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Plans (149)
JUL t92018 SFA Design Group , Lt_ L~ ' `' ! yo- ..._. I... ' : .: 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Helical Pier Design Requirements MEK Structural Narrative The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the 1-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. Per the following calculation, 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 AC1318-14.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 12.0 psf Wood Wall Dead Load 15.0 psf Concrete 150.0 pcf Live Loads Roof Snow Load 25.0 psf Floor Live Load(Residential) 40.0 psf RIM SFA Design Group, LLC STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO. - TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Design Loads MEK [Worst Case Vertical Design Loads(Gridline A) Tributary Width To Anchor= =7.00 ft RoofDL= (15 psf) (8.00 ft) =120 plf Dead Load 4.214 kips RoofSL= (25 psf) (8.00 ft) =200 plf Floor Live Load 1.680 kips 1 stFloorDL= (12 psf) (6.00 ft) =72 plf Roof Snow Load 1.400 kips 1stFloonLL= (40 psf) (6.00 ft) =240 plf Controlling ASD Load Combination: WaIIDL = (15 psf) (9.00 ft) =135 plf D+0.75L+0.75S StemwalloL= (150 pcf) (6.00 in) (24.00 in) =150 plf FootingDL= (150 pcf) (12.00 in) (10.00 in) =125 plf Max Vertical Load to Worst Case Pier 6.524 kips fPier Layout(See S2.1 for Enlarged Plan) A B 0 D 0 I I 0 - - — _ ;, / 1 ,1 © II I(��J jl,a( IP-.: 13.s ,) 1Ii lor 11 SPA, ii ' — .. 114 ► ©) i -i I 0 'cf ill i .1 11, 4 .; ; ' I 1`' N. I , E) E 1 .(; © o `- 2'—O" 7'—O" I 1 I I i I 0 L___‘ __.. �.......1 SFA Design Group, LLC BM PROJECT NO. SHEET NO. ` STRUCTURAL CIVIL LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Foundation Supportworks HP288 Helical Pier System MEK Design Input REACTION,/ Pier System Designation= HP288 PIER CAP Yam Vertical Load to Pier,PTL= 6.524 kips 1h-:E EJ IfODS (E) MALL Minimum Installation Depth, L= 10.000 ft Th AK C-AlFOCITING Unbraced Length,I= 1.000 ft PIER j , Eccentricity,e= 4.250 in (E) CRADE'� Friction Factor of Safety,FS= 2 EXTERNALLEE'E Normal Surface Force,Fe= 3.262 kips — { Vertical Component of Tieback, PTB= 0.000 kips C RAi INET--, Ra r 1 Design Load(Vertical+Tieback), PDL= 6.524 kips EXtA`dAT13N-- . +MomentE�e o-�olry= 27.727 kip in _ 1 -Momentneback= 0.000 kip-in 1 e -MomentFrcton= 0.000 kip-in .r- i Design Moment,MomentPierDL= 27.727 kip-in ( l ' , 1 €[ I a Sleeve Property',Input i '-1 1 I 11 Sleeve Length= 30.000 in r.R= f I. j �r Design Sleeve OD= 3.385 in 6V ; EXTERNAL E 2' L Design Wall Thickness= 0.183 in , SLEEVE r= 1.134 in c.