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CORREL 3 FINALS FORMULA > SEC > Flashcards

SEC Flashcards

1
Q

FRICTION f

A

mu N

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2
Q

IMPENDING MOTION tan theta

A

f/N or mu

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3
Q

PARABOLIC CABLES highest point
lowest point

A

max tension
min tension

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4
Q

PARABOLIC CABLES s

A

integral from leftmost to rightmost of lowest point
SQRT (1+(Wx/To)^2) dx

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5
Q

CENTROIDS Icg

A

summ Ix + summ Ad^2

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6
Q

CENTROIDS Ix or Iy

A

Icgx + Aybar^2
or
Icgy + Axbar^2

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7
Q

Icg triangle

A

bh^3 / 36

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8
Q

Icg circle

A

D^4*pi/64

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9
Q

Icg trapezoid

A

h(2a+b) / (3*(a+b))

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10
Q

STRESS

A

P/A

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11
Q

DEFORMATION triangle

A

Afd/AE

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12
Q

STRAIN epsilon

A

deformation / original dimension

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13
Q

MODULUS OF ELASTICITY E

A

stress / strain

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14
Q

GAMMA STEEL

A

77kN/m^3

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15
Q

SHEAR STRESS fv

A

V/nAparallel

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16
Q

BEARING STRESS fp

A

P/Aperpendicular

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17
Q

TORSIONAL SHEAR STRESS tau

A

Tp/J

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18
Q

DEFORMATION theta

A

TL/JG

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19
Q

J FOR SOLID CIRCLES

A

D^4pi / 32

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20
Q

J FOR HOLLOW CIRCLES

A

pi(Do^2 - Di^2) /32

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21
Q

FLEXURAL/BENDING STRESS fb

A

Mc/I

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22
Q

SHEAR STRESS IN BEAMS fv

A

VQ/Ib

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23
Q

MAX SHEAR STRESS IN TRIANGLES AND RECTANGLES

A

3V/2A

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24
Q

MAX SHEAR STRESS IN CIRCLES

A

4V/3A

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25
Q

MOVING LOADS

A

Centerline of Resultant and largest at centerline of beam
Resultant is sandwiched by the 2 largest point loads

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26
Q

INFLUENCE LINE OF REACTIONS

A

1 at chosen reax 0 at other

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27
Q

INFLUENCE LINE OF SHEAR AT MIDSPAN

A

-a/L b/L at midspan

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28
Q

INFLUENCE LINE OF BENDING AT MIDSPAN

A

ab/L

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29
Q

RADIUS OF CURVATURE p

A

EI/M
M constant through the length

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30
Q

MAX DEFORMATION for SS full UDL

A

5wL^4/384EI @midspan

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31
Q

MAX DEFORMATION for Fixed-Fixed full UDL

A

wL^4/384EI @midspan

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32
Q

MAX DEFORMATION for SS point load at midspan

A

PL^3/48EI

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33
Q

3 MOMENT EQUATION

A

MAL1 + 2MB(L1+L2) + MCL2 + [(summ(Pa / L1) * (L1^2 - a^2)] + [(summ(Pb / L2) * (L2^2 - b^2)] = 6EI (h1/L1 + h2/L2)

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34
Q

DOUBLE INTEGRATION METHOD

A

UDL touches cut
Cut at near supps

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35
Q

SLOPE DEFLECTION METHOD

A

Mab=FEMab (fixed-fixed)
FEM= Pnf^2/L^2

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36
Q

VIRTUAL WORK METHOD

A

Forces due to actual, forces due to virtual
L F U AR FUL/AR

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37
Q

RCD Tension T

A

Asfy steel yielding
Asfs SNY

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38
Q

RCD C

A

0.85f’c Acompression

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39
Q

RCD MnSRB

A

phy [T(d-a/2)] or phy [C(d-a/2)]
*Take moment about T or C

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40
Q

RCD MnDRB

A

C1(d-a/2) + C2(d-d’)
*Take moment about T

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41
Q

YIELD STRESS TENSION STEEL fs

A

600*(d-c)/c

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42
Q

YIELD STRESS COMPRESSION STEEL

A

600*(c-d’)/c

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43
Q

fs:phy range

A

400:0.65 to 1000:0.9

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44
Q

RHO p

A

As/bd

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45
Q

RHO MAX pmax

A

least of 0.025
and
0.85f’cB1*3/7fy

46
Q

C-C between rebars vertical
C-C between rebars horizontal

A

least 25mm or db
least 25mm or db or 4/3 dagg

47
Q

TBEAMS beff

A

least of c-c spacing of beams
bw+16t
bw+ L/4

48
Q

T < Cflange
T > Cflange

A

doesnt need help
needs help

49
Q

RUPTURE MODULUS fr

A

0.62lambdaSQRT(f’c)
and
Mcrctens/Igross

50
Q

As’ converted to concrete
As converted to concrete

A

(2n-1)As’
nAs

51
Q

Ix OF RECTANGLE ABOUT ITS BASE

A

bh^3/3

52
Q

Econcrete

A

4700*SQRT(f’c)

