calculos pedestal

8/22/2019 Calculos Pedestal

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DESIGN CHECK

Pedestal

Axial bearing

A2 = ((B/N)*Ncs)*Ncs =A1 = B*N =

fp, max = *min(0.85*f'c*(A2/A1), 1.7*f'c) =

Base plate

Flexural yielding (bearing interface)

Mn = *Fy*tp/4 =

Flexural yielding (tension interface)

Beff = 2*l =

MpA = T*l/Beff =

Mn = *Fy*tp/4 =

Column

Weld capacity

w =

Beff = 2*l =

Maximum weld load = T/Beff =

LoadAngleFactor = 1 + 0.5*(sin(q))1.5 =

Fw = 0.6*FEXX*LoadAngleFactor =

Rnw = *Fw*w/2 =

Anchors (ACI 318-08)

GEOMETRIC CONSIDERATIONS

Dimensions

Anchors

Anchor spacing

smin = 4*da =


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DESIGN CHECK

Verification

Steel strength of anchor in tension

futa = min(futa, 1.9*fya, 125[ksi]) =

Nsa = *n*Ase,N*futa =

Breakout of anchor in tension

L = min(ca1Left,1.5*hef) =

R = min(ca1Right,1.5*hef) =

T = min(ca2Top,1.5*hef) =

B = min(ca2Top,1.5*hef) =

IsCloseToThreeEdges True (se repite el proceso)

hef =max(L ,R,T,B)/1.5 =

L = min(ca1Left,1.5*hef) =

R = min(ca1Right,1.5*hef) =

T = min(ca2Top,1.5*hef) =

B = min(ca2Top,1.5*hef) =

ANc = (L + R)*(T+B) =

ANco = 9*hef =

ca,min =min(L ,R,T,B,1.5*hef) =


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Major axis analysis

Maximum compression and tension (1 - DL)

Major axis anchor groups

Results for tensile breakout (1 - DL)

NOTATION

A1:

A2:

Aw:

A2/A1:B:

bc:

Beff:

bmin:

dc:

d:

f'c:

FEXX:


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fp, max:

Fw:

Fy:

l:

l:

LoadAngleFactor:

MpA:Maximum weld load:

N:

Ncs:

Nmin:

f:

fMn:

fRw:

T:

tp:

q:

wmin:

W:

Abrg:

ANc:

ANco:

Ase,N:

Ase,V:

AVc:

AVco:

ca1:

ca2:ca1Left:

ca1Right:

ca2Top:

ca2Bot:

ca2Left:

ca2Right:

camax:

ca,min:

CrackedConcrete:

da:

e'N:futa:

fya:

ha:

hef:

IsHeadedBolt:

kc:

kcp:

n:


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Nb:

Ncb:

Ncbg:

Np:

Npn:

Nsb:

Nua:f:

fNcb:

fNcbg:

fNn:

fNpn:

fNsa:

fNsb:

fVcb:

fVcp:

fVcpg:

fVn:

fVsa:

yc,N:

yc,P:

ycp,N:

yc,V:

yec,N:

yed,N:

yed,V:

yh,V:

smin:TensionShearInteraction:

Vb:

Vua:

fc:

le:

HighSeismicDesignCategory:

HasGroutPad:

l:

IsCastInPlaceAnchor:

IsCloseToThreeEdges:

Vcb:Vcp:

Vcpg:

LVc:

yec,Nx:

yec,Ny:

SideFaceBlowoutApply:


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Verification

Pedestal

Axial bearing

A2 = ((B/N)*Ncs)*Ncs = ((30[cm]/35[cm])*80[cm])*80[cm] = 5485.71[cm2]A1 = B*N = 30[cm]*35[cm] = 1050[cm2]

fp, max = f*min(0.85*f'c*(A2/A1)1/2, 1.7*f'c) = 0.65*min(0.85*0.281226[Ton/cm2]*(5.22449)1/

2, 1.7*0.281226[Ton/cm2]) = 0.310755[Ton/cm2]

Base plate

Flexural yielding (bearing interface)

fMn = f*Fy*tp2/4 = 0.9*2.531037[Ton/cm2]*2[cm]2/4 = 2.277934[Ton*m/m]

