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Specifications (148) ?fit -oo 3 '`cp L l o t7 sGJ .A1/4wv -6-A(4-- t4` << ck- Project: ,. page Location: Footing"C„ r Keith A Kudrna Footing " Suntel Design 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] a___ -: Lake Oswego, Oregon 97035 Footing Size:3.5 FT x 3.5 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.1.7 9/17/2015 1:15:44 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 ini ' mac, FOOTING SIZE REGEI A Width: W= 3.5 ft Length: L= 3.5 ft SEP 1 4 2017 Depth: Depth= 12 in Effective Depth to Top Layer of Steel: d= 8.25 in CITY Y OF TI nARD COLUMN AND BASEPLATE SIZE BUILDING S J VISION N Column Type: Wood Column Width: m= 4 in Column Depth: n= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1224 psf F-4in- Effective Allowable Soil Bearing Pressure: Qe= 1350 psf Required Footing Area: Areq= 11.11 sf Area Provided: A= 12.25 sf Baseplate Bearing: Bearing Required: Bear= 21000 lb 12 in Allowable Bearing: Bear-A= 44200 lb P O O O O Beam Shear Calculations(One Way Shear): Beam Shear: Vu1 = 6375 lb sin Allowable Beam Shear: Vc1 = 25988 lb II Punching Shear Calculations(Two Way Shear): 3.5 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 19214 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= 15000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 15000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 21000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1184 lb Factored Moment: Mu= 110250 in-lb Nominal Moment Strength: Mn= 338532 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.53 in Steel Required Based on Moment: As(1)= 0.38 in2 Min.Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4):As(2)= 1.01 in2 Controlling Reinforcing Steel: As-reqd= 1.01 in2 Selected Reinforcement: #4's @ 7.0 in. o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 18 in 0 Project:TYPICAL FOOTINGS It s, page Judith Sowers Location: Footing'D' Suntel Design Footings 16865 Boones Ferry Rd Suite 201 of [2015 International Building Code(2012 NDS)] j < Lake Oswego, OR 97035 Footing Size:3.75 FT x 3.75 FT x 12.00 IN Reinforcement:#4 Bars @ 7.00 IN. O.C. E/W/(6)min. StruCaic Version 9.0.2.5 6/26/2017 2:51:30 PM 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 SIZE 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: F-4in-{ Ultimate Bearing Pressure: Qu= 1244 psf _ 1 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 0 0 0 0 9 T Allowable Bearing: Bear-A= 44200 lb 3 in Beam Shear Calculations(One Way Shear): — — Beam Shear: Vu1 = 6669 lbII 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. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 17.5 in NOTES Page Project: 4W Location: Footing"E" -- Keith A Kudrna Footing Suntel Design / 16865 Boones Ferry Rd of [2012 International Building Code(2012 NDS)] " Lake Oswego, Oregon 97035 Footing Size:4.0 FT x 4.0 FT x 12.00 IN Reinforcement:#4 Bars @ 8.00 IN.O.C. E/W/(6)min. StruCalc Version 9.0.1.7 9/17/2015 1:18:41 PM 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 SIZE Width: W= 4 ft Length: L= 4 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= 1250 psf Effective Allowable Soil Bearing Pressure: Qe= 1350 psf 1-4 in Required Footing Area: Areq= 14.81 sf Area Provided: A= 16.00 sf Baseplate Bearing: Bearing Required: Bear= 28000 lb Allowable Bearing: Bear-A= 44200 lb 12 in Beam Shear Calculations(One Way Shear): P -q Beam Shear: Vu1 = 9188 lb 3 in Allowable Beam Shear: Vc1 = 29700 lb Punching Shear Calculations(Two Way Shear): 4 ft Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 26176 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= 20000 lb Allowable Punching Shear(ACI 11-37): vc2-c= 60638 lb Total Load: PT= 20000 lb Controlling Allowable Punching Shear: vc2= 60638 lb Ultimate Factored Load: Pu= 28000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 1547 lb Factored Moment: Mu= 168000 in-lb Nominal Moment Strength: Mn= 339930 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 in Steel Required Based on Moment: As(1)= 0.57 in2 Min. Code Req'd Reinf.Shrink./Temp. (ACI-10.5.4):As(2)= 1.15 in2 Controlling Reinforcing Steel: As-reqd= 1.15 in2 Selected Reinforcement: #4's @ 8.0 in.o.c.e/w(6)Min. Reinforcement Area Provided: As= 1.18 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 21 in