SEC Flashcards
(110 cards)
1
Q
FRICTION f
A
mu N
2
Q
IMPENDING MOTION tan theta
A
f/N or mu
3
Q
PARABOLIC CABLES highest point
lowest point
A
max tension
min tension
4
Q
PARABOLIC CABLES s
A
integral from leftmost to rightmost of lowest point
SQRT (1+(Wx/To)^2) dx
5
Q
CENTROIDS Icg
A
summ Ix + summ Ad^2
6
Q
CENTROIDS Ix or Iy
A
Icgx + Aybar^2
or
Icgy + Axbar^2
7
Q
Icg triangle
A
bh^3 / 36
8
Q
Icg circle
A
D^4*pi/64
9
Q
Icg trapezoid
A
h(2a+b) / (3*(a+b))
10
Q
STRESS
A
P/A
11
Q
DEFORMATION triangle
A
Afd/AE
12
Q
STRAIN epsilon
A
deformation / original dimension
13
Q
MODULUS OF ELASTICITY E
A
stress / strain
14
Q
GAMMA STEEL
A
77kN/m^3
15
Q
SHEAR STRESS fv
A
V/nAparallel
16
Q
BEARING STRESS fp
A
P/Aperpendicular
17
Q
TORSIONAL SHEAR STRESS tau
A
Tp/J
18
Q
DEFORMATION theta
A
TL/JG
19
Q
J FOR SOLID CIRCLES
A
D^4pi / 32
20
Q
J FOR HOLLOW CIRCLES
A
pi(Do^2 - Di^2) /32
21
Q
FLEXURAL/BENDING STRESS fb
A
Mc/I
22
Q
SHEAR STRESS IN BEAMS fv
A
VQ/Ib
23
Q
MAX SHEAR STRESS IN TRIANGLES AND RECTANGLES
A
3V/2A
24
Q
MAX SHEAR STRESS IN CIRCLES
A
4V/3A
25
MOVING LOADS
Centerline of Resultant and largest at centerline of beam
Resultant is sandwiched by the 2 largest point loads
26
INFLUENCE LINE OF REACTIONS
1 at chosen reax 0 at other
27
INFLUENCE LINE OF SHEAR AT MIDSPAN
-a/L b/L at midspan
28
INFLUENCE LINE OF BENDING AT MIDSPAN
ab/L
29
RADIUS OF CURVATURE p
EI/M
M constant through the length
30
MAX DEFORMATION for SS full UDL
5wL^4/384EI @midspan
31
MAX DEFORMATION for Fixed-Fixed full UDL
wL^4/384EI @midspan
32
MAX DEFORMATION for SS point load at midspan
PL^3/48EI
33
3 MOMENT EQUATION
MAL1 + 2MB(L1+L2) + MCL2 + [(summ(Pa / L1) * (L1^2 - a^2)] + [(summ(Pb / L2) * (L2^2 - b^2)] = 6EI (h1/L1 + h2/L2)
34
DOUBLE INTEGRATION METHOD
UDL touches cut
Cut at near supps
35
SLOPE DEFLECTION METHOD
Mab=FEMab (fixed-fixed)
FEM= Pnf^2/L^2
36
VIRTUAL WORK METHOD
Forces due to actual, forces due to virtual
L F U AR FUL/AR
37
RCD Tension T
Asfy steel yielding
Asfs SNY
38
RCD C
0.85f'c Acompression
39
RCD MnSRB
phy [T*(d-a/2)] or phy [C*(d-a/2)]
*Take moment about T or C
40
RCD MnDRB
C1(d-a/2) + C2(d-d')
*Take moment about T
41
YIELD STRESS TENSION STEEL fs
600*(d-c)/c
42
YIELD STRESS COMPRESSION STEEL
600*(c-d')/c
43
fs:phy range
400:0.65 to 1000:0.9
44
RHO p
As/bd
45
RHO MAX pmax
least of 0.025
and
0.85f'cB1*3/7fy
46
C-C between rebars vertical
C-C between rebars horizontal
least 25mm or db
least 25mm or db or 4/3 dagg
47
TBEAMS beff
least of c-c spacing of beams
bw+16t
bw+ L/4
48
T < Cflange
T > Cflange
doesnt need help
needs help
49
RUPTURE MODULUS fr
0.62lambda*SQRT(f'c)
and
Mcr*ctens/Igross
50
As' converted to concrete
As converted to concrete
(2n-1)As'
nAs
51
Ix OF RECTANGLE ABOUT ITS BASE
