENT �� ___IENGINEER-OF-RECORD DO NOT INCLUDE INSPECTIONS OF TEMPORARY LOADING AND THE CODE OFFICIAL FROM CC ¢ CD STABILITY DURING CONSTRUCTION. Q o REQUIRING THE CORRECTION HELICAL AND DRIVEN PILES: OF ERRORS. ORSC 105.4 w cU Q ALL PILES, HELICAL BLADES, FOUNDATION BRACKETS, HARDWARE, ETC., SHALL BE ~ o cc i_ MANUFACTURED BY SUPPORTWORKS, INC., AND DOCUMENTED IN UES EVALUATION REPORT 691. DRIVEN & HELICAL PILES ARE TO BE INSTALLED BY T a- SUPPORTWORKS-CERTIFIED INSTALLERS. nommoomsommo PROPERTY LINE \ PROJECT CONCRETE ANCHORS: - ~ w CONCRETE ANCHORS (IF REQ'D) SHALL BE SIMPSON OR EQUAL (SPECIAL INSPECTION \ 53'f \ o QC U 111 REQUIRED). .�' �` ��(E) PORCH-�� <7C CC w cc SPECIAL INSPECTIONS: SW LANDAU STREET ❑ 00Kv z cn < o SPECIAL INSPECTIONS OF PILE INSTALLATIONS SHALL BE CONTINUOUS & PERFORMED o o ACCORDING TO UES ER 691, SECTION 3.3. •2K ¢ Q 1- OSITE PLAN ---43I FRONT OF HOME 0 w o SCALE: 1/32"=1'-0' = w Cr) SPECIAL INSPECTION SCHEDULE o I-- cn „ co CONTINUOUS PERIODICALLY uo LEGEND VERIFICATION AND DURING DURING Approved plan 10 INDICATES HELICAL PIER & Nommina INSPECTION TASK UNFACTORED DESIGN LOAD PROJ NO.: 21.204.TFS TASK LISTED TASK LISTED ':ball be on job sit'. (KIPS). / misomiommion KIPS. SEE DETAIL 3 51.0 ISSUED: 08.10.21 VERIFY AND DOCUMENT PILE X - ensimass AND BRACKET NUMBERS. imil DRAwN BY: HAH PLAN NOTES: CHECKED BY: DS OBSERVATION OF THE FIRST INSTALLATION'S momoomummemi LOCATION, EMBEDMENT DEPTH, AND FINAL X - FOUNDATION REPAIR PLAN SHEET TITLE INSTALLATION TORQUE VALUE. 1. DO NOT INSTALL PIERS UNDER WINDOWS OR OPENINGS, UNLESS NOTED OTHERWISE. O SCALE: 1/8"=1'-0" SITE LOG BOOK FOR REMAINING 2. PIERS CAN BE ADJUSTED A DISTANCE OF 1-0'±AS LONG AS THE SPAN BETWEEN THE ADJUSTED PIER AND PLAN & INSTALLATIONS WILL BE VERIFIED. X - ADJACENT PIER DOES NOT EXCEED THE MAXIMUM RECOMMENDED SPACING. WHEN THE DISTANCE EXCEEDS THE MAXIMUM RECOMMENDED SPACING, CONSULT WITH THE ENGINEER OF RECORD FOR FURTHER DIRECTION. OFFICE COPY NOTES 3. PIERS SHALL BE INSTALLED TO A MINIMUM 2.5X THE DESIGN LOAD, INSTALLED PER THE TORQUE SHEET NUMBER CORRELATION METHOD, AS NOTED ON THE FOUNDATION REPAIR PLAN TO ACHIEVE AN ULTIMATE AXIAL LOAD . 0 OF 5,000 LBS MINIMUM . PILE EMBEDMENT SHALL BE 8'-0" MIN. .. S 1 ii °S. STARK FOUNDATIONS 4400 NE 77TH AVE SUITE 275 VANCOUVER,WA 98662 360 566 7343 iniiiMiin I- 1 STAMP r II —I-1 I EQED PROlfS 1,,,,,GIN tt;42t A 7494017 �kP E... .rye ,'��N y I ``,$.' °Oa WPy EXPIRES:06/30/22 11111 �����m co R.0 CD Co C-D CD 11111! CLIENT CC — J L I- r — I- ILLJ— co x x w N N CC CV J cc CC Q O Q S CC z C Q LU U) O CC L J T o oo minmemilis PROJECT f— W Q I I LL -1 r J w "' o L — — -� I II �I_ _ _I z Q o I IO LLJ z I cc z Q JJ J IL— z w CC O E— a) • u_ U) Lf) cfl ' I PROJ NO.: 21.204,TFS LL J J I ISSUED: 08 10.21 L IwwiimiiiiiiiiiMilliIM DRAWN BY: HAH CHECKED BY: DS minimillIMMIIIIMENi SHEET TITLE FIRST FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN O SCALE: 3/32"=ROOF FRAMING PLAN CD3 FRAMING 1'-0" SCALE: 3/32"=1'-0" SCALE: 3/32"=1'-0" PLAN SHEET NUMBER S2 . O