Flexural yielding (tension interface)

Beff = 2*l = 2*4.0551[cm] = 8.110199[cm]

MpA = T*l/Beff = 25[Ton]*4.0551[cm]/8.110199[cm] = 12.5[Ton*m/m]

fMn = f*Fy*tp2/4 = 0.9*2.531037[Ton/cm2]*2[cm]2/4 = 2.277934[Ton*m/m]

Column

Weld capacity

Beff = 2*l = 2*4.0551[cm] = 8.110199[cm]

Maximum weld load = T/Beff = 25[Ton]/8.110199[cm] = 308.25[Ton/m]

LoadAngleFactor = 1 + 0.5*(sin(q))1.5 = 1 + 0.5*(sin(1.570796))1.5 = 1.5

Fw = 0.6*FEXX*LoadAngleFactor = 0.6*4.921462[Ton/cm2]*1.5 = 4.429315[Ton/cm2]

Aw = (2)1/2/2*(d/16)*[in]*l = (2)1/2/2*(6/16)*[in]*100[cm] = 67.351919[cm2]

fRw = f*Fw*Aw/l = 0.75*4.429315[Ton/cm2]*67.351919[cm2]/100[cm] = 223.74[Ton/m]

Dimensions

Anchors

Anchor spacing

smin = 4*da = 4*1.905[cm] = 7.62[cm]

Transverse edge distance

ca,min = 3[in]

Effective length

875


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Verification

Steel strength of anchor in tension

futa = min(futa, 1.9*fya, 125[ksi]) = min(4.077783[Ton/cm2], 1.9*2.531037[Ton/cm2], 125[ksi]) =

4.077783[Ton/cm2]fNsa = f*n*Ase,N*futa = 0.75*1*2.154834[cm2]*4.077783[Ton/cm2] = 6.590209[Ton]

Breakout of anchor in tension

ca1Left


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Breakout of group of anchors in tension

ANco = 9*hef2 = 9*23.333333[cm]2 = 4900[cm2]

ANc = min(ANc, n*ANco) = min(6000[cm2], 4*4900[cm2]) = 6000[cm2]

yec,Ny = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*0[cm]/(3*23.333333[cm])), 1) = 1

yec,Nx = min(1/(1 + 2*e'N/(3*hef)), 1) = min(1/(1 + 2*0[cm]/(3*23.333333[cm])), 1) = 1

yec,N = yec,Nx*yec,Ny = 1*1 = 1ca,min


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ha = 1.5*ca1 = 1.5*45[cm] = 67.5[cm]

IsCloseToThreeEdges False

ca1 = ca1 = 45[cm]

LVc = ca2Left + ca2Right = 32.5[cm] + 42.5[cm] = 75[cm]

AVc = LVc*min(ha, 1.5*ca1) = 75[cm]*min(100[cm], 1.5*45[cm]) = 5062.5[cm2]

AVco = 4.5*ca12 = 4.5*45[cm]2 = 9112.5[cm2]

ca2


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CrackedConcrete True

yc,N = 1

IsCastInPlaceAnchor True

ycp,N = 1

IsCastInPlaceAnchor True

kc = 24

(IsCastInPlaceAnchor)and(IsHeadedBolt)and(hef>=11[in])and(hef=11[in])and(30[cm]


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Maximum bearing pressure

Minimum bearing pressureMaximum anchor tension

Minimum anchor tension

Neutral axis angle

Bearing length

Anchors tensions

Anchor

1

2

3

4

Group

1

Base plate area

Maximum area of portion of the concrete supporting surface that is geometrically similar to and concentric wit

Effective area of the weld

Ratio between the concrete support area and the base plate areaBase plate design width

Width of column section

Effective width of the compression block

Minimum base plate width perpendicular to moment direction

Column depth

Number of sixteenths of an inch in the weld size

Specified compressive strength of concrete

Electrode classification number


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Maximum uniformly bearing stress under base plate

Nominal strength of the weld metal per unit area

Specified minimum yield stress

Distance from the anchor rod to the column

Length of weld

Load angle factor

Plate bending moment per unit width due anchor tensionMaximum weld load

Base plate design length

Length of the concrete supporting surface or pier parallel to moment design direction

