"DECKSLAB" Program

Doc"DECKSLAB" --- SLAB ON METAL DECK ANALYSIS / DESIGNProgram Description:"DECKSLAB" is a spreadsheet program written in MS-Excel for the purpose of analysis and design of slabs onmetal deck. Both composite deck slabs and form deck slabs can be analyzed and designed for 3 differentloading conditions. Specifically, the flexural moment capacity for both positive and negative strong axismoments, one-way beam shear, punching shear, and deflection are all evaluated and checked. Also, forconcentrated loads, the effective slab strip widths for both moment and beam shear are determined. There isinformation on the metal deck properties, as well as reinforcing bar and welded wire fabric data tables.This program is a workbook consisting of four (4) worksheets, described as follows:Worksheet NameDescriptionDocThis documentation sheetComposite DeckBeam flexure, shear, crack control, and inertiaForm Deck (1-layer of Reinf.)Flexural reinforcing for singly or doubly reinforced beams/sectionsForm Deck (2-layers of Reinf.)Ultimate moment capacity of singly or doubly reinforced beams/sectionsProgram Assumptions and Limitations:1. This program is based on the following references:a. "Composite Deck Design Handbook" - by R.B. Heagler, L.D. Luttrell, and W.S. Easterlingand published by Steel Deck Institute (SDI), March 1997b. "Designing with Steel Form Deck" - by Steel Deck Institute (SDI), 2003c. "Steel Deck and Floor Deck" Catalog - by Vulcraft Corporation, 2001d. ACI 318-99 Building Code and Commentary - by American Concrete Institute, June 19992. In the "Composite Deck" worksheet, since the composite deck is interlocked or engaged with the concrete,the deck is assumed to function as the positive moment, bottom face slab reinforcing. The shear capacity ofthe composite deck alone is added to the beam shear capacity of the concrete to arrive at the total beamshear capacity of the slab.3. In the two form deck worksheets, the form deck is assumed to be "inverted" and not to contribute to theflexural moment capacity of the slab. The user has the option to include or not include the form deck shearcapacity in the total beam shear capacity of the slab.4. In the "Composite Deck" worksheet, the user may select anyone of 5 available sizes (profiles), 1.5"x6",1.5"x6"(Inv), 1.5"x12", 2"x12", and 3"x12".5. In the two form deck worksheets, the user may select anyone of 3 available sizes (profiles), 1.5"x6", 2"x12",and 3"x12".6. In the "Composite Deck" and the two form deck worksheets, the user may select either a 1-span, 2-span, or3-span condition for analysis.7. In the "Form Deck (1-layer Reinf.)" worksheet, the reinforcing parallel to the slab span length functions asboth the positive moment (between slab supports) reinforcing and the negative moment (at slab supports)reinforcing. When welded-wire fabric (WWF) reinforcing is used, this program does not allow the user toconsider "draping" the reinforcing to maximize the positive and negative moment capacities.8. In the "Form Deck (2-layers Reinf.)" worksheet, the bottom layer of reinforcing parallel to the slab span lengthfunctions as the positive moment (between slab supports) reinforcing, while the top layer of reinforcingparallel to the slab span length functions as the negative moment (at slab supports) reinforcing for the2-span and 3-span conditions. Both positive and negative moment capacities are based on assuming a"singly-reinforced" slab section.9. This program contains numerous comment boxes which contain a wide variety of information includingexplanations of input or output items, equations used, data tables, etc. (Note: presence of a comment boxis denoted by a red triangle in the upper right-hand corner of a cell. Merely move the mouse pointer to thedesired cell to view the contents of that particular "comment box".)

