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HomeMy WebLinkAboutStructural Calculations 06.19.2020Structural Calculations For Daniels Shop Building Lot 5, Quicksilver Court Subdivision Garfield County, Colorado June 19, 2020 Cit IVCO Engineering Inc , Civil Engineering Consultants , Vernal, Utah 1256 W. 400 5. Office: 435-789-5448 P.O. Box 1758 Fax: 435-789-4485 Vernal, UT 84078 www.civcoengineering.com CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado Referenced Calculations Description FOOTING - FRAME LINE 2 Page 1 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 Section contains calculations for sizing and reinforcing the footing and pier that supports the rigid frame at Grid Line 2. Design Standards ICC International Building Code, 2015 Edition (IBC) ACI Building Code Requirements for Structural Concrete 2014 Edition (ACI318) AISC Specifications for Structural Steel Buildings 2010 Edition (AISC360) ASCE/SEI Minimum Design Loads for Buildings and Other Structures 2010 Ed. (ASCE7) Geotechnical Engineering Investigation by CTL Thompson, Inc. dated 3/27/2020 (CTLT) Calculation MATERIALS PROPERTIES Concrete Compressive Strength fes:=3.0 k51 Reinforcing Steel Yield Strength f:= GO k5i Concrete Unit Weight yconc'= 1 50 pcf Soil Unit Weight y501:= 1 20 pcf Soil Bearing Capactiy g5o,i:= 3.0 ksf [CTLT] Min. vertical combination reaction Vm,n:=-10.8 kip (uplift) Max. vertical combination reaction Vmax:= 3 I .3 kip Weight of wall & footing at pier W,,:= (8 in• 2 ft+ 18 in• 9 in) • 25 ft• yconc= 9.22 kip Footing size to resist Vim A:= VAR'� —4.33 ft2 won't control 2 ft. y 501 + 1 0 in• yconc Hor. reaction accompanying max. vert. reaction tivmax : 9.3 kip Max. horizontal combination reaction.... /lmax:= 9.3 kip Vert. reaction accompanying max. hor. reaction Vhmax:= 3 I .3 kip 01 FTG - GRID 2.mcdx CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado FOUNDATION DIMENTIONS Footing Dimensions Footing Width b:= 3 ft Footing Length h:=4 ft Footing Thickness tf:= 10 /n Load Eccentricity to footing e:= 1 I /n Footing Section Modulus 5:= b• 172 — 8 ft3 Pier Oimentions Pier Width bp,er:= 16 In Pier Length hp,er:= 23 in Load Eccentricity to Pier ep,er:= 2.25 in Pier Height tlp,er:= 26 in Stemwall Dimensions Stemwall Width bw:= 25 ft Stemwall Length hN,:= 8 in FOOTING - FRAME LINE 2 Page 2 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 SKETCH toe e 14— r112 Stemwall Eccentricity to Footing.... eN,:= e— ep,ep— hp,er + hw = 1.25 /n 2 2 Stemwall height /1 := 26 /n Stemwall footing lengthhN,f:= 18 in Stemwall footing heightti,vf:= 1 0 in Soil Pressure Due to Max. Vert. Combination Reaction (Iler• h • b er+ tf• h. b) • (ycone —Y501,) (Pa:— f i'rcr Pi b• h ((N) • (firer+ t) (Vass) • _tlpier• hpier• bpier• (yconc—Y5Ch) • (e—eprer) 5 5 5 (Pb:= ghee/'— cPa+ cPb= 2.53 k5f qt„'— co,—'Pb— 2.76 k5f Soil Pressure Due to Max. Hor. Combination Reaction C' := b• h Vhmax+ (hpier• brier* bpier+ tf• h• b) • (ycone —ysoil) (fimax) • ( pier+ tf) ( Vhmax • e hp,er• here? bpfer• (/ GOr1C— y54 • (e— eper) 5 5 5 ghee/:= cPa+ b= 2.53 k5f gtoe:=cp—cpb= 2.76 k5f 01 FTG - GRID 2.mcdx CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado FOOTING - FRAME LINE 2 Page 3 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 PIER REINFORCING IBC Strength -factored Bending at Base (( I .G • flmax) • (Npie) — (I .G • Vhmax) • eper) = 22.85 kip. ft Depth to tension steel dp,er:= hp,er— 3 • in= 20 in Bar diameter db:— 0.5 rn Tension steel area A5:= 2 • Tc• db2 — 0.39 in2 4 Compression block depth a•— A'• �` —0.58 in 0.85 • fc• (bprer) Bending resistance factor [ACI 22.2.2.4.1] Factored Bending Strength (p Mn:= b • f,• A5 • 1dp,_) -34.83 kip. ft > M, okay Gross x -sectional pier area Agp:= Pee • —1.4 ft2 [ACI318 10.3.1.1] 4 Min. reinforcement area A5mm:= Age* 0.0 I = 2.01 int > 2 A5 (ignore) [AISC318 10.6.1.1] ACI minimum reinforcement requirements are to address unaccounted-for bending in a