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,._ \ <br /> SHUTLER CONSULTING ENGINEERS, INC. Job Name : Baywood Industrial <br /> Structural Engineers Job No. : 20-33 <br /> 12503 Bel-Red Road, Suite 100 Engr: : CT <br /> - Bellevue, Washington 98005 Date: : 10-27-2020 <br /> (425) 450-4075 Sheet No. : <br /> Spread footing design program, Beta Version 1.0, latest revision 4-11-2018 <br /> k.. <br /> ************************* <br /> * SPREAD FOOTING DESIGN * <br /> ************************* <br /> Description: Pad Footings Page 1 <br /> DESIGN CRITERIA <br /> Allowable soil bearing capacity = 2,500.00 psf <br /> Fy of reinforcing steel = 60,000.00 psi. <br /> f'c of concrete = 3,500.00 psi. <br /> Column size used in design = 8.00 inches I;; <br /> Base plate size used in design = 0.00 inches <br /> Dead load = 15.00 psf. <br /> Live load = 0.00 psf. <br /> Snow load = 25.00 psf. <br /> Cover to bottom of footing = 3.00 inches <br /> Critical design load case is case 3 <br /> Load case 3, 1.2D + 1.6(Lr or S or R) + (0.5L or 0.5W) <br /> Combined ultimate load factor = 1.45 1 <br /> NOTES <br /> Load combinations per ASCE 7-16, Section 2.3, combinations 1 through 3. <br /> Design is for vertical loads due to dead load, live load and snow loads only, <br /> seismic and/or wind loads are not included in the assumed load combinations. <br /> Exception number one in ASCE 7-16, Section 2.3 states "The load factor on L in <br /> {,., combinations 3 and 4 is permitted to equal 0.5 for all occupancies in which Lo in <br /> t. Chapter 4, Table 4.3-1, is less than or equal to 100 psf, with the exception of <br /> garages or areas occupied as places of public assembly" <br /> t. <br /> FOOTING SCHEDULE F: <br /> *** Allowable load is allowable applied load (Rips) , *** <br /> (Allow. Load = Ftg area * allow. soil bearing - ftg weight) <br /> Footing Thick- ( Required Bar size options Allow. <br /> Size mess j Area of steel No. 1 Size No. 1 Size Load <br /> F - 3.00 10.00 0.72 in."2 3 4 5 2 # 6 21.38 <br /> F - 3.50 10.00 0.84 in.A2 3 # 5 2 # 6 29.09 <br /> F - 4.00 11.00 1,06 in.'2 4 # 5 3 # 6 37.80 <br /> ' F - 4.50 12.00 1.30 in.'2 3 # 6 3 # 7 47.59 f.. <br /> F - 5.00 13.00 1.56 in. '2 4 # 6 3 # 7 58.44 <br /> F - 5.50 14.00 1.85 in.'2 5 # 6 4 # 7 70.33 E' <br /> F - 6.00 15.00 2,16 in.'2 5 # 6 4 # 7 83.25 <br /> F - 6.50 16.00 2.50 in.'2 6 # 6 5 # 7 97.18 <br /> F - 7.00 17.00 2.86 in.A2 7 # 6 5 # 7 112.09 <br /> F - 7.50 18.00 3.24 in.'2 8 4 6 6 # 7 127.97 <br /> F - 8.00 19.00 3.65 in.'2 9 # 6 7 # 7 144.80 <br /> F - 8.50 20.00 4.08 in.'2 7 # 7 6 # 8 162.56 <br /> F - 9.00 21.00 4.54 in.'2 8 # 7 6 # 8 181.24 <br /> F - 9.50 22.00 5.02 in.'2 9 # 7 7 # 8 200.81 <br /> F -10.00 23.00 5.52 in.'2 10 # 7 8 # 8 221.25 <br /> F -10.50 24.00 6.05 in.'2 11 # 7 8 # 8 242.55 <br /> F -11.00 26.00 6.86 in.'2 12 # 7 9 # 8 263.18 <br /> F -11.50 27.00 7.45 in.'2 13 # 7 10 # 8 285.99 <br /> F -12.00 28.00 8.06 in.'2 11 # 8 9 # 9 309.60 <br /> F -12.50 29.00 8.70 in.'2 12 # 8 9 # 9 333.98 ;... <br /> i <br /> b. <br /> 1 <br /> 1 <br />