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Specifications (77)
y MS 40S- (33L c,‘,QJ c\C A5Lni SF1 Design Group, LLC STRUCTURAL I CIVIL I GEOTECHNICAL I LAND USE PLANNING 9020 SW Washington Square Drive,Suite 505,Portland,Oregon 97223 1813 Rutan Drive,Suite C,Livermore,California 94551 1912 S 146th Street,Seattle,Washington 98168 p:503-641-8311 www.sfadg.com STRUCTURAL CALCULATIONS Butler Residence Underpinning 9220 SW Millen Dr, Tigard, OR 97224 TerraFirma Foundation Systems HP P 2N8 r 'RcAN6 �S ►NE��1424, 59022PE y j OREGON GI\ p9`O�� BEY S. EXPIRES: 12-31-19 _ LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME.NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Project No.TF18-159 August 29,2018 SFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF18-159 PROJECT DATE Butler Residence Underpinning 8/29/2018 SUBJECT BY 'Helical Pier Design Requirements DH Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the one-story residence located in Tigard,OR as referenced on the coversheet. The round steel tubes and retrofit brackets are used to stabilize and/or lift settling foundations.The bottom and back portion of the bracket is securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve with a starter pier provide additional stiffness to resist eccentric loading from the foundation.Once all piers are installed,they are simultaneously loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization and/or lift prior to locking off the pier cap.The piers are required to resist vertical loading from the roof framing,wall framing,floor framing,concrete stemwall,and concrete footing. Underpinning the structure will remove lateral resistance provided by soil friction acting on the concrete foundation. By inspection,lateral resistance will be provided by soil friction acting on the unpiered portions of the concrete footing/concrete slab on grade and passive pressure acting on the buried footings perpendicular to the piered gridlines. There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher,thus the entire underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and stamped by a licensed design professional. Deep foundation guidelines,load combinations,special inspection and testing requirements per IBC 2015 have been included.Axial and bending capacities of the external sleeve,analysis of the retrofit foundation bracket,design reductions,and corrosion considerations have been incorporated in all required calculations per AISC 360-10.Concrete foundation span capacities have been analyzed per ACI318-14. Bracket fabrication welding has been performed by Behlen Mfg Co.conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB accredited SGS. General Building Department City of Tigard Building Code Conformance(Meets Or Exceeds Requirements) 2015 International Building Code(IBC) 2015 International Residential Code(IRC) 2014 Oregon Structural Specialty Code(OSSC) 2017 Oregon Residential Specialty Code(ORSC) (Dead Loads Roof Dead Load 15.0 psf Floor Dead Load 15.0 psf Wood Wall Dead Load 12.0 psf Concrete 150.0 pcf !Live Loads Roof Snow Load 25.0 psf Floor Live Load(Residential) 40.0 psf . . 