53
Q

NOMINAL SHEAR CAP Vn

A

Vc+Vs

54
Q

NOMINAL CONCRETE SHEAR CAP

A

0.17lambda*SQRT(f’c)bwd

55
Q

RCD ULTIMATE SHEAR FORCE Vu

A

0.75Vn

56
Q

SPACING IN BEAMS s

A

Avdfyh/Vs

57
Q

Vu < 0.5phyVc

A

No shear reinforcement required

58
Q

0.5phyVc < Vu < phyVc

A

minimum reinforcement
least of
0.062bws*SQRT(f’c)/fyh and
0.35bws/fyh

59
Q

phyVc <Vu

A

design spacing
if Vs<2Vc, least of 600mm and d/2
if Vs>2Vc, least of 300mm and d/4

60
Q

Vs cannot ____ 4Vc

A

exceed, else use 4Vc in design

61
Q

hmin SS

A

l/20

62
Q

hmin 1end cont

A

l/24

63
Q

hmin both end cont

A

l/28

64
Q

hmin cantilever

A

l/10

65
Q

SLAB THICKNESS h

A

hmin(1.65-0.003wc)[0.4+(fy/700)]

66
Q

SLAB MINIMUM AREA Asmin

A

for fy>=420, 0.002Ag
for fy<420, least of
0.0014Ag
0.0018Ag*420/fy

67
Q

SLAB NUMBER OF BARS n

A

As/Ab

68
Q

SLAB SPACING s

A

least of
b/n usually 1000/n
3h or 5h(forT&S)
450mm

69
Q

EFFECTIVE BEARING CAP qeff

A

P/A

70
Q

ALLOWABLE BEARING CAP qa

A

qc+qs+qsur+qe

71
Q

FOOTING BEAM SHEAR Vu

A

quAsheared topview

72
Q

FOOTING ALLOWABLE BEAM SHEAR STRESS Tau ab

A

Vu/0.75Bd
Allowable: 0.17 * lambda * SQRT(f’c)

73
Q

FOOTING PUNCHING SHEAR Vu

A

quApunchedoff topview

74
Q

FOOTING ALLOWABLE PUNCHING SHEAR STRESS Tau

A

Vu/0.75bod
Allowable: 0.33 * lambda * SQRT(f’c)

75
Q

FOOTING BENDING MOMENT Mu

A

qu * Abended * moment arm
(moment abt face of column)

76
Q

PILE REACTION Rn

A

Pu/n +- My/summ x^2

77
Q

PILE Vubeam

A

summ forces y where max shear was generated

78
Q

PILE Vupunch

A

summ forces y @ column punched only or summ forces y @ whole footing remaining forces

79
Q

FOOTING Mu

A

Take moment about face of column with max set of reactions

80
Q

YOGA Pg

A

0.6FyAg

81
Q

Anet correction

A

s^2*t/4g

82
Q

FONA Pnet

A

0.5FuAn

83
Q

BEARING Pp

A

1.2Fu*Aperpendicular

84
Q

SHEAR Pv

A

FvAparallel

85
Q

WELDS Fallow

A

0.3Fu

86
Q

Aweld

A

0.707wL

87
Q

BENDING IN STEEL BEAMS ASD

A

Fbx=0.66Fy
Fby=0.75Fy
fb=M/S

88
Q

BENDING IN STEEL BEAMS LRFD

A

Fb=phyFy usually 0.9Fy
fb= Mu/Z

89
Q

SHAPE FACTOR

A

Z/S

90
Q

SHEARING IN STEEL BEAMS ASD

A

Fv=0.4Fy
fv=V/Aweb

91
Q

SHEAR STRESS IN STEEL BEAMS LRFD

A

Fv=phyFy usually 0.75Fy

92
Q

W kN/m in ASD

A

DL+LL

93
Q

Wu kN/m LRFD

A

1.2DL+1.6LL

94
Q

MAX SHEAR IN SS UDL

A

wL/2

95
Q

SLENDERNESS RATIO SR

A

kL/r

96
Q

RADIUS OF GYRATION r

A

SQRT(I/A)

97
Q

k pinpin
k pinfix
k fixfix

A

1.0
0.7
0.5

98
Q

LIMITING SLENDERNESS RATIO Cc
if < SR
if > SR

A

SQRT [(2pi^2E) / Fy]
LONG COLUMN
INTERMEDIATE COLUMN

99
Q

STEEL LAMBDA

A

SR/Cc

100
Q

INTERMEDIATE COLUMN Fa

A

(1-0.5lambda^2)Fy/Fs

101
Q

FS Intermediate Columns

A

5/3 + 3LAMBDA/8 - LAMBDA^3/8

102
Q

LONG COLUMN Fa

A

12Epi^2/23SR^2

103
Q

PCD STRESS NORMAL STRESS sigmaN

A

-P/A +- Mpsc/I +-Mloadc/I

104
Q

PCD MOMENT M

A

Losses * Pps * e

105
Q

CLASS AA RATIO

A

4000 psi, 1C:1.5S:3G

106
Q

CLASS A RATIO

A

3500 psi, 1C:2S:4G

107
Q

CLASS B RATIO

A

3000 psi, 1C:2.5S:5G

108
Q

CLASS C RATIO

A

2500 psi, 1C:3S:6G

109
Q

VOLUME MULTIPLIER

A

1.54

110
Q

WATER CEMENT RATIO

A

W/C

CORREL 3 FINALS FORMULA (3 decks)

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