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Specifications (33) Project: page Don Location:FTG3 , Guttery Footing 2035 Banyan Ct NW of [2015 International Building Code(2012 NDS)] , Salem,Oregon 97304 Footing Size:2.0 FT x 3.5 FT x 10.00 IN Reinforcement in Long Direction:#4 Bars @ 5.83 IN.O.C./(4)min. StruCalc Version 9.0.2.5 3/31/2016 1:09:28 PM Reinforcement in Short Direction-center band(Equal to width of short side):#4 Bars @ 3.92 IN.O.C./(6)min. Reinforcement in Short Direction-outside bands:#4 Bars @ 3.00 IN.O.C./(1) Each band. Section Footing Design Adequate § FOOTING PROPERTIES LOADING DIAGRAM P °`'h- , Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: F'c= 2500 psi4 2016 Reinforcing Steel Yield Strength: Fy= 40000 psi Qp Q Concrete Reinforcement Cover: c= 3 inc) FOOTING SIZE CI1 , 1\11cON O Width: W= 2 ft BU LU " Length: L= 3.5 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in -6 in- H COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m= 6 in Column Depth: n= 6 in 10 in Baseplate Width: bsw= 6 in i, ,, [] ,, 0 Baseplate Length: bsl= 6 in 3 i FOOTING CALCULATIONS — 3.5 ft Bearing Calculations: Ultimate Bearing Pressure: Qu= 1249 psf 1-6 in—{ Effective Allowable Soil Bearing Pressure: Qe= 1375 psf Required Footing Area: Areq= 6.36 sf Area Provided: A= 7.00 sf Baseplate Bearing: 10 in Bearing Required: Bear= 12682 lb p n Allowable Bearing: Bear-A= 99450 lb 3 in Beam Shear Calculations(One Way Shear): — Beam Shear: Vu1 = 3548 lb 2 f I Allowable Beam Shear: Vc1 = 11250 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in FOOTING LOADING Punching Shear: Vu2= 10794 lb Live Load: PL= 5479 lb Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Dead Load: PD= 3263 lb Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Total Load: PT= 8742 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Ultimate Factored Load: Pu= 12682 lb Controlling Allowable Punching Shear: vc2= 45938 lb Weight to resist uplift w/1.5 F.S.: U.R.= 564 lb Short Direction: Lona Direction: Bending Calculations: Bending Calculations: Factored Moment: Mu= 21401 in-lb Factored Moment: Mu= 48916 in-lb Nominal Moment Strength: Mn= 333365 in-lb Nominal Moment Strength: Mn= 168006 in-lb Reinforcement Calculations: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.70 in Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.10 in2 Steel Required Based on Moment: As(1)= 0.22 in2 Min.Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 1.31 in2 Min.Code Req'd Reinf. Flex. Members(ACI-10.5.1): As(2)= 0.75 in2 Controlling Reinforcing Steel: As-reqd= 1.31 in2 Controlling Reinforcing Steel: As-reqd= 0.75 in2 Selected Reinforcement: Short-band:#4's @ 3.9 in.o.c.(6)Min. Selected Reinforcement: Long Dir:#4's @ 5.8 in.o.c.(4)Min. Out. bands:#4's @ 3.0 in.o.c.(1)Min. Reinforcement Area Provided: As= 0.79 in2 Reinforcement Area Provided: As= 1.57 in2 Development Length Calculations: Development Length Calculations: Development Length Required: Ld= 15 in Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in Development Length Supplied: Ld-sup= 6 in NOTES s BeamChek v2014 licensed to:Don Guttery Reg# 7077-3490 WESTERN TIGARD HOLDINGS FRB-1 Date: 3/26/16 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2012 Min Bearing Area R1= 13.4 int R2= 13.4 in2 (1.5)DL Defl= 0.44 in Recom Camber=0.66 in Data Beam Span 22.25 ft Reaction 1 LL 5479# Reaction 2 LL 5479# Beam Wt per ft 24.28# Reaction 1 TL 8742# Reaction 2 TL 8742# Bm Wt Included 540# Maximum V 8742# Max Moment 48627'# Max V(Reduced) 7465# TL Max Defl L/240 TL Actual Defl L/287 LL Max Defl L/360 LL Actual Defl L/548 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 324.80 99.94 0.93 0.49 Critical 2 56.71 46.66 1.11 0.74 Status OK OK OK OK Ratio 79% 47% 84% 66% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2273 240 1.8 650 Adjustments Cv Volume 0.947 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Par Unif LL Par Unif TL Start End 175 H =259 0 22.25 38 I =53 0 22.25 J = 100 0 22.25 J H Uniform Load A 0 0 R1 =8742 R2= 8742 SPAN =22.25 FT Uniform and partial uniform loads are lbs per lineal ft.