5FA Design Group. LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-159 PROJECT DATE Butler Residence Underpinning 8/29/2018 SUBJECT BY Design Loads DH Worst Case Vertical Design Loads(Gridline 1) Tributary Width To Anchor= =6.00 ft RoofDL= (15 psf) (14.00 ft) =210 plf Dead Load 4.278 kips RoofSL= (25 psf) (14.00 ft) =350 plf Floor Live Load 0.960 kips 1 stFloorDL= (12 psf) (4.00 ft) =48 plf Roof Snow Load 2.100 kips 1 stFloorLL= (40 psf) (4.00 ft) =160 plf Controlling ASD Load Combination: WalIDL = (15 psf) (12.00 ft) =180 plf D+0.75L+0.75S StemwalloL= (150 pcf) (6.00 in) (24.00 in) =150 plf FootingoL= (150 pcf) (10.00 in) (12.00 in) =125 plf Max Vertical Load to Worst Case Pier 6.573 kips f Worst Case Vertical Design Loads(Gridline A) Tributary Width To Anchor= =6.00 ft Roof DL= (15 psf) (4.00 ft) =60 plf Dead Load 3.198 kips RoofSL= (25 psf) (4.00 ft) =100 plf Floor Live Load 0.960 kips 1 stFlooroL= (12 psf) (4.00 ft) =48 plf Roof Snow Load 0.600 kips 1 stFloorLL= (40 psf) (4.00 ft) =160 plf Controlling ASD Load Combination: WaIIDL = (15 psf) (10.00 ft) =150 plf D+0.75L+0.75Lr StemwallDL= (150 pcf) (6.00 in) (24.00 in) =150 plf FootingoL= (150 pcf) (10.00 in) (12.00 in) =125 plf Max Vertical Load to Worst Case Pier 4.368 kips Pier Layout(See S2.1 for Enlarged Plan) A 6,_O" 2',O.. " _O (10 C�I C7 5FA Design Group, LLC EN STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18-159 Y PROJECT DATE Butler Residence Underpinning 8/29/2018 SUBJECT BY ' Foundation Supportworks HP288 Helical Pier System DH DesignREACTI Input t �EA�TicN Pier System Designation= HP288 FIEF. ;AP WITH Vertical Load to Pier,PTL= 6.573 kips TH'EEA E3 HODS ,,,,-(E) RTEM*ALL Minimum Installation Depth,L= 10.000 ft / Aur FOOTING; Unbraced Length,I= 1.000 ft 'PIER- "SLI Eccentricity,e= 4.250 in (E) GRADE Friction Factor of Safety, FS= 2 EXTERNAL 1 EEiE- 0 Normal Surface Force, Fn= 3.287 kips Vertical Component of Tieback,PTB= 0.000 kips fll ACKET- P« Design Load(Vertical+Tieback), PDL= 6.573 kips Ex°'AVATIGti,- ' �' +MomentEccentricay= 27.935 kip-in -'Ta' i FID"V -MomentTieback= 0.000 kip-in 1 -MomentFriction= 0.000 kip-in Design Moment,Moment PierD = 27.935 kip in -Sleeve Property,Input Sleeve Length= 30.000 ince 2* Design Sleeve OD= 3.385 in 6 Lil•w EXTERNAL Design Wall Thickness= 0.183 in0. SLEEVE r= 1.134 in Note: Sleeve reduces bending stress on main z J 8 , PIER pier from eccentricty A= 1.843 in S= 1.400 in3 Z= 1.880 in3 HELIx H1j sE t; ) I= 2.369 in4 Ifi 1 E= 29000 ksi Fy= 50 ksi Pier Property Input .r Design Tube OD= 2.801 in HELIx LALE GG) Design Wall Thickness= 0.239 in 1�- k= 2.10 r= 0.910 in A= 1.923 in2 -- Note: Design thickness of pier and sleeve based c= 1.400 in r= - "--HELIX ,BLADE (I I) on 93%of nominal thickness per AISC and the i ICC-ES AC358 based on a corrosion loss rate of S= 1.137 in3 r 50 years for zinc-coated steel Z= 1.573 in3 I= 1.592 in4 Note:Section above is a general representation of piering system, E= 29000 ksi refer to plan for layout and project specific details. Fy= 50 ksi Pier Output Per AISC 325-11 Doubly and;Singly Symmetric Members Subject To Flexure and Axial Force; kl/r= 27.70 OK,<200 §E2 Note: Flexural design capacity based Fe= 372.870 ksi §(E3-4) on combined plastic section modulous 4.71"(E/Fy).5= 113.43 §E3 of pier and sleeve Fcr= 47.271 ksi §(E3-2&E3-3) Pn= 90.9 kips §(E3-1) Safety Factor for Compression,Oc= 1.67 Allowable Axial Compressive Strength,PnKlc= 54.4 kips §E1 Actual Axial Compressive Demand,Pr= 6.573 kips D/tpier= 11.7 OK,<.45E/Fy §F8 Mp= 172.7 kip-in §(F8-1) Safety Factor for Flexure,Ob= 1.67 • Allowable Flexural Strength,Mn/Ob= 103.4 kip-in §F1 Actual Flexural Demand,Mr= 27.9 kip-in Combined Axial&Flexure Check= 0.33 OK §(H1-la& lb) Helix Properties and Capacity Fyh= 50 ksi Fbh=0.75*Fyh= 37.500 ksi Di = 10 in Ai =p*D12/4= 78.5 int ti = 0.375 in Si =1*tie/6= 0.023 in3 Qi =Ai*wi = 38.4 kips wi = 0.488 ksi D2= 12 in A2=p*D22/4-p*(Tube OD)2/4= 106.9 in2 t2= 0.375 in S2=1122/6= 0.023 in3 Q2=A2*w2= 40.9 kips w2= 0.382 ksi D3= 0 in A3=p*D32/4-p*(Tube OD)2/4= 0.0 in2 t3= 0.000 in S3=1132/6= 0.000 in3 Q3=A3*W3= 0.0 kips W3= 0.000 ksi EQ= 79.2 kips OK Helix Weld to Pier Capacity E70 Electrodes= 70 ksi Size of Fillet