Composite DeckSLAB ON METAL DECK ANALYSIS / DESIGNCALCULATIONS:Version 1.3For Composite Steel Deck System without StudsSubjected to Either Uniform Live load or Concentrated Load1.5''x6''Properties and Data:Job Name:Subject:1.5''x6''(Inv)hd =1.500in.hd = deck rib heightJob Number:Originator:Checker:1.5''x12''p =6.000in.p = deck rib pitch (center to center distance between flutes)2''x12''rw =2.000in.rw = deck rib bearing width (from SDI Table)Input Data:3''x12''rwt =2.500in.rwt = deck rib top opening width (from SDI Table)Composite Deck Type =1.5''x6''bm=13.522rw(avg) =2.250in.rw(avg) = average deck rib width (from SDI Table)Steel Composite Deck Section PropertiesComposite Deck Gage =1820td =0.0474in.td = deck thickness (inch equivalent of gage)DeckDeck Wt.Rib HeightC.G. DeckRib WidthRib OpeningAvg. Rib WidthAreaInertiaSect. ModulusSect. ModulusFy=33 ksiFy=40 ksiFy=33 ksiFy=40 ksiDeck Steel Yield, Fyd =33.0ksiP=5 kips19Asd =0.760in.^2Asd = area of steel deck/ft. width (from SDI Table)TypeGagetWdhdydrwrwtrw(avg)AsdIdSpSnBlank Width/ft.4" Bearing, fRb4" Bearing, fRbShear, fVdShear, fVdThk. of Topping, t(top) =0.0000in.w(LL)=200 psf18Id =0.308in.^4Id = inertia of steel deck/ft. width (from SDI Table)(in.)(psf)(in.)(in.)(in.)(in.)(in.)(in.^2)(in.^4)(in.^3)(in.^3)(in.)(lbs/ft.)(lbs/ft.)(lbs/ft.)(lbs/ft.)Total Slab Thickness, h =6.0000in.t(top)=016yd =0.850in.yd = C.G. of deck160.05983.301.50.8522.52.250.9600.4000.4390.434166420742052106310Concrete Unit Wt., wc =150pcf33Sp =0.349in.^3Sp = positive section modulus of steel deck/ft. width (from SDI Table)180.04742.601.50.8522.52.250.7600.3080.3490.337164220488041605040Concrete Strength, f'c =4.0ksid2d136Sn =0.337in.^3Sn = negative section modulus of steel deck/ft. width (from SDI Table)1.5"x6"190.04182.301.50.8522.52.250.6700.2600.3040.292163350387036804460Deck Clear Span, L =6.0000ft.b2=4.5rwt=2.5tc=4.540tc =4.50in.tc = h-hd = thickness of slab above top of deck ribs200.03581.901.50.8522.52.250.5700.2120.2600.247162500289031703840Slab Span Condition =2-Spanh=6150Wd =2.60psfWd = weight of deck/ft. (from SDI Table)220.02951.601.50.8522.52.250.4700.1650.2060.195161700196026203180Neg. Mom. Reinf., Asn =0.200in.^2/ft.hd=1.5145Wc =63.28psfWc = ((t(top)+$h-hd)*12+2*(hd*(rwt+rw)/2))/144*wc (wt. of conc. for 12'' width)160.05983.301.50.653.543.750.9600.4000.4390.434166420742052106310Depth to Asn, d1 =2.0000in.rw=2115w(DL) =65.88psfw(DL) = Wd+Wc = total dead weight of deck plus concrete180.04742.601.50.653.543.750.7600.3080.3490.337164220488041605040Distribution Reinf., Ast =0.200in.^2/ft.p=618 ga. Deck110Bending in Deck as a Form Only for Construction Loads:1.5"x6"(Inv)190.04182.301.50.653.543.750.6700.2600.3040.292163350387036804460Depth to Ast, d2 =2.5000in.1-SpanP =0.150kipsP = 0.75*200 lb. man (applied over 1-foot width of deck)200.03581.901.50.653.543.750.5700.2120.2600.247162500289031703840Reinforcing Yield, fy =60.0ksiNomenclature2-Span220.02951.601.50.653.543.750.4700.1650.2060.195161700196026203180Uniform Live Load, w(LL) =200psf3-SpanW2 =20.00psfW2 = 20 psf construction load160.05983.001.50.755760.8700.3950.4740.47414.52920338031303790Concentrated Load, P =5.000kipsNote: Composite deck is assumed to add to flexural momentFb(allow) =31.35ksiFb(allow) = 0.95*Fyd180.04742.301.50.755760.6900.3130.3780.37614.51940224024903020Load Area Width, b2 =4.5000in.capacity of slab, by functioning as positive moment+Mu =0.62ft-kips/ft.+Mu = (1.6*Wc+1.2*Wd)/1000*0.096*L^2+1.4*(0.203*P*L)1.5"x12"190.04182.101.50.755760.6100.2760.3270.33014.51540178022002660Load Area Length, b3 =4.5000in.reinforcing. Composite deck shear capacity is includedor: +Mu =0.33ft-kips/ft.