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Specifications /013 s Sw ee-- � ., . / SEA Design Group, ui �v STRUCTURAL I CIVIL LAND USE PLANNING I SURVEYING C...... 9020 SW Washington Square Dr,Suits 505-Portland,OR 97223 Era 1813 Rutan Dr,Suits C-Livermore,CA 94551 P:(503)641-8311 F: (503)643-7905 www.sfadg.com STRUCTURAL CALCULATIONS White Residence Underpinning 10135 SW Century Oak Dr., Tigard, OR 97224 TerraFirma Foundation Systems v0 PRopSt, /� rGIN -e 59022PE OC 9 CC I-- 41, I OREGON (g‘ 0.0 0 g_��\ C FY S. EXPIRES: 12-31-17 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. TF16-016 May 18,2016 1 of 13 Ell!SSTRFUCTURAesCiIgVILnI GAND USEpPANLINCG PROJECT NO.SHEET NO. TF16-016 PROJECT DATE White Residence Underpinning 5/18/2016 SUBJECT BY Pier Design Criteria BJH Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-story residence with crawl space and garage slab on grade 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. Using the weight of the existing structure, pier sections are continuously hydraulically driven through the foundation bracket and 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 2012 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 ACI318-11. 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) 2012 International Building Code (IBC) 2012 International Residential Code (IRC) 2014 Oregon Structural Specialty Code (OSSC) 2014 Oregon Residential Specialty Code (ORSC) 'Dead Loads Roof Dead Load 15.0 psf Floor Dead Load 12.0 psf Wall Dead Load 10.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 25.0 psf Floor Live Load (Residential) 40.0 psf 2 of 13 1111 SFA Design Group, LLE PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF16-016 PROJECT DATE White Residence Underpinning 5/18/2016 SUBJECT BY Design Loads BJH !Worst Case Vertical Design Loads Tributary Width To Anchor= =7.00 ft Roof DL= (15 psf) (17.00 ft) =255 plf Dead Load 5.579 kips Roof LL= (25 psf) (17.00 ft) =425 plf Floor Live Load 2.940 kips ConcFloorDL= (150 pcf) (24.00 in) (4.00 in) = 100 plf Roof Snow Load 2.975 kips ConcFloorLL= (40 psf) (2.00 ft) =80 plf Controlling ASD Load Combination: WaIIDL = (10 psf) (9.00 ft) =90 plf D+0.75L+0.75Lr StemwalloL= (150 pcf) (8.00 in) (18.00 in) = 150 plf FootingDL= (150 pcf) (16.00 in) (6.00 in) = 100 plf Max Vertical Load to Worst Case Pier 10.015 kips 'Pier Layout I I I 1,"-I lki r1 .122PataMMOSIME.M140 I:,i':!. I 0 ' I 11 1 to 4111 ,i I i l'I' i I A -r, .' (E) CRACK , i A Ptt:A (., i[ L6x5x5/Bx I 0'-D" f:*.1 STEEL ANGLE CENTERED 11,' [A 1131 11 ON (E) CRACK 1 i (E) FOUNDATION/(N) PIER LAYOUT PLAN lith.....\wir.H1'17:•11 SCALE. 1/B*=1'-0" (E)PAFTTTAL FOUNDATION/(N)PIER LAYOUT PLAN NOTES: 1 1. CONTRACTOR TO VERIFY 8'Wx1'-D'OP CONC STEMWALL ON - --In t R 1'-(Wx6.DP CONC FOOTING MIN TYP PRIOR TO INSTALLATION .., (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER) I OF I 2. (1) INDICATES LOCATION OF HELICAL PIER PER SHEET 3 OF E. __- - _..) 3. PIER SPACING SHALL BE 7-O" OC MAX 4. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION KEY PLAN CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SCALE: NTS 3 of 13 Rill SFA Design Group, u_c PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF16-016 PROJECT DATE White Residence Underpinning 5/18/2016 SUBJECT BY Foundation Supportworks HP288 Helical Pier System BJH VPIERDesign Input REACTION Pier System Designation= HP288 PIER CAP WITH Vertical Load to Pier, PTL= 10.015 kips THREADED RODS (E) STEMWALL Minimum Installation Depth, L= 10.000 ft „ f AND FOOTING Unbraced Length,I= 1.000 ft 1 PIER Eccentricity,e= 4.250 in f , (E) GRADE Concrete to Steel Coefficient of Friction,µ= 0.450 EXTERNAL SLEEVE I .__ =ZT. 1 l Friction Factor of Safety, FS= 2 - - ' - i - X11- (� Normal Surface Force,Fn= 5.008 kipsp„ '' 11 +---I' BRACKET IVertical Component of Tieback, PTB= 0.000 kips al i I�- Design Load(Vertical+Tieback), PDL= 10.015 kips EXCAVATION ,- f i - +MomentEccentricity= 42.565 kip-in1 r i- r� -MomentT eback= 0.000 kip-in 11 1111 e- -)11' �_i l MomentFriction= 17.464 kip-in Ili '!1 I I 1 1 111 Design Moment,MomentpierDL= 25.101 kip-in 11 1 IL ,I_ -11.1-1:1-'( 1=11 i 1 ' 11( Sleeve Property Input J , i1-5= _- 11i '1�11111I11 Sleeve Length= 24.000 in X 11 -- Design Sleeve OD= 3.434 in T�4J 1� ��_i 1 = EXTERNAL Design Wall Thickness= 0.183 in I 1 5 lei 1, �� 11(1 -SLEEVE r , LT--01,1_,,,i: Note: Sleeve reduces bending stress on main r= 1.151 in �' PIER A= 1.871 int =11111 .1- 7' , !1_i 1 pier from eccentricty -, S= 1.444 in3 _,-I i HELIX BLADE (D3) Z= 1.938 in3 1_ -1 "' 1= 2.480 in l_ E= 29000 ksi ei 1 1 i:' -111 �,11 _1I(11f1i Fy= 50 ksi ' i_I 161 ,11 11 I Pier Property Input 1 i -�� ,i, ( } HELIX BLADE D2 Design Tube OD= 2.801 in i ,_, _,11-,-1,_ _ 1 I__1 Design Wall Thickness= 0.239 in ;1 1 11 1 1 k= 2.10 , iil '1 111`" r= 0.910 in ,;11a 11( - 11 A= 1.923int 1',- w-- 1 1 Note: Design thickness of pier and sleeve based , ' HELIX BLADE (01) on 93%of nominal thickness per AISC and the c= 1.400 in ICC-ES AC358 based on a corrosion loss rate of S= 1.137 in3 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 AMSC 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,Pn/t;2o= 54.4 kips §E1 Actual Axial Compressive Demand,Pr= 10.015 kips D/tpier= 11.7 OK,<.45E/Fy §F8 Mp= 175.6 kip-in §(F8-1) Safety Factor for Flexure,Ob= 1.67 Allowable Flexural Strength,Mn/Ob= 105.1 kip-in §F1 Actual Flexural Demand,Mr= 25.1 kip-in Combined Axial&Flexure Check= 0.33 OK §(H1-1 a&1 b) 4 of 13 I Helix Properties and Capacity Fyh= 50 ksi Fbh=0.75*Fyh= 37.500 ksi Di = 10 in Al =p*Di2/4= 78.5 in2 ti = 0.375 in Si =1*tie/6= 0.023 in3 01 =Ai*wt = 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=1*t22/6= 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=1°t32/6= 0.000 in3 Q3=A3*w3= 0.0 kips W3= 0.000 ksi EQ= 79.2 kips OK I 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 Soi[ i dividual`Searing'Method Cohesive Factor of Safety= 2.0 Blow Count, N= 15 ZAh=Ai+A2+A3= 1.3 ft2 Cohesion,c= 1.875 ksf Nc= 9 Qu=ZAh(cNc)= 21.735 kips Qa,compression/tension=Qu/FS= 10.868 kips OK 4 Cohesive Controls I Soil-Individual Rearing Method-Non-Cohesive ;.:.. Factor of Safety, FS= 2.0 y= 110pcf 0= 32° Depth of Helix,Di = 9.500 ft Depth of Helix,D2= 7.000 ft Depth of Helix,D3= 0.000 ft q'i =y*Dt = 1045.0 psf q'2=y*D2= 770.0 psf q'3=y*D3= 0.0 psf Ng= 1+0.56(12*0)°/54= 20.04 (for 0=32°) Qi,=At(q'iNg)= 11.421 kips