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x-zero shear C-C= 1.829277 ft Page 3 <br /> Mmax at C-C= 11.51928 Kip-ft <br /> wb = 12.53528 ksf Lagging calculations : http://www.facsystems.com/Arching.pdf <br /> pb= 2.149066 kcf t/b= 0.1153846 b = 3.3 ft <br /> Z= 1.041109 ft try 2x4 treated timber or plastic lumber t= 0.4 ft <br /> I = 1.48 in^4 7.121E-05 ft^4 [A = sh 3/(2pEI)] <br /> Coefficients of fourth order plynomial 1/f3=Es/(1-v2)= 1221 psi <br /> a0= 4.618484 E= 1600000 psi DF#2 221260 psi Plastic <br /> a1= 26.93913 A= 68.98 s = 0.375 ft plastic A= 499 use A max 13.25 <br /> a2= -61.8185 ax 1 /p= -0.00011005 Compresion in the center KO=0.5 <br /> a3= -454.421 Gy 1/p= -0.0002201 Compresion in the center <br /> a4= -588.298 Rm 1 = 0.31619124 Moment readuction for arching <br /> x/b = 0.96153846 shear at 1.5"from reaction <br /> D= 4.281919 ft Rv 1 = 0.60971832 Shear reduction for arching <br /> Embed =v+y+D = 4.448366 For SF= 1.0 W= (ka*5.5ft)*3.5" = 52.165585 lbs/ft <br /> Embed selected = Sift Mmax=0.31619124*W*7.25^2/8 = 108.37 lbs-ft <br /> Sx= Mmax/Fb/1.1 = 1.31 inA3< 1.3125 for 2x12 Fb = 900 psi flatwise <br /> Safety Factor Calculation V=0.60971832*W*b = 103.37052 lbs Fb = 2114 psi Plastic <br /> DO= D'-v-y 4.833552 fv= 1.5V/A= 29.53 psi < 95 psi Shear is OK <br /> k1 = 765.2124 use 2x4 DF#2 or Plactic 2x4 is OK <br /> k2 = 199.8631 https://american-plasticlumber.com/wp-content/uploads/2016/03/apl web str ti hdpe tech data.pdf <br /> B = 5563.121 <br /> SF OT= 1.935615 > 1.5 <br /> SF Shear= 1.463408 > 1.33 <br /> Calculating Pipe Strength <br /> Cantilever Shoring Wall, Sheet Pile or Pole Pile <br /> by Farid A. Chouery, PE, SE <br /> Enter values in yellow <br /> w= Uniform surcharge psf= 0 psf <br /> s=Spacing of piles ft= 7.25 ft <br /> H = Cut Height ft= 5.5 ft <br />