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a3 <br /> ,o. 1 <br /> r <br /> Load Calculations <br /> 2524 COLBY AVE,EVERETT <br /> Pg-grn-; <br /> �1��(52,0 O --�- 1111////Pile Installation loads <br /> Perimeter Min.Torque <br /> failure surface Required(ft- Pile Type Pile service loads assuming for lift(construction) <br /> SOIL TYPE Cohesion(psf) Adhesion(psf) Bearing Area(ft^2) (ft^2) lbs) (Helix Dia) conduction <br /> SILT 500 480 TRIBUTARY WIDTH(ROOF) 13.75 ft <br /> Helix DIA.1(in) 8 0.35 2,002.6 <br /> Helix DIA.2(in) 0.00 TRIBUTARY LENGTHft <br /> Helix DIA.3(in) 0 0.00 9.01- WALL HEIGHT <br /> ft <br /> Pile DIA(in) 3 0.05 9 518.1 WALL TRIBUARY DEAD LOAD 25 ft <br /> 36.5 psf <br /> Pile Length 17.0 - Total predicted torque 2,520.7 FOUNDATION WEIGHT <br /> Min.Pile 260 plf <br /> PILE END CRITERIA 1 Length(ft) 5 MIn.Pile Torque(ft-lbs) 2,500 8 SOIL WEIGHT 0 <br /> DEAD LOAD(Roof) 15,0 pat <br /> Note:Pier depths taken from base of existing footing DEAD LOAD(Floor) 10 ast <br /> psi <br /> LIVE LOAD 40.0 psf <br /> Full Load Capacity Depth(5x width of footing) SNOW LOAD 25.0 <br /> psf <br /> Ult capacity=torque x Kt LOAD ON FOUNDATION PIER 6,582.4 lbs <br /> Ult capacity(lbs) Torque(ft-lbs) Kt (9 for 2.775 round shaft in compression) #OF PIERS 1 <br /> 22500 2,500.0 9.0 PILE CAPACITY 22,500 lbs <br /> ,ACRABL FS 3.42 <br /> Oult(Bearing on 8'Helix) 2,002.6 lbs WAS <br /> A 0.35 t0�*t C:S <br /> / ti <br /> C 480.00 lbs./n.21,- <br /> Nc 6.00 'r <br /> q 1870.00 Ibs/ft^2 50570 <br /> Nq 1.00 r- YS . <br /> r 110.00 Ibs/ft^3 • ,yl: '•' <br /> B 0.67 ft <br /> Nr P7.00 <br /> • <br /> Page 1 <br /> I <br /> CTr: � T r f{. <br /> lO <br /> NC PTN <br /> I II <br /> 0 � 15' 20' 25' <br />