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Specifications M CA4, c u kvqP) Steevc.t.aod \-'ACt v t F y page F7roject:TYPICAL FOOTINGS A Judith Souers Location: Footing'D' + Suntel Design / Footing AUG 2018 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] Lake Oswego,OR 97035 Footing Size:3.75 FT x 3.75 FT x 12.00 IN CITY (.':Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)miq, StruCalc Version 9.0.2.5 6/26/2017 2:51:30 PM 1, I Li°Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIM Width: W= 3.75 ft Length: L= 3.75 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 4 in Column Depth: n= 4 in Baseplate Width: bsw= 4 in Baseplate Length: bsl= 4 in FOOTING CALCULATIONS Bearing Calculations: -4inH Ultimate Bearing Pressure: Qu= 1244 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 12.96 sf Area Provided: A= 14.06 sf 12 in Baseplate Bearing: Bearing Required: Bear= 24500 lb P `i Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6669 lb 3.75 ft Allowable Beam Shear: Vc1 = 27844 lb Punching Shear Calculations(Two Way Shear): FOOTING LOADING Critical Perimeter: Bo= 49 in Live Load: PL= 0 lb Punching Shear: Vu2= 22684 lb Dead Load: PD= 17500 lb Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Total Load: PT= 17500 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Ultimate Factored Load: Pu= 24500 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Weight to resist uplift w/1.5 F.S.: U.R.= 1359 lb Controlling Allowable Punching Shear: vc2= 60638 lb Bending Calculations: Factored Moment: Mu= 114401 in-lb Nominal Moment Strength: Mn= 339278 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 in Steel Required Based on Moment: As(1)= 0.39 in2 Min.Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.08 in2 Controlling Reinforcing Steel: As-reqd= 1.08 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(6)Min. ReirrfarcurrrerrArea Provided: __ A§_ 1.18 iri7 - Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 17.5 in NOTES I Project: : page Keith A Kudrna Location:Footing"G" '' ,F"`, Suntel Design Footing a k 16865 Boones Ferry Rd [2012 International Building Code(2012 NDS)] :-.N 'a.* :: .' ,, Lake Oswego,Oregon 97035 of Footing Size:4.5 FT x 4.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(7)min. StruCalc Version 9.0.1.7 9/17/2015 1:21:39 PM Section Footing Design Adequate 11 FOOTING PROPERTIES : LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf 1 Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 4.5 ft Length: L= 4.5 ft Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1235 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 18.52 sf 1-4 in H Area Provided: A= 20.25 sf 1 1 Baseplate Bearing: Bearing Required: Bear= 35000 lb Allowable Bearing: Bear-A= 44200 lb 12 in Beam Shear Calculations(One Way Shear): e n n n n n y Beam Shear: Vu1 = 12153 lb 3 i n Allowable Beam Shear: Vc1 = 33413 lb 4.5 ft I T Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 33199 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 90956 lb Live Load: PL= 0 lb Allowable Punching Shear(ACI 11-36): vc2-b= 132413 lb Dead Load: PD= 25000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 25000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 35000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1958 lb Factored Moment: Mu= 236250 in-lb Nominal Moment Strength: Mn= 396163 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.48 in Steel Required Based on Moment: As(1)= 0.81 in2 Min. Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 1.30 in2 Controlling Reinforcing Steel: As-reqd= 1.30 in2 Selected Reinforcement: #4's @ 7.0 in.o.c.e/w(7)Min. Reinforcement Area Provided: As= 1.37 in2 Development Length Calculations: Development eng-th equired: _ . - Ld= 15 in Development Length Supplied: Ld-sup= 24 in