Both Sides= 0.250 in Capacity of Fillet Both Sides= 7.424 kli Ri = 1.758 kli Weld OK R2= 1.758 kli Weld OK R3= 0.000 kli Soil-Individual Bearing Method-Cohesive Factor of Safety= 2.0 Blow Count, N= 12 Ah=Ai+A2+A3= 1.3 ft2 Cohesion,c= 1.500 ksf N�= 9 Q3=EAh(cNg)= 17.388 kips Qa,compressionttension=Qu/FS= 8.694 kips OK Soil-;individual Bearing Method-Non-Cohesive Factor of Safety, FS= 2.0 y= 110 pcf _ 29° ,,/ Depth of Helix,Di = 9.500 ft Depth of Helix,D2= 7.000 ft Depth of Helix, D3= 0.000 ft q'i =y*Di = 1045.0 psf q'2=y*D2= 770.0 psf q'3=y*D3= 0.0 psf Ng=1+0.56(12*0)°/54= 13.98 (for 0=29°) Qig=A1(q'i Ng)= 7.965 kips Q2„=A2(q'2Nq)= 7.991 kips Q3u=A3(q'3Nq)= 0.000 kips 0a,compressionttension=EQu/FS= 7.978 kips OK t Non-Cohesive Controls Soil-Torque Correlation Method-Verification Factor of Safety,FS= 2.0 Design Work Load, DL= 6.573 kips Emperical Torque Correleation Factor, Kt= 9 ft-' Final Installation Torque,T= 3000 lb-ft Ultimate Pile Capacity,Qu= 27.000 kips Allowable Pile Capacity,Qa= 13.500 kips OK Results Max Load To Pier=Design Load=6573 lb 2.875"Diameter Pipe Pier with 0.276"Thick Wall 3.5"Diameterx30"Min Long Pipe Sleeve With 0.216"Thick Wall 0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side of Helix to Pier Minimum 10'-0"Installation Depth And Minimum 3000 lb-ft Installation Torque Mill SFA Design Group, It LC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. TF18 159 ` PROJECT DATE ., Butler Residence Underpinning 8/29/2018 SUBJECT BY • Foundation Supportworks FS288BL Bracket DH I Capacity of 3/4"0 GRB7(1l25ksi)Threaded Rod Ti = 11 D= 0.750 in Ft= 125 ksi At= 0.344 int e 4'/4" Capacity= 42.950 kips _ — I Block Shear at%"Plate 0 and © to ® R - Tes= 0.3(58)(%)(11)+0.5(58)(%)(2) = 93.525 kips _ R Capacity of Weld® : y" N t2 E70 Electrodes= 70 ksi Size of Fillet= 0.188 in 3/8" RATE II 3/8" RATE Q Length of Weld= 11.000 in Capacity of Per Inch of Fillet= 2.784 kli — 1 i t e 7 l Capacity of Fillet= 30.627 kips I Capacity of%"Plate® 3/16" WELD 0 r At= 3.188 int r Ft= 21.600 ksi f I I T= 68.850 kips n 3/8" RATE a ik I = 0.031 in' , I r 4`�' A= 0.375 int / r= 0.289 in ( ( „� k= 1.00 L I= 8.500 in ?Y", e. kl/r= 30.0 6) " 6" i Fa= 20.350 ksi S= 4.516 in3 Fb= 27.000 ksi RMax= 15.429 kips 4 Limiting System Factor Fv= 14.400 ksi VALLOW= 43.200 kips Results Capacity of System(2 Sides)=15.43(2)=30.86kips(Bracket Only) BIMSFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF18-159 PROJECT DATE Butler Residence Underpinning 8/29/2018 SUBJECT BY (E)Concrete Footing/Foundation Wall DH Footing/Foundation Wall Section Properties b Foundation Width,b= 6 in - - Foundation Depth,d= 34 in Cross Sectional Area,A= 204 in2 Section Modulus,Sx= 1156 in3 Gross Moment of Inertia, I9= 19652 in4 Assumed Conc,f'c= 2000 psi AS OCCURS(NOT 'Footing/Foundation Wall Loading CONSIDERED FOR MOMENT CAPACITY) Note: Reference design loads page of calculation package ► for loading conditions. rid !!!!!!!! Footing/Foundation Wall Cross Section Dead Load, D= 0.713 klf Note: Load factors taken from AC1318-14 §5.3.1 Floor Live Load, L= 0.160 klf Roof Snow Load= 0.350 klf Governing Load Combination= 1.2D+ 1.6S+L Wu= 1.576 klf Desired Pier Spacing,Sp= 6.00 ft Ultimate Shear(WS/2),Vu= 4727 lbs Ultimate Moment(WS^2/8), Mu= 7.10 k-ft !Footing/Foundation Wall Moment&Shear Capacity Per ACI318-14 Conc Modulus of Rupture,fr= 335 psi §19.2.3.1 Cracking Moment, Mcr=S*fr= 32.3 k-ft Flexure Reduction Factor,4)= 0.65 §21.2.2 Design Moment,4)Mcr= 21.0 k-ft >7.1 k-ft Span Ok Shear Strength,Vc= 18246 lbs §22.5.5.1 Shear Reduction Factor,4)= 0.75 §21.2.1 Design Shear,0.54)Vc= 6842 lbs >4727 lbs Span Ok Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement.