Sheet1Drilled Cast-in-place Pile Design Based on ACI 318-02DESIGN CRITERIA1.SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE.(PERMISSIBLE DEFLECTION 0.25 in SUGGESTED)2.ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMEMNT.3.FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.3.PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SDS/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING.(IBC 1808.2.23.1)INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTHfc'=5ksiVERT. REBAR YIELD STRESSfy=60ksiPILE DIAMETERD=20inPILE LENGTHL=35ftFACTORED AXIAL LOADPu=480kFACTORED MOMENT LOADMu=200ft-kFACTORED SHEAR LOADVu=20kArea/barmmPILE VERT. REINF.8#70.601320468922.225PILE SPIRAL REINF.#3@3in o.c.( Ldh =11in&Lhk =14in )THE DESIGN IS INADEQUATE.THE PILE DESIGN IS ADEQUATE.ANALYSISCHECK PILE LIMITATIONSfc' =5ksi>2.5ksiSatisfactory(IBC 1810.1.1)D =20in>MAX( L / 30 , 12 in)Satisfactory(IBC 1810.3.2)CHECK FLEXURAL & AXIAL CAPACITYInteraction diagramf Pn (kips)f Mn (ft-kips)f/cfyEcEsecufbcbdAsds=SdsAs/SAsfsPnMnAT COMPRESSION ONLY9540AT MAXIMUM LOAD954516000022.90E+070.003102054.35E+040.00E+000.00E+00AT 0 % TENSION493112AT 25 % TENSION400133AT 50 % TENSION320142AT e t = 0.002196147AT BALANCED CONDITION190148AT e t = 0.0059141AT FLEXURE ONLY0128AT TENSION ONLY-2590Ag =314in2.Ast =4.81in2.f Pmax =0.85 f [ 0.85 fc' (Ag - Ast) + fy Ast] =954.0026550956kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)wheref =0.70(ACI 318-02, Sec.9.3.2.2)>Pu[Satisfactory]

Sheet1

f Mnf Pn

SpiralColumn Design Based on ACI 318-02Spiral ColumnINPUT DATA & DESIGN SUMMARYSpiral DesignCONCRETE STRENGTHfc'=3ksiVERT. REBAR YIELD STRESSfy=60ksiColumn DiameterD=20inColumn depthh20inPILE LENGTHL=35ftFACTORED AXIAL LOADPu=480kFACTORED MOMENT LOADMu=200ft-kFACTORED SHEAR LOADVu=20kArea/barmmVERT. REINF.Nos.14#70.601320468922.225VERT. REINF. On tension site7Steel ratio:0.0210462164To be betn 0.02 and 0.08CHECK FLEXURAL & AXIAL CAPACITY (Interaction diagram)Note: (for distributed reinforcement need to specify centroid of the bars)Clear cover (inch)3f Pn (kips)f Mn (ft-kips)f/cfyEcEsecufbcaq (rad)Com. AreaCom. Cent from cghCompr AsTen AsCom.ds=SdsAs/SAsd=Ten.ds=SdsAs/SAsfs (comp side)fs (ten side)Pn (kips)Mnf Pn (kips)f Mn (ft-kips)AT COMPRESSION ONLY7710AT MAXIMUM LOAD77111830006000022.90E+070.0030.750.8520.1217.1022.3605785864286.05593661920.8131594258204.2092432824.2092432823176.00E+041.35E+041028.05157.37771.0380939908118.0244033381AT 0 % TENSION (REIN)64618230006000022.90E+070.0030.750.851714.452.0319705876243.04816908311.9699610185204.2092432824.2092432823176.00E+040.00E+00861.59242.81646.1953932829182.1047189722AT 25 % TENSION52323130006000022.90E+070.0030.750.8514.5012.3251.8054436625203.15723246743.0190786093204.2092432824.2092432823176.00E+04-1.50E+04696.73308.23522.5499900833231.1721406478AT 50 % TENSION41626630006000022.90E+070.0030.750.8512.6410.74487179491.6453525589171.96328108273.8445767361204.2092432824.2092432823176.00E+04-3.00E+04554.05355.21415.537571138266.4099782074AT e t = ey, balanced23731930006000022.90E+070.0030.750.8510.068.55204081631.4254896126128.22196200655.0366651503204.2092432824.2092432823176.00E+04-6.00E+04316.23425.62237.1743245607319.2154773427next to BALANCED15229530006000022.90E+070.0030.750.857.946.75204586811.240000921293.28145191316.0463007162204.2092432824.2092432823175.41E+04-6.00E+04202.48393.86151.861367167295.3926787296AT e t = 0.00?510427630006000022.90E+070.0030.750.856.885.8520483941.143078654776.56503919246.5596466166204.2092432824.2092432823174.91E+04-6.00E+04138.59368.32103.9389493918276.2428905617AT FLEXURE ONLY025230006000022.90E+070.0030.750.855.82594225884.952050921.041651962260.58931556767.0779308659204.2092432824.2092432823174.22E+04-6.00E+0468.85335.810251.8580413058AT TENSION ONLY-455030006000022.90E+070.0030.90.8500000204.2092432824.209243282317-6.00E+04-6.00E+04-505.110.00-454.59827445150Ag =314in2.Ast =8.42in2.f Pmax =0.8 f [ 0.85 fc' (Ag - Ast) + fy Ast] =770.8489078574kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)wheref =0.75(ACI 318-02, Sec.9.3.2.2)

Spiral

f Mnf Pn

RectangularColumn Design Based on ACI 318-02Rectangular columnINPUT DATA & DESIGN SUMMARYTie DesignCONCRETE STRENGTHfc'=3ksiVERT. REBAR YIELD STRESSfy=60ksiBar size betn#3-5?)Column widthB=20inColumn depthh20inPILE LENGTHL=35ftFACTORED AXIAL LOADPu=480kFACTORED MOMENT LOADMu=200ft-kFACTORED SHEAR LOADVu=20kArea/barmmVERT. REINF.Nos.14#70.601320468922.225VERT. REINF. On tension site7Steel ratio:0.0210462164CHECK FLEXURAL & AXIAL CAPACITY (Interaction diagram)Note: (for distributed reinforcement need to specify centroid of the bars)Clear cover (inch)3f Pn (kips)f Mn (ft-kips)f/cfyEcEsecufbcbhCompr AsTen AsCom.ds=SdsAs/SAsd=Ten.ds=SdsAs/SAsfs (comp side)fs (ten side)Pn (kips)Mnf Pn (kips)f Mn (ft-kips)AT COMPRESSION ONLY8420AT MAXIMUM LOAD84313530006000022.90E+070.0030.70.8520.720204.2092432824.2092432823176.00E+041.56E+041204.62192.80843.2359668315134.9604121754AT 0 % TENSION (REIN)68521830006000022.90E+070.0030.70.851720204.2092432824.2092432823176.00E+040.00E+00978.77311.48685.1397185839218.0373670906AT 25 % TENSION56526530006000022.90E+070.0030.70.8514.5020204.2092432824.2092432823176.00E+04-1.50E+04807.26378.91565.0801641234265.2343337551AT 50 % TENSION46429830006000022.90E+070.0030.70.8512.6420204.2092432824.2092432823176.00E+04-3.00E+04663.53426.05464.4725327398298.2315004833AT e t = ey, balanced29834830006000022.90E+070.0030.70.8510.0620204.2092432824.2092432823176.00E+04-6.00E+04425.42496.43297.7943578846347.5013748747next to BALANCED21632530006000022.90E+070.0030.70.857.9420204.2092432824.2092432823175.41E+04-6.00E+04308.97464.09216.2779218502324.8617427028AT e t = 0.00?516930630006000022.90E+070.0030.70.856.8820204.2092432824.2092432823174.91E+04-6.00E+04241.80437.54169.259218808306.2753723082AT FLEXURE ONLY036330006000022.90E+070.0030.90.855.825942258820204.2092432824.2092432823174.22E+04-6.00E+040.00403.030362.7287401294AT TENSION ONLY-455030006000022.90E+070.0030.90.85020204.2092432824.209243282317-6.00E+04-6.00E+04-505.110.00-454.59827445150Ag =400in2.Ast =8.42in2.f Pmax =0.8 f [ 0.85 fc' (Ag - Ast) + fy Ast] =842.0395497343kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)wheref =0.70(ACI 318-02, Sec.9.3.2.2)

Rectangular

f Mnf Pn

Sheet2CHECK SHEAR CAPACITYf Vn = f (Vs + Vc) =57kips, (ACI 318-02 Sec. 11.1.1)>Vu[Satisfactory]wheref =0.75(ACI 318-02 Sec. 9.3.2.3)A0 =206in2.Av =0.22in2.fy =40ksiVc =2 (fc')0.5A0 =29.1kips, (ACI 318-02 Sec. 11.3.1)Vs =MIN (d fy Av / s , 4Vc) =47.5kips, (ACI 318-02 Sec. 11.5.6.2)smax=3(ACI 318-02, Section 7.10.4.3)sprovd=3insmin=1(ACI 318-02, Section 7.10.4.3)[Satisfactory]

Sheet3