bh^3/3
52
Econcrete
4700*SQRT(f'c)
53
NOMINAL SHEAR CAP Vn
Vc+Vs
54
NOMINAL CONCRETE SHEAR CAP
0.17lambda*SQRT(f'c)bwd
55
RCD ULTIMATE SHEAR FORCE Vu
0.75Vn
56
SPACING IN BEAMS s
Avdfyh/Vs
57
Vu < 0.5phyVc
No shear reinforcement required
58
0.5phyVc < Vu < phyVc
minimum reinforcement
least of
0.062bws*SQRT(f'c)/fyh and
0.35bws/fyh
59
phyVc
design spacing
if Vs<2Vc, least of 600mm and d/2
if Vs>2Vc, least of 300mm and d/4
60
Vs cannot ____ 4Vc
exceed, else use 4Vc in design
61
hmin SS
l/20
62
hmin 1end cont
l/24
63
hmin both end cont
l/28
64
hmin cantilever
l/10
65
SLAB THICKNESS h
hmin(1.65-0.003wc)[0.4+(fy/700)]
66
SLAB MINIMUM AREA Asmin
for fy>=420, 0.002Ag
for fy<420, least of
0.0014Ag
0.0018Ag*420/fy
67
SLAB NUMBER OF BARS n
As/Ab
68
SLAB SPACING s
least of
b/n usually 1000/n
3h or 5h(forT&S)
450mm
69
EFFECTIVE BEARING CAP qeff
P/A
70
ALLOWABLE BEARING CAP qa
qc+qs+qsur+qe
71
FOOTING BEAM SHEAR Vu
quAsheared topview
72
FOOTING ALLOWABLE BEAM SHEAR STRESS Tau ab
Vu/0.75Bd
Allowable: 0.17 * lambda * SQRT(f'c)
73
FOOTING PUNCHING SHEAR Vu
quApunchedoff topview
74
FOOTING ALLOWABLE PUNCHING SHEAR STRESS Tau
Vu/0.75bod
Allowable: 0.33 * lambda * SQRT(f'c)
75
FOOTING BENDING MOMENT Mu
qu * Abended * moment arm
(moment abt face of column)
76
PILE REACTION Rn
Pu/n +- My/summ x^2
77
PILE Vubeam
summ forces y where max shear was generated
78
PILE Vupunch
summ forces y @ column punched only or summ forces y @ whole footing remaining forces
79
FOOTING Mu
Take moment about face of column with max set of reactions
80
YOGA Pg
0.6FyAg
81
Anet correction
s^2*t/4g
82
FONA Pnet
0.5FuAn
83
BEARING Pp
1.2Fu*Aperpendicular
84
SHEAR Pv
FvAparallel
85
WELDS Fallow
0.3Fu
86
Aweld
0.707wL
87
BENDING IN STEEL BEAMS ASD
Fbx=0.66Fy
Fby=0.75Fy
fb=M/S
88
BENDING IN STEEL BEAMS LRFD
Fb=phyFy usually 0.9Fy
fb= Mu/Z
89
SHAPE FACTOR
Z/S
90
SHEARING IN STEEL BEAMS ASD
Fv=0.4Fy
fv=V/Aweb
91
SHEAR STRESS IN STEEL BEAMS LRFD
Fv=phyFy usually 0.75Fy
92
W kN/m in ASD
DL+LL
93
Wu kN/m LRFD
1.2DL+1.6LL
94
MAX SHEAR IN SS UDL
wL/2
95
SLENDERNESS RATIO SR
kL/r
96
RADIUS OF GYRATION r
SQRT(I/A)
97
k pinpin
k pinfix
k fixfix
1.0
0.7
0.5
98
LIMITING SLENDERNESS RATIO Cc
if < SR
if > SR
SQRT [(2pi^2E) / Fy]
LONG COLUMN
INTERMEDIATE COLUMN
99
STEEL LAMBDA
SR/Cc
100
INTERMEDIATE COLUMN Fa
(1-0.5lambda^2)Fy/Fs
101
FS Intermediate Columns
5/3 + 3LAMBDA/8 - LAMBDA^3/8
102
LONG COLUMN Fa
12Epi^2/23SR^2
103
PCD STRESS NORMAL STRESS sigmaN
-P/A +- Mpsc/I +-Mloadc/I
104
PCD MOMENT M
Losses * Pps * e
105
CLASS AA RATIO
4000 psi, 1C:1.5S:3G
106
CLASS A RATIO
3500 psi, 1C:2S:4G
107
CLASS B RATIO
3000 psi, 1C:2.5S:5G
108
CLASS C RATIO
2500 psi, 1C:3S:6G
109
VOLUME MULTIPLIER
1.54
110
WATER CEMENT RATIO
W/C