-s '_ -,- Note: Sleeve reduces bending stress on main 2 a... PIED from eccentricty = 1.843 in [ pierY S= 1.400 in' .... --I _ HEUX BLADE ( 3) Z= 1.880 in3 , € - I= 2.369 in" ` E= 29000 ksi a,j t l Fy= 50 ksi I 1 I .: Pier Property Input - ,, Hrlx BLADE (02) Design Tube OD= 2.801 in j " Design Wall Thickness= 0.239 in t-1 I k= 2.10 1 I _ ,I r= 0.910 in A= 1.923 in2 E 1 Note: Design thickness of pier and sleeve based c= 1.400 in 1' ' _ m HELIX .At E (G1) on 93%of nominal thickness per AISC and the ( di iii ICC-ES AC358 based on a corrosion loss rate of S= 1.137 in' FF 50 years for zinc-coated steel Z= 1.573 in' I= 1.592 in° 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 For= 47.271 ksi §(E3-2&E3-3) Pe= 90.9 kips §(E3-1) Safety Factor for Compression,Qc= 1.67 Allowable Axial Compressive Strength,PnIQ,= 54.4 kips §E1 Actual Axial Compressive Demand,Pr= 6.524 kips D/tpler= 11.7 OK,<.45EIFy §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= 27.7 kip-in Combined Axial&Flexure Check= 0.33 OK §(H1-1a&1b) Helix Properties and Capacity Fyn= 50 ksi Fbh=0.75*Fyh= 37.500 ksi Di = 10 in Al =p*D12/4= 78.5 in2 t1 = 0.375 in Si = 1*t12/6= 0.023 in3 Qi =Ai*wi = 38.4 kips w1 = 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 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 R� = 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=Al+A2+A3= 1.3 ft2 Cohesion,c= 1.500 ksf Nc= 9 Q„=EAh(cNc)= 17.388 kips Qa,compression/tension=Q„/FS= 8.694 kips OK Soil-Individual Bearing Method-Non-Cohesive Factor of Safety, FS= 2.0 Y= 110pcf 0= 29° Depth of Helix,Di = 9.500 ft Depth of Helix, D2= 7.000 ft Depth of Helix, D3= 0.000 ft q'1 =y*D1 = 1045.0 psf q'2=y*D2= 770.0 psf q'3=y*D3= 0.0 psf Nq=1+0.56(12*0)°/54= 13.98 (for 0=29°) Q1„=A1(q'1Nq)= 7.965 kips Q2„=A2(q'2Nq)= 7.991 kips Q3u=A3(q'3Nq)= 0.000 kips Qa,compression/tension=XQn/FS= 7.978 kips OK 4 Non-Cohesive Controls [Soil-Torque Correlation Method-Verification Factor of Safety, FS= 2.0 Design Work Load, DL= 6.524 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=6524 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 5FA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Foundation Supportworks FS288BL Bracket MEK Capacity of 3/4"Q3 GRB7;(125ksi)Threaded Rod n = 11 D= 0.750 in Ft= 125 ksi e = 41/4• At= 0.344 inz Capacity= 42.950 kips _ I Block Shear at%"Plate 0.and i3 to o P _ TBs= 0.3(58)(3h)(11)+0.5(58)(3/8)(2) = 93.525 kips R Capacity of Weld® ty� E70 Electrodes= 70 ksi 3 ' Size of Fillet= 0.188 in /s" RATE0 3/s" ?.ATi0 Length of Weld= 11.000 in Capacity of Per Inch of Fillet= 2.784 kli ) t Capacity of Fillet= 30.627 kips 3 I capacity of%..Plate© ' /t6„ WELD 4 At= 3.188 inz ” Ft= 21.600 ksi T= 68.850 kips /s" RATE 03 N= 0.031 in' A= 0.375 inz u-u I ✓ r= 0.289 in k= 1.00 ) ; „ \e/ I= 8.500 in kl/r= 30.0 6ic 6" 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 IResults Capacity of System(2 Sides)=15.43(2)=30.86kips(Bracket Only) SFA Design Group, LLC PROJECT NO. SHEET NO. STRUCTURAL I CIVIL I LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY (E)Concrete Footing/Foundation Wall MEK 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,fc= 2000 psi AS OCCURS(NOT