Minimum base plate length parallel to moment direction

Design factors

Design or allowable strength per unit length

Fillet weld capacity per unit length

Anchor rod tensile strength required

Plate thickness

Load angle

Minimum weld size required

Weld size

Net bearing area of the head of stud or anchor bolt

Projected concrete failure area of a single anchor or group of anchors, for calculation of strength in tension

Projected concrete failure area of a single anchor, for calculation of strength in tension if not limited by edge di

Effective cross-sectional area of anchor in tension

Effective cross-sectional area of anchor in shear

Projected concrete failure area of a single anchor or group of anchors , for calculation of strength in shear

Projected concrete failure area of a single anchor, for calculation of strength in shear, if not limited by corner in

Distance from the anchor center to the concrete edge

Distance from the anchor center to the concrete edge in perpendicular directionDistance from the anchor center to the left edge of the concrete base

Distance from the anchor center to the right edge of the concrete base

Distance from the anchor center to the top edge of the concrete base

Distance from the anchor center to the bottom edge of the concrete base

Distance from the anchor center to the left edge of the concrete base

Distance from the anchor center to the right edge of the concrete base

Maximum distance from center of an anchor shaft to the edge of concrete

Minimum distance from center of an anchor shaft to the edge of concrete

Cracked concrete at service loads

Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt

Distance between resultant tension load on a group of anchors loaded in tension and the centroid of the groupSpecified tensile strength of anchor steel

Specified yield strength of anchor steel

Thickness of member in which an anchor is located, measured parallel to anchor axis

Effective embedment depth of anchor

Is anchor headed stud

Coefficient for concrete pry out basic strength

Coefficient for pry out strength

Number of anchors in the group


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Basic concrete breakout strength in tension of a single anchor in cracked concrete

Nominal concrete breakout strength in tension of a single anchor

Nominal concrete breakout strength in tension of a group of anchors

Pullout strength in tension of a single anchor in cracked concrete

Nominal pullout strength of a single anchor in tension

Nominal side-face blowout strength of a single anchor

Factored tensile force applied to anchor or group of anchorsStrength reduction factor

Concrete breakout strength in tension of a single anchor

Concrete breakout strength in tension of a group of anchors

Tension strength

Pullout strength in tension of a single anchor

Strength of a single anchor or group of anchors in tension

Side-face blowout strength of a single anchor

Concrete breakout strength in shear of a single anchor

Concrete pryout strength of a single anchor

Concrete pryout strength of a group of anchors

Shear strength

Strength in shear of a single anchor or group of anchors as governed by the steel strength

Factor used to modify tensile strength of anchors based on presence or absence of cracks in concrete

Factor used to modify pullout strength of anchors based on presence or absence of cracks in concrete

Factor used to modify tensile strength of postinstalled anchors intended for use in uncracked concrete without

Factor used to modify shear strength of anchors based on presence or absence of cracks in concrete and prese

Factor used to modify tensile strength of anchors based on eccentricity of applied loads

Factor used to modify tensile strength of anchors based on proximity to edges of concrete member

Factor used to modify shear strength of anchors based on proximity to edges of concrete member

Factor used to modify shear strength of anchors located in concrete members with ha < 1.5ca1

Center-to-center anchor minimum spacingResult from tension-shear interaction

Basic concrete breakout strength in shear of a single anchor in cracked concrete

Factored shear force applied to anchor or group of anchors

Specified compressive strength of concrete

Load-bearing length of the anchor for shear

High seismic design category (i.e. C, D, E or F)

Has grout pad

Lightweight concrete modification factor

Is cast in place anchor

Anchor is close to three or more edges

Concrete nominal breakout strength in shear of a single anchorNominal pryout strength of a anchor in shear

Nominal pryout strength of a group of anchor in shear

Projected concrete failure length of a single anchor or group of anchors , for calculation of strength in shear

Factor used to modify tensile strength of anchors based on eccentricity in x axis of applied loads

Factor used to modify tensile strength of anchors based on eccentricity in y axis of applied loads

Side-face blowout apply


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Unit Capacity Demand Ctrl EQ Ratio References

