Lifting Analysis Sleeper Foundations [PDF]

Zitiervorschau

K075 - NAUGP A Project

LIFTING CHECKS FOR PRECAST PIPE Civil Dwg No. Sleeper ID:

SECTION

Elevation: Top of Pedestal Ground level: Top of footing: Bottom of footing: Ground Water Level:

100.680 100.000 99.700 99.400 89.000

m m m m m

Dimension: Wx =

1000

mm

Wy =

2500

mm

Lc1 =

375

mm

Lc2 =

375

mm

Lc3 =

100

mm

Lc4 =

100

mm

Concrete Unit Weight Concrete Volume: Concrete Weight:

Wx1 =

500

mm

Wx2 =

500

mm

Wy1 =

1250

mm

Wy2 =

1250

mm

ex =

0

mm

ey =

0

mm

Px =

250

mm

Py =

2300

mm

H= H1 =

980

mm

300

mm

H2 =

680

mm

Df =

300

mm



25

kN/m3

Wc

1.31 32.84

m3 kN

OR PRECAST PIPE SLEEPER FOUNDATIONS Input Cells

Y

X

(Footing width) (Footing length)

PLAN

(Left Ftg edge to Ped center) (Right Ftg edge to Ped center)

(eccentricity along x) (eccentricity along y) (Pedestal width) (Pedestal length) (Pedestal height)

(Footing thickness)

Rev. 0

COG and Concrete Strength Consider Strength of Concrete at 7 Days is: Steel Reinforcement Yield Strength

fc' 60.00% fy

Concrete Weight Impact factor

Wt I Wi =W x I

Dead Load with Impact Number of sleeves for lifting Maximum Sling Angle (with Vertical Plane) Tension in Concrete along sling line at 2

n Wi/n  Ti=Wi/(2cos

Center of Gravity of Foundation

Sleeve distance from Edge of Pedestal

X Y Z Sy

Sleeve distance from TOG-Required Shear Based Sleeve distance from TOG (input) Sleeve distance from TOF

hs1 hs1' hs2'

Sleeve height from origin "O" Distance between COG and sleeve location

hso hoffset

Tension per rebar Ft = Fy =0.75*Fy Area of steel required to resist applied tension Number of Rebars to resist applied tension Rebar Size Bar Area Tension Capacity of vertical rebar at one Sleeve

As K

req

Wt

Development Length Required development length of pedestal main rebars Available development length of pedestal main bars below the lifting sleeve location

Ldh

W1 or W2

h

Ldh Thk. Cv=75m m ももょ

Fig.

COG and Pedestal Rebar Check 28.00 16.8 420.00

Mpa Mpa Mpa

32.84 1.20

kN

39.41 2

kN

19.70 30

kN 

22.75

kN

Z Y

O

0.50 1.25 0.42 766.6666666667

m m m mm

45.24 830 150

mm mm mm

OK, within Pedestal

450 25

mm mm

OK, above COG OK, close to COG

315.00

Mpa

62.55 4 16

mm

200.96 253.21

mm2 KN

260

mm

560

mm

: Use 1/3rd of Pedestal Width

Z

2

mm

Pipe Sleeve for Lifting Foundation

Pedestal main bar

Wi/2

Sy OK

OK

Footing

Footing bar (bottom)

Y

X

Wi

Wi/2



Ti

Wi/2

Sy

Sy

Y

Wt

Moment and Shear Check for Footing cv

75 20 100 190

mm mm mm (Main bar) mm (Main bar)

Width:

Wx =

1.00

m

Length:

Wy =

2.50

m

W1 =

0.38

m

W2 =

0.38

m

Df =

0.30

m

M1-1

0.53

kN-m/m

Lf I

1.2 1.20

M1-1

0.76

D

0.180 12

Minimum Reinforcement Cover Max. aggregate size : Minimum Bar pitch = Maximum Bar pitch = Footing Size:

T

Thickness:

Z

Moment at section 1-1 due to self weight, during lifting:

Dead Load Factor Impact Factor

1

Check of Footing for X-Direction Top Rebars

1

Factored Moment at section 1-1, with impact factor:

ρ min. = Top Bar size:

Bar size :D Bar pitch(@) :

12 190

mm CTC

Sectional area = Bar nos =

113.1 5.3

Min. Bar pitch= Max. Bar pitch=

100 190

Bar pitch of min./ max. Requirment :

Mu (max.)=

0.76

kN-m/m

b= Fh = d=

1000 300 219

w1

kN-m/m %

mm2 (as per one bar) Nos / one meter

X

tp

w2

Total nos =

14

ρr x b x d =

10

mm2 / One meter

270

mm2 / One meter

mm CTC mm CTC

93

mm (as per one meter) mm mm

Bar requirment Rn = Mu/0.9bd^2 = ρr = 0.85f'c/fy x (1-(1-2Rn/0.85fc')^0.5) = Mimimum req. ρ : ρ min : ρreq. =

0.02 N/mm2 4.1692E-005

0.5 x 0.18%

0.0009

Max.(ρr, ρ mim) =

ρmin x b x Fh =

270

mm2 / One meter

675

mm2

Check of Re-bar arrangement (X-Dir Top bar design) As Req. (min.) =