IFooting/Foundation Wall Loading CONSIDERED FOR iv MOMENT CAPACITY) Note: Reference design loads page of calculation package for loading conditions. ~a• n f !I1//1/I Footing/Foundation Wall Cross Section Dead Load, D= 0.602 klf Note: Load factors taken from ACI318-14 §5.3.1 Floor Live Load, L= 0.240 klf Roof Snow Load= 0.200 klf Governing Load Combination= 1.2D+ 1.6S+L Wu= 1.282 klf Desired Pier Spacing,SD= 7.00 ft Ultimate Shear(WS/2),Vu= 4489 lbs Ultimate Moment(WS^2/8), Mu= 7.86 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,4Mcr= 21.0 k-ft >7.86 k-ft Span Ok Shear Strength,Vc= 18246 lbs §22.5.5.1 Shear Reduction Factor,4)= 0.75 §21.2.1 Design Shear,0.54Vc= 6842 lbs >4489 lbs Span Ok Note: Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. SFA Design Group, LLE PROJECT NO. SHEET NO. STRUCTURAL I CIVIL LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Seismic Design Criteria MEK ASCE 7-10 Chapters 11&12 ANNAti Soil Site Class= D Tab.20.3-1,(Default=D) Response Spectral Acc.(0.2 sec)Ss=95.90%g =0.959g Figs.22-1,22-3,22-5,22-6 Response Spectral Acc.(1.0 sec)Si=42.00%g =0.420g Figs.22-2,22-4,22-5,22-6 Site Coefficient Fa =1.116 Tab. 11.4-1 Site Coefficient F„ =1.580 Tab. 11.4-2 Max Considered Earthquake Acc.SMs= Fe.Ss =1.071g (11.4-1) Max Considered Earthquake Acc.SMI= F0.51 =0.664g (11.4-2) @ 5%Damped Design SDS=2/3(SMS) =0.714g (11.4-3) 5D1=2/3(SMI) =0.442g (11.4-4) Risk Category= II,Standard Tab. 1.5-1 Flexible Diaphragm §12.3.1 Seismic Design Category for 0.1 sec D Tab. 11.6-1 Seismic Design Category for 1.0 sec D Tab. 11.6-2 S1 <0.75g N/A §11.6 Since Ta<.8Ts(see below),SDC= D Exception of§11.6 does not apply §12.8 Equivalent Lateral Force Procedure A.BEARING WALL SYSTEMS Tab. 12.2-1 Seismic Force Resisting System(E-W) 15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets A.BEARING WALL SYSTEMS Tab. 12.2-1 Seismic Force Resisting System(N-S)15.Light-framed(wood)walls sheathed with wood structural panels rated for shear resistance or steel sheets C1=0.02 x=0.75 Tab. 12.8-2 Structural height h„= 14.0 ft Structural Height Limit= 65.0 ft Tab. 12.2-1 Cu= 1.400 for SDI of 0.442g Tab. 12.8-1 Approx Fundamental period,Te= CI(h„)" =0.145 (12.8-7) TL= 12 sec Figs.22-12 through 22-16 Calculated T shall not exceed<_ C„Ta =0.203 Use T= 0.14 sec 0.8T5= 0.8(SDI/SDs) =0.496 Exception of§11.6 does not apply Is structure Regular&5 5 stories? Yes §12.8.1.3 Max Ss 5 0.15g E-W N_S Response Modification Coefficient R= 6.5 6.5 Tab. 12.2-1 Over Strength Factor O„= 2.5 2.5 (foot note g) Importance factor le= 1.00 1.00 Tab. 11.5-1 Seismic Base Shear V= Cs W Cs W Cs= aDs =0.110 Sne =0.110 (12.8-2) R/le R/le or need not to exceed,Cs= Snt =0.470 Snl =0.470 For T 5 TL (12.8-3) - (R/le)T (R/le)T or Cs= Sn1Ti N/A Sn1T, N/A For T>TL (12.8-4) T2(R/le) T2(R/le) Min Ce= 0.5Sile/R N/A 0.5Sile/R N/A For Si>_0.6g(12.8-6) Use Ce= 0.110 0.110 Design base shear V= 0.110 W 0.110 W • SFA Design Group,LLE r PROJECT NO. SHEET NO. STRUCTURAL I CIVIL i LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Wind Design Criteria MEK [Wind Analysis for Low-rise Building,Based on ASCE 7-10 .. I INPUT DATA Exposure category(B,Cor D,ASCE 7-10 26.7.3) B Basic wind speed(ASCE 7-10 26.5.1 or 2012 IBC) V = 110 mph Topographic factor(ASCE 7-10 26.8&Table 26.8-1) Kz, = 1.00 Flat Building height to eave he = 9 ft Building height to ridge hr = 14 ft Building length L = 52 ft Building width B = 40 ft I 8 11 Velocity pressure I qh=0.00256 Kh KUt Kd V2 = 18.43 psf where: qh=velocity pressure at mean roof height,h.(Eq.28.3-1 page 298&Eq.30.3-1 page 316) Kh=velocity pressure exposure coefficient evaluated at height,h,(Tab.28.3-1,pg 299) = 0.700 Kd=wind directionality factor.(Tab.26.6-1,for building,page 250) = 0.85 h=mean roof height = 11.50 ft <60 ft,Satisfactory (ASCE 7-10 26.2.1) 1Design pressures for MWFRS p=qh[(G CPf)-(G Cpi)] Pmin= 16 psf for wall area(ASCE 7-10 28.4.4) where: p=pressure in appropriate zone.(Eq.28.4-1,page 298). Pmin= 8 psf for roof area(ASCE 7-10 28.4.4) G CO'=product of gust effect factor and external pressure coefficient,see table below.(Fig.28.4-1,page 300&301) G Cp,=product of gust effect factor and internal pressure coefficient.(Tab.26.11-1,Enclosed Building,page 258) = 0.18 or -0.18 a=width of edge strips,Fig 28.4-1,note 9,page 301, MAX(MIN(0.1B,0.1L,0.4h),MIN(0.04B,0.04L),3] = 4.00 ft Net Pressures(psf),Load Case A Roof angle 6 = 14.04 Roof angle 0 = 14.04 Surface Net Pressure with Surface Net Pressure with GCpf (+GCp,) (-GCp I) GCp1 (+GCp i) (-GCp I) 1 0.48 12.13 5.50 1 -0.45 -4.98 -11.61 2 -0.69 -9.40 -16.03 2 -0.69 -9.40 -16.03 3 -0.44 -4.72 -11.36 3 -0.37 -3.50 -10.14 4 -0.37 -3.58 -10.22 4 -0.45 -4.98 -11.61 1E 0.72 16.67 10.03 5 0.40 10.69 4.05 2E -1.07 -16.40 -23.04 6 -0.29 -2.03 -8.66 3E -0.67 -8.96 -15.60 1E -0.48 -5.53 -12.16 4E -0.56 -6.94 -13.57 2E -1.07 -16.40 -23.04 3E -0.53 -6.45 -13.09 4E -0.48 -5.53 -12.16 5E 0.61 14.56 7.93 6E -0.43 -4.61 -11.24 31 s x 1111410111111. ��it '¢l 7Eit `'a 41 Load Case A(Transverse) Load Case B(LongBudbial) sic Load cvses 5FA Design Group,Lit PROJECT NO. SHEET NO. STRUCTURAL CIVIL LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Existing Lateral Resitance Along Gridline A MEK IFooting/Foundation Wall Section Properties b Foundation Width,b= 6 in Depth,Depth,d= 34 in Int Buried Footing Depth,df= 12 in AS OCCURS(NOT Ext Exposed Footing Depth,dexp= 16 in CONSIDERED FOR ro 0 0 rio Cross Sectional Area,A= 204 in' MOMENT OR Section Modulus,Sx= 204 in' SHEAR CAPACITY Gross Moment of Inertia,I9= 19652 in° Assumed Conc,fo= 2000 psi Footing/Foundation Wall Moment&Shear Capacity Per ACI31844 Conc Modulus of Rupture,fr=335 psi §19.2.3.1 Cracking Moment,Mor=S*fr=5.7 k-ft Flexure Reduction Factor, =0.65 §21.2.2 Design Moment,4Mor=3.7 