calculos pedestal
Post on 08-Aug-2018
230 Views
Preview:
TRANSCRIPT
-
8/22/2019 Calculos Pedestal
1/24
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 =
-
8/22/2019 Calculos Pedestal
2/24
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) =
-
8/22/2019 Calculos Pedestal
3/24
-
8/22/2019 Calculos Pedestal
4/24
-
8/22/2019 Calculos Pedestal
5/24
-
8/22/2019 Calculos Pedestal
6/24
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:
-
8/22/2019 Calculos Pedestal
7/24
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:
-
8/22/2019 Calculos Pedestal
8/24
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:
-
8/22/2019 Calculos Pedestal
9/24
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
-
8/22/2019 Calculos Pedestal
10/24
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
-
8/22/2019 Calculos Pedestal
11/24
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
-
8/22/2019 Calculos Pedestal
12/24
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
-
8/22/2019 Calculos Pedestal
13/24
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]
-
8/22/2019 Calculos Pedestal
14/24
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
-
8/22/2019 Calculos Pedestal
15/24
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
-
8/22/2019 Calculos Pedestal
16/24
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
-
8/22/2019 Calculos Pedestal
17/24
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
-
8/22/2019 Calculos Pedestal
18/24
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
-
8/22/2019 Calculos Pedestal
19/24
[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
-
8/22/2019 Calculos Pedestal
20/24
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
-
8/22/2019 Calculos Pedestal
21/24
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
-
8/22/2019 Calculos Pedestal
22/24
: 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
-
8/22/2019 Calculos Pedestal
23/24
tance or spacing
fluences, spacing, or member thickness
of anchors loaded in tension
-
8/22/2019 Calculos Pedestal
24/24
supplementary reinforcement
ce or absence of supplementary reinforcement
top related