+Mu = (1.6*Wc+1.2*Wd+1.4*W2)/1000*0.070*L^2200.03581.801.50.755760.5200.2370.2670.27014.51160134018902290in total beam shear capacity.+fbu =21.20ksi+fbu = +Mu(max)*12/Sp220.02951.501.50.755760.4300.1890.2060.20714.580092615601890Results:-Mu =0.36ft-kips/ft.-Mu = (1.6*Wc+1.2*Wd)/1000*0.063*L^2+1.4*(0.094*P*L)160.05983.10215760.9000.7000.6540.654153050352039904840or: -Mu =0.60ft-kips/ft.-Mu = (1.6*Wc/1000+1.2*Wd/1000+1.4*W2/1000)*0.125*L^2180.04742.40215760.7100.5600.5230.529152010233031803850Properties and Data:-fbu =21.21ksi-fbu = -Mu*12/Sn2"x12"190.04182.10215760.6300.4900.4450.458151600185028103400hd =1.500in.hd = deck rib heightBeam Shear in Deck as a Form Only for Construction Loads:200.03581.80215760.5400.4200.3670.387151200139024102920p =6.000in.p = deck rib pitch (center to center distance between flutes)220.02951.50215760.4400.3380.2840.3021582895619902270rw =2.000in.rw = deck rib bearing width (from SDI Table)160.05983.5031.55761.0201.6661.0451.045173140363061307430rw(avg) =2.250in.rw(avg) = average deck rib width (from SDI Table)fVd =4.160kipsfVd = beam shear capacity of deck alone (LRFD value from SDI Table)180.04742.8031.55760.8101.3240.8320.832172060238048805910td =0.0474in.td = deck thickness (inch equivalent of gage)Vu =0.496kipsVu = (1.6*Wc+1.2*Wd+1.4*W2)/1000*0.625*L3"x12"190.04182.4031.55760.7101.1580.7080.726171640189043104830Asd =0.760in.^2Asd = area of steel deck/ft. width (from SDI Table)Shear and Negative Moment Interaction in Deck as a Form Only for Construction Loads:200.03582.1031.55760.6100.9930.5830.620171220141032203540Id =0.308in.^4Id = inertia of steel deck/ft. width (from SDI Table)S.R. =0.472S.R. = (Vu/fVd)^2+(Mu/(Fb(allow)*Sn/12))^2220.02951.7031.55760.5050.7970.4540.5001783296021902220yd =0.850in.yd = C.G. of deckWeb Crippling (End Bearing) in Deck as a Form Only for Construction Loads:Sp =0.349in.^3Sp = positive section modulus of steel deck/ft. width (from SDI Table)Reinforcing Bar Area for Various Bar Spacings (in.^2/ft.)Sn =0.337in.^3Sn = negative section modulus of steel deck/ft. width (from SDI Table)SpacingBar Sizetc =4.500in.tc = h-hd = thickness of slab above top of deck ribsfRd =4.220kipsfRd = beam shear capacity of deck alone (LRFD value from SDI Table)(in.)#3#4#5#6#7#8#9#10#11Wd =2.60psfWd = weight of deck/ft. (from SDI Table)Rui =0.745kipsRui = ((1.6*Wc+1.2*Wd+1.4*W2)/1000*1.25*L)*0.75 (allowing 1/3 increase)30.440.801.241.762.403.164.005.086.24Wc =63.28psfWc = ((t(top)+$h-hd)*12+2*(hd*(rwt+rw)/2))/144*wc (wt. of conc. for 12'' width)Deflection in Deck as a Form Only for Construction Loads:3-1/20.380.691.061.512.062.713.434.355.35w(DL) =65.88psfw(DL) = Wd+Wc = total dead weight of deck plus concrete40.330.600.931.321.802.373.003.814.68D(DL) =0.0892in.D(DL) =0.0054*(Wc+Wd)/12000*L^4/(Es*Id) (Es=29000 ksi)4-1/20.290.530.831.171.602.112.673.394.16Bending in Deck as a Form Only for Construction Loads:D(ratio) =L/807D(ratio) = L*12/D(DL)50.260.480.741.061.441.902.403.053.74P =0.150kipsP = 0.75*200 lb. man (applied over 1-foot width of deck)Strong Axis Positive Moment for Uniform Live Load:5-1/20.240.440.680.961.311.722.182.773.40W2 =20.00psfW2 = 20 psf construction load+fMno =6.59ft-kips/ft.+fMno = (0.85*Fyd*Scr)/1260.220.400.620.881.201.582.002.543.12Fb(allow) =31.35ksiFb(allow) = 0.95*Fyd+Mu =1.38ft-kips/ft.+Mu = 1.2*(0.096*w(DL)/1000*L^2)+1.6*(0.096*w(LL)/1000*L^2)6-1/20.200.370.570.811.111.461.852.342.88+Mu =0.62ft-kips/ft.+Mu = (1.6*Wc+1.2*Wd)/1000*0.096*L^2+1.4*(0.203*P*L)Strong Axis Negative Moment for Uniform Live Load:70.190.340.530.751.031.351.712.182.67or: +Mu =0.33ft-kips/ft.+Mu = (1.6*Wc+1.2*Wd+1.4*W2)/1000*0.070*L^2-fMno =3.25ft-kips/ft.-fMno =(0.90*Asn*Fy*((h-d1)-a/2))/127-1/20.180.320.500.700.961.261.602.032.50+fbu =21.20ksi+fbu = +Mu(max)*12/Sp+fbu