[Ton/cm2] 0.31 0 1 - DL 0

DG1 Sec 3.1.1DG1 Sec 3.1.1

DG1 3.1.1

[Ton*m/m] 2.28 0 1 - DL 0 DG1 Eq. 3.3.13

DG1 Eq. 3.3.13

[Ton*m/m] 2.28 12.5 1 - DL 5.49 DG1 Eq. 3.3.13

DG1 p. 35

DG1 Eq. 3.3.13

[Ton/m] 223.74 308.25 1 - DL 1.38 Sec. J2.4

DG1 p. 35

p. 8-9

Sec. J2.4

Sec. J2.4

Unit Value Min. value Max. value Sta. References

[cm] 10 7.62 -- Sec. D.8.1

Sec. D.8.1

[cm] 32.5 7.62 -- Sec. D.7.7.1

Sec. D.7.7.1

[cm] 51.24 -- 98.76


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Unit Capacity Demand Ctrl EQ Ratio References

[Ton] 6.59 25 1 - DL 3.79 Eq. D-3

Sec. D.5.1.2Eq. D-3

[Ton] 13.36 25 1 - DL 1.87 Sec. D.3.3.3

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.3

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. RD.5.2.1

Eq. D-6

Sec. D.5.2.5

Sec. D.5.2.6

Sec. D.5.2.7

Sec. D.5.2.2

Eq. D-7

Eq. D-4

Sec. D.3.3.3


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[Ton] 16.08 100 1 - DL 6.22 Sec. D.3.3.3

Eq. D-6

Sec. D.5.2.1

Eq. D-9

Eq. D-9

Eq. D-9

Sec. D.5.2.5

Sec. D.5.2.6

Sec. D.5.2.7

Sec. D.5.2.2

Eq. D-7

Eq. D-5

Sec. D.3.3.3

[Ton] 6.64 25 1 - DL 3.76 Sec. D.3.3.3

Eq D-15,Eq D-16

Sec. D.5.3.6

Eq. D-14

Sec. D.3.3.3

[Ton] 3.43 0 1 - DL 0 Eq. D.20

Sec. D.5.1.2

Eq. D.20

[Ton] 6.46 0 1 - DL 0 Sec. D.3.3.3

Sec. D.6.2.1

Sec. D.5.2.1


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Sec. D.5.2.1

Sec. D.6.2.4

Sec. RD.6.2.1

Sec. RD.6.2.1

Eq. D-23

Sec. D.6.2.6

Sec. D.6.2.7

Eq. D-29

Sec. D.6.2.2

Eq. D-24

Eq. D-21

Sec. D.3.3.3

[Ton] 26.73 0 1 - DL 0 Sec. D.3.3.3

Sec. D.6.3.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.3

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. D.5.2.1

Sec. RD.5.2.1

Eq. D-6

Sec. D.5.2.5


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Sec. D.5.2.6

Sec. D.5.2.7

Sec. D.5.2.2

Eq. D-7

Eq. D-4

Eq. D-30

Sec. D.3.3.3

[Ton] 32.16 0 1 - DL 0 Sec. D.3.3.3

Sec. D.6.3.1

Eq. D-6

Sec. D.5.2.1

Eq. D-9

Eq. D-9

Eq. D-9

Sec. D.5.2.5

Sec. D.5.2.6

Sec. D.5.2.7

Sec. D.5.2.2

Eq. D-7

Eq. D-5Eq. D-31

Sec. D.3.3.3

6.22


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: 0.00000 [Ton/cm2]

: 0.00000 [Ton/cm2]: 25.00000 [Ton]

: 25.00000 [Ton]

: 0

: -1E302 [cm]

Transverse Longitudinal Shear Tension

[cm] [cm] [Ton] [Ton]

-5 -5 0 25

-5 5 0 25

5 5 0 25

5 -5 0 25

Area Tension Anchors[cm2] [Ton]

6000 100 1, 2, 3, 4

the load area


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tance or spacing

fluences, spacing, or member thickness

of anchors loaded in tension


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supplementary reinforcement

ce or absence of supplementary reinforcement

calculos pedestal

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