member designed primarily for compression [ACI318 R10.6.1.1]. This pier is designed primarily as a bending member and therefore the minimum reinforcement requirement is ignored. Use (2) #4's interior and exerior face 01 FTG - GRID 2.mcdx CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado DEVELOPMENT LENGTH FOR PIER VERTS FOOTING - FRAME LINE 2 Page 4 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 Bar coating modification factor cpe:= 1.0 [ACI25.4.3.2] Cover modification factor cpc:= 0.7 [ACI25.4.3.2] Confinement modification factor qir:= 1 .0 [ACI25.4.3.2] Lightweight concrete modification factor A:= 1 .0 [ACI25.4.3.2] Maximum value of cp5:= if \l <100 =54.77 p51 F�. p.5/ else 100 [ACI 25.4.1.4] fy_ • tife• (I) 6.* (i)r Standard hook development length... /dh/:= /'5/ db=7.67 /n 50•JI•cg5 6/72:— 8 • db= 4 /n /,11.0:= 6 /n /dh:— if /dh / > /dh2 if Idh I> /dh3 �dh / else 'dh3 else if Idh2> Id113 Idh2 else 11/d173 =7.67 /n [ACI 25.4.3.1] Excess steel modification factor `J := 0.2G Int — 0.66 Modified hook development length idh •TeX= 5.08 /n Footing depth must be 8" or more. 01 FTG - GRID 2.mcdx [ACI 25.4.10.1] CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado PIER SHEAR IBC Strength -factored Shear Vu pier:= 1 .6 • (flmax) =14 .88 kip Pw:= Pier dPTer A$ —0.0012 Nominal Concrete Shear Strength FOOTING - FRAME LINE 2 Page 5 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 Factored axial pier compression N„:= 1 .6 • Vhmax= 50.08 kip Gross area of pier A9:= bper• hp1er= 2.56 ft2 Al, f' Vc:= 2. 1 + 16f A •A• 51 • bpier• dpier•PS1=37.44 kip 2000. e z [ACI318 22.5.6.1] Shear resistance factor 0,:=0.75 Factored Concrete Shear Strength 0 V,:=• Vim= 28.08 kip > V„ per= 14.88 kip Shear reinf. not req'd. [ACI318 22.5.10.1] 01 FTG - GRID 2.mcdx CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado FOOTING - FRAME LINE 2 Page 6 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 FOOTING SHEAR One-way Shear Strength -factored pressure at toe... autoe:= 1.6 gtoe=4.42 ksf Strength -factored pressure at heel.. qui,„/•= 1 .6 • ghee/— 4.05 k5f Depth to tension steel.... d:= tf 3 • in— 0.25 • in= 6.75 in Strength -factored pressure at d from pier... (guheel— gvtoe) (17 + e— e — h%' er — d = 4. 16 ksf gud:= quhee/— h 2 pier 2 Strength -factored shear at d from pier K:= gvd• h (2 + e— ep1er— h2er — d + 2• (quhee/— gud) • h + e— ep�er— h2er _ d I I• b= 14.89 kip Shear strength reduction factor.... 01,:= 0.75 \ifi Factored shear strength.... 0 [7,7=0 v • 2. d• b• - psi= 19.96 kip > Vu= 14.89 kipokay psi Two-way Shear Perimeter shear distance.... bo:= (bp,ef+ d)• 2 + ("7pier Strength factored perimeter shear.... V := b h (R°heei"'r '1'4°6)u— 2 (bpier+ • (hpier+ • (uneei • 2 = 105 in [ACI 22.6.4.1] (quhee/ — quta) h + e— eper)) 17 2 Ratio of hp,er to bp,er g .— hFief = I .44 brar Location factor a5:= 30 [ACI 22.6.5.3] 01 FTG - GRID 2.mcdx =30.61 kip CIVCO Engineering, Inc. PO Box 1758, Vernal, UT, 84078 Ph: (435)789-5448 Fx: (435)789-4485 DANIELS SHOP FOUNDATION Lot 5, Quicksilver Court Subdivision Garfield County, Colorado cp,:=2+-4=4.78 cp2:=a5• b +2=3.93 0 4p FOOTING - FRAME LINE 2 Page 7 By: WK Date: 06/18/2020 Chk'd: wk Date: 06/19/2020 if cp,<4 if cp/<cp2 else cPi else PP2 if4<cp2 else (P2 =3.93 Factored Shear Strength.... 0 V,,:= 0„ • (cp) • 11 • bo • d • lbf= 1 14.38 kip okay psi in in FOOTING REINFORCING Lengthwise Reinforcing Strength -factored bending moment r 2 M,,:= h hpier 2 +e—eper 2) 2 + 2 • (quheel qud) 2 + e - ep,er [ACI 22.6.5.2] her 2 h + e— eper— hpier 2 3• • 2 2 � Tension steel area A5:= 4 • (0.2 int) =0.8 int k•f',. Compression block depth a•— =0.52 in 0.85•f'.•(b) Nominal bending strength M,,:= fy• A5• (i_)=25.95 kip. ft • b= 1 9.24 kip• ft [ACI 22.2.2.4.1] Bending strength reduction factor....0b,:= 0.9 Factored Bending Strength M,,:= /,• M„=23.36 kip. ft > M„= 19.24 kip. ft u ERROR: invalidfont OFFENDING COMMAND: cshow STACK: 98.7625 / ct x