Q2u=A2(q'2Nq)= 11.458 kips Q3u=A3(q'3Nq)= 0.000 kips Qa,compression/tension=ZQu/FS= 11.440 kips OK I Soil-Torque Correlation Method-Verification Factor of Safety, FS= 2.0 Design Work Load, DL= 10.015 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 I Results Max Load To Pier=Design Load=10015 lb 2.875"Diameter Pipe Pier with 0.276"Thick Wall 3.5"Diameterx24"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 5 of 13 5FA Design Group, etc 11111 PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF16-016 PROJECT DATE White Residence Underpinning 5/18/2016 SUBJECT BY Foundation Supportworks FS288BL Bracket BJH I Capacity of 3/4"0 GRB7(125ksi)Threaded Rod = 11 D= 0.750 in Ft= 125 ksi At= 0.344 in2 e = 41/4 Capacity= 42.950 kips I Block Sheart'/."Plate ID and c to eP ' TBS= 0.3(58)(%)(11)+0.5(58)(%)(2) = 93.525 kips R Capacity of Weld ...x 1Y2" E70 Electrodes= 70 ksi Size of Fillet= 0.188 in 3/8" RATE Q I� 3/8" RATE Q Length of Weld= 11.000 in Capacity of Per Inch of Fillet= 2.784 kli —t-6 11111111111a1MEN.1131 NI � 1CapaCapacity of Fillet= : ::n city of Vs"';Plate3/e" WE Lop �t Ft= 21.600 ksi T= 68.850 kips 3/e" ATE 1 = 0.031 in44�,' `1' A= 0.375 int ' r= 0.289 in k= 1.00 animmimmumimmorimm 1= 8.500 in 1Y2" kl/r= 30.0 6" Fa= 20.350 ksi S= 4.516 in3 Fb= 27.000 ksi RMAx= 15.429 kips t Limiting System Factor Fv= 14.400 ksi VALLOw= 43.200 kips N Results Capacity of System(2 Sides)=15.43(2)=30.86kips(Bracket Only) 6 of 13 Steel Beam File=Y:12016PR-11#2016P-11#20160-11TF16-0-1._TIICalcslangle.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.6.30 Lic.#:KW-06005923 Licensee:SFA ENGINEERING LLC Description: Steel Angle CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination IBC 2012 D(0.7970)L(0.420)S(0.4250) Span=0.750 Span=7.0 ft Span=1.50 ft ',. L6x6x5/8 L6x6x5/8 L6x6x5/8 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D=0.7970, L=0.420, S=0.4250 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.639: 1 Maximum Shear Stress Ratio= 0.107 : 1 Section used for this span L6x6x5/8 Section used for this span L6x6x5/8 Ma:Applied 7.768 k-ft Va:Applied 5.180 k Mn/Omega:Allowable 12.158 k-ft Vn/Omega:Allowable 48.503 k Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 3.367ft Location of maximum on span 7.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 2,940 Max Upward Transient Deflection -0.010 in Ratio= 1,883 Max Downward Total Deflection 0.083 in Ratio= 1015 Max Upward Total Deflection -0.028 in Ratio= 650 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 5.908 7.326 Overall MINimum 3.291 4.081 +D+L+H 5.026 6.232 +D+Lr+H 3.291 4.081 +D+5+1-1 5.046 6.257 +D+0.750L+0.750S+H 5.908 7.326 7 of 13 _gyp PROF. �����GINEF�° 69022PE ly r. OREGON 2/S4.1 �� 9.0 �' /HOLES EXPIRES: 12-31-17 U r7 � 1 , f � HI /HOLE C Ili- - _LJ_ -1 M RA3/4 I , VR/HOLE 1 roI ,..-- E 71— STI- -- I U �� Z/HOLE 7-0 N 3" ,-- 1 cn 7„ 134" 5)4„ 1'-2" 2/S4.3 FSI FOUNDATION BRACKET FS288BL - FRONT 1 SCALE: 3"=1'-0" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING Sfa Rutan Dr.,Suite C-Livemore,CA 94551 P:(503)641-8311 F: (503)643-7905 10135 SW Century Oak Dr.,Tigard,OR 972 24 S4. 