k-ft ert441 101 Shear Strength,Vo=18246 lbs §22.5.5.1 Shear Reduction Factor,rp=0.75 §21.2.1 Design Shear,0.54Vo=6842 lbs Note:Footing and foundation wall capacities are based on a worst case scenario of having no steel reinforcement. IF'assive Pressure From Perpendicular Return Walls(Along Gridline A) Effective Friction Angle=29° Passive Coefficient,Kp=tanA2*(45+C /2) Kp=2.88 Soil Unit Weight,y= 110 pcf - STEMWALL EXT GRACIE-- Passive Pressure,Pp=Kp*y=317 pcf Ext Buried Soil Depth,de=d-12"-dexp=0.5 ft III FC>OTIhdG INT GRADEInt Buried Soil Depth,d,=df-12"=0.0 ft I-1I rn.1 — A=PP*(de)=79 psf - t, 11 _111=111= l o B=PP*(di)=0psf ,, I -e RGe.t-y—F• ="e'i RFS"t wext=A*de/2=40 plf / E i f w,t=B*d;/2=0 plf IFooting/Foundation Wall Loading Note:Reference design loads page of calculation Note:Section about is a general representation of a package for load went I I concrete footing.Refer to plans for specific details combinations. 1 1 fi f `f f t t f Wint IV Exterior Length Due to Moment,Lex,=)(8*4i*fr*Igext/(yt*wext)/2=26.33 ft Moment Controls Interior Length Due to Moment,L;"t=\I(8*4*fr*I9,,,/(yt*wex,)/2=0.00 ft Exterior Length Due to Shear,Lex,=0.5tpV„/wex,=86.33 ft Interior Length Due to Shear,L;nt=0.5iVu/w;0t=0.00 ft Rpex,=we,n*Lex,=1043 lbs RPm w,"t*L,"t=0 lbs Lateral Capacity,Rp=Rpext+Rp,,t=1043 lbs Slab on Grade Frictional Resistance Slab Along This Line= No !Footing Frictional Resistance Along Gridline A Unpiered Portion of Gridline A=Yes Coeficient of Soil Friction=0.30 Length of Resisting Line=27 ft Dead Load Above=602 plf Soil Friction VRESIST=4876 lbs Total available resistance along Gridline A=1043lbs+Olbs+48761bs=59191bs C SFA Design Group, LLE PROJECT NO. SHEET NO. Sfa STRUCTURAL I CIVIL I LAND USE PLANNING TF18-107 PROJECT DATE Malik Residence Underpinning 7/11/2018 SUBJECT BY Lateral Design Loads Along Gridline A MEK 'Wind Base Shear Along Gridline A Loading Direction: Longitudinal End Zone(5E+6E)= 16.0 psf Zone(5+6)= 16.0 psf Tributary Width= 4.00 ft Tributary Width= 2.00 ft Tributary Height= 9.00 ft Tributary Height= 14.00 ft a= 4.00 ft Design base shear VWIND= 1024 lbs ASD(60%)base shear VWIND= 614 lbs Seismic Controls x # x c IMIP 11(44,a1 5 *„ 1€ 1 a It '11#.901P.' Load Case A(Transaerse) Load Case B(Longitudinal) Basic Load Cases - !Seismic Base Shear Along Gridline A RoofDL= (15 psf) (8.00 ft) = 120 plf Base shear = 0.110 W 1st FloorDL= (12 psf) (6.00 ft) =72 plf Trib Length= 42 ft WaIIDL = (15 psf) (4.50 ft) =68 plf StemwallDL= (150 pct) (6.00 in) (24.00 in) = 150 plf FootingoL= (150 pcf) (12.00 in) (10.00 in) = 125 plf PerpWallsDL= (15 psf) (4.50 ft) (12.00 ft) =810 lb Design base shear VsEISMIc= 2554 lbs ASD(70%)base shear VsEIs= 1788 lbs Seismic Controls Worst Case Lateral Load Along Gridline A= 1788 lbs Total Available Lateral Resistance Along Gridline A=5919 lbs No Additional Lateral Resistance Required