Laserfiche WebLink
r <br /> I <br /> Push Pier Design Calculations G-3945 <br /> Project: Kirkendall SFR Page 1 of 2 <br /> Address: 5131 Dogwood Dr., Everett,WA 8/12/15 <br /> Pier Capacity(3" Push Pier) <br /> The manufactures specified maximum allowable design load capacity is 24,500 lbs per pier for the Model PPB- <br /> 300 steel piers manufactured by Earth Contact Products. A maximum allowable design capacity of 12,000 Ibs <br /> (12 Kips)per pier is recommended for this project. <br /> Calculated Max. Pier Spacing-West Wall <br /> Calculated Max. Pier Spacing = Allowable Pier Capacity/Calculated Foundation Load (Dead+Live Load) <br /> Max.Allowable Calculated Calculated Max. <br /> Pier Capacity Founds ron Load Pier Snacina <br /> East Foundation Wall: 12,000 lbs 1769 lbs/If 6.78 feet <br /> Check Bending and Shear <br /> East Foundation Wall with a 35"tall foundation wall(stem wall+footing) <br /> Calculated Wall Loading(w): 1,769 lbs/If <br /> Max. Unsupported Foundation (1): 5.5 feet <br /> Concrete(assume no rebar): 3,000 psi <br /> Max Bending (M): 0.1071 (w) (I^2) = 0.1071 x 1769 x 30.3 = 5731 Ib/ft <br /> where: w=calculated wall load <br /> =max. pier spacing <br /> Max. Shear: 0.607(w) (1) = 0.607 x 1769 x 5.5 = 5906 lbs <br /> Check Bending <br /> Assume no rebar in foundation <br /> Concrete 3,000 psi <br /> Assume 10%tension capacity= 300 psi <br /> Footing+Stem wall height: 35 inches <br /> Stem wail thickness: 6 inches <br /> Gamma Max. = M/S x C/I = 5731 / 144 x 17.5 / 2383 = 0.29 psi <br /> where M=Max. Bending; S= 144 sq in/ft; C=Wall height/2 <br /> = .667 x(Wall Height^3)/12 <br /> OK Gamma Max. of 0.29 psi < Tension capacity of 300 psi <br /> Check Shear <br /> Vc= 0.53; 3,000 ^1/2 = 29 psi <br /> Concrete Section: 35 inches x 6 inches = 210 inches <br /> Shear Capacity= 29 psi x 210 inches = 6096 lbs <br /> OK: Max. Shear of 5906 lbs < Shear capacity of 6096 lbs <br /> Summary <br /> Foundation load calculations are based on dead and live loads of the structure, including roof snow loads of <br /> 25 psf and live floor loading of 40 psf. The calculated pier loading is less than the recommended allowable <br /> pier design capacity for pier spacing up to 6.78 feet. Based on the shear calculations, a maximum <br /> unsupported foundation section of 5.5 feet is recommended. The pier spacing and unsupported foundation <br /> sections are acceptable for the piers that are already installed,with the exception of pier#4. We <br /> recommend pier #4 be reinstalled so it is located at the midpoint between piers #3 and#5. This will create <br /> a pier spacing of 5.875 feet between the piers and reduce the unsupported foundation section to less than <br /> 5.5 feet between the pier brackets. <br /> \AM Cy <br /> was �N <br /> Reviewed By: �a� • y��� <br /> �0 2 <br /> 20114 <br /> ' t�� �G/STEPE�GCS <br /> William Chang, P.E. S��NAL EN <br /> GEO GROUP NORTHWEST,INC. <br />