1 www.sfadg.com 8 of 13 �,ED PROFF 69022PE 1/S4.1 OREGON I vC"AZA S Or�<cC) I I Il II EXPIRES: 12-31-17 R3/8 - I I II 9 \ y., 1y„ 17" 1'-1" 1'-2" 2/S4.3 FSI FOUNDATION BRACKET FS288BL - RIGHT SCALE: 3"=1'—O" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 10135 SW Century Oak Dr.,Tigard,OR 97224_ P:(503)641-8311 F: (503)643-7905w .2^ www.sfadg.com 4 9 of 13 g'<V0GINE /O 4, 59022PE l 1/S4.1 I _ / mm, OREGON I I I I �' I Ii I 1 1 I I EXPIRES: 12-31-17 0 • 5,„ 0 0 0 I I I I IL ' I I ' jI I II II I I 1:),� II 1 i_i is - - - - 11 . , i TYP> \ I� I � I 1 -(,): 3/16 �4.. ' N — TYP I 2/S4.3 FSI FOUNDATION BRACKET FS288BL - BACK SCALE: 3"=1'-0" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 P:(503)641-8311 F: (503)643.7905 10135 SW Century Oak Dr.,Tigard,OR 97224 www.sfadg.com S4.3 10 of 13 co PROFF ����G,INF'-9/� 59022PE CC r- 1/S4.1 I ‘IrOREGON (•%0,09_20p3,`e n: /CAP I /PIPE/HOLES A)3sksY S.° EXPIRES: 12-31-17 I3/8x10x0'-6" ---- — _ 3 R1/2 3/16V /16" <TYP 3 I-. I I ' : 1 I /16 V V I", <TYP 3 3 /16 TYP /16 3/16 TYP< 3 V I I 3/16 V <TYP /16 ` I I ��� 1 I I V 4 R/4 I ' : (\ t3/g TYP 4 (7; R1/2 x7x0'-51/2" 1 I 3/16V R3/8 W/ 13/16"0 HOLE TYP I 2/S4.3 FSI FOUNDATION BRACKET FS288BL - LEFT CI SCALE: 3"=1'-0" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 10135 SW Century Oak Dr.,Tigard,OR 97224 P:(503)641-8311 F: (503)643-7905 www.sfadg.com . 11 of 13 7,------.-, c\%1G,INE . cc9/ /7 \\ C . *' F� °2 0 II 11 „ to 59022PE .9 \\ I/ \ r— !i OREGON SECTION A-A vFA°�°g— .SGtb ) '`1EY S.° ./In/PIPE/HOLES EXPIRES: 12-31-17 q_/HOLES /HOLES 1/S4.1 I 1., _ . � ' TYPr � N H I I I I Ti I I --0-Li it I I ..*� CAP R1x9x0'-5" 3 3 /2"O PIPE /16V 0 R/q 0 ' 0 I I- 1 1 : I : ; I 3/16/ 1 I _ I I 3 /16, 4 � N 1 2/S4.3 NOTE: CAP R NOT SHOWN FOR CLARITY FSI FOUNDATION BRACKET FS288BL - TOP CD SCALE: 3"=1'-0" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 P:(503)641-8311 F: (503)643-7905 10135 SW Century Oak Dr.,Tigard,OR 972,24 /� www.sfadg.com `T.5 12 of 13 PROFFS 59022PE l OREGON v�T�0 9_ ,s$ EXPIRES: 12-31-17 2/S4.2 /HOLE 3" n II I I M • I71-111 i/HOLE �R13p, I I /4 II I II ME/HOLE I II - -L - - - - II ❑E" [TI- /HOLE II 0 � 13/4„ TYP I 2/S4.1 FSI FOUNDATION BRACKET FS288BL - BOTTOM SCALE: 3"=1'-O" PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-2016 SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 P:(503)641-8311 F: (503)643-7905 10135 SW Century Oak Dr.,Tigard,OR 97 4 www.sfadg.com S4.6 13 of 13 �<20 PROFNi Fs 144 59022PE 411iC esi. "-- ____. OREGON (.(t‘4\0,9....0 9....a0(1643` EXPIRES: 12-31-17 r Olt 11 1 i f el :-, DO NOT PLACE PIERS ''t` THIS ZONE W/O DIRECTION 4 FROM ENGINEER DO NOT PLACE PIERS 44 , THIS ZONE W 0 DIRECTION pp CONTRACTOR TO NOTIFY 4400 FROM ENGINEER / EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE BETWEEN FOUNDATION s , /'■i i■i ., a■i ( SPAN BRACKETS NO PIER PLACEMENT ZONE SCALE: NTS 0'4,IIMv 40 PROJECT NAME: PROJECT NO: BY: DATE: WHITE RESIDENCE UNDERPINNING TF16-016 BJH 05-18-20167 ` , SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING TERRAFIRMA iiN 9020 SW Washington Square Dr., Suite 505 Portland,OR 97223 WHITE RESIDENCE UNDERPINNING sfa 1813 Rutan Dr.,Suite C-Livemore,CA 94551 P:(503)641.8311 F: (503)643.7905 10135 SW Century Oak Dr.,Tigard,OR 972 4 www.sfadg.com 4. 111;44- 44,