chapter of report writting
11
Two-Way Slab 22 ft. (cent width, in 54 32.5 43 32.5 54 18 ft. (tran 15 in. 15 in. t = 6 in. (slab 4.75 in. (slab 20.75 ft. (clea 15 in. (beam Exterior Span Moments (ft-k) Interior Span (ft-k) h = 20 in. (beam 16.00 57.00 70.00 65.0 35.0 43 in. Total Moment at ….(ft 48.36 172.29 211.58 196.47 105.79 y = 7.4872 in. Column Strip Moment 42.24 138.61 170.22 158.07 85.11 15781 Beam portion 35.90 117.82 144.69 134.36 72.35 3888 Column Strip slab 6.34 20.79 25.53 23.71 12.77 17.5 in. (beam Middle Strip Moment 6.13 33.67 41.35 38.40 20.68 3 ksi 104.20 119.29 419.96 389.97 73.25 60 ksi r 0.00177 0.00204 0.00770 0.00709 0.00124 m = 23.53 0.47 1.53 2.02 1.86 0.93 100 psf 57.60 189.03 232.14 215.56 116.07 120 psf r 0.00097 0.00328 0.00406 0.00376 0.00198 312 psf 0.702 1.012 1.255 1.161 0.702 302.3 ft-k 1.62 not more 33.52 184.26 226.28 210.12 113.14 4.06 r 0.00056 0.00319 0.00396 0.00366 0.00193 1.167 1.637 2.029 1.877 1.167 1.00 T & S % 0.0018 l1 = l2 = c1 = c2 = ds = ln = bw = % of Mo from Table 16. beff = Ig = in 4 Is = in 4 db = f'c = beam Rn=Mu/fbd 2 fy = As =rbd, in 2 wD = Col Strip slab Rn = wL = wu = As - in 2 half on each side of beam in col. strip slab Mol = bt = Mid Strip slab Rn = af1 = As - in 2 (half in each middle Strip) af1l2/l1 =
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Transcript of chapter of report writting
Two-Way Slab
22 ft. (centerline span)
width, in 54 32.5 43 32.5 54 18 ft. (transverse span)
15 in.
15 in.t = 6 in. (slab thk.)
4.75 in. (slab "d")
20.75 ft. (clear span)
15 in. (beam web width)Exterior Span Moments (ft-k) Interior Span (ft-k) h = 20 in. (beam depth)
16.00 57.00 70.00 65.0 35.0 43 in.Total Moment at ….(ft-k) 48.36 172.29 211.58 196.47 105.79 y = 7.4872 in.
Column Strip Moment 42.24 138.61 170.22 158.07 85.11 15781
Beam portion 35.90 117.82 144.69 134.36 72.35 3888
Column Strip slab 6.34 20.79 25.53 23.71 12.77 17.5 in. (beam "d")
Middle Strip Moment 6.13 33.67 41.35 38.40 20.68 3 ksi
104.20 119.29 419.96 389.97 73.25 60 ksir 0.00177 0.00204 0.00770 0.00709 0.00124 m = 23.53
0.47 1.53 2.02 1.86 0.93 100 psf
57.60 189.03 232.14 215.56 116.07 120 psf
r 0.00097 0.00328 0.00406 0.00376 0.00198 312 psf
0.702 1.012 1.255 1.161 0.702 302.3 ft-k
1.62 not more than 2.5
33.52 184.26 226.28 210.12 113.14 4.06
r 0.00056 0.00319 0.00396 0.00366 0.00193
1.167 1.637 2.029 1.877 1.1671.00
T & S % 0.0018
l1 =
l2 =
c1 = column dimension
sc2 =
ds =
ln =
bw =
% of Mo from Table 16.2 beff =
Ig = in4
Is = in4
db =
f'c =
beam Rn=Mu/fbd2 fy =
As =rbd, in2 wD =
Col Strip slab Rn = wL =
wu =As - in2 half on each side of beam in col. strip slab Mol =
bt =
Mid Strip slab Rn = af1 =
As - in2 (half in each middle Strip) af1l2/l1 =
B17
for negative moment, bw is used; for positive moment, beff is used
B19
for negative moment, bw is used; for positive moment, beff is used
J26
if this value is > 1.0, a value of 1.0 is displayed
Edge Span
124.5 18 ft. (centerline span)
29 71.5 39 22 ft. (transverse span)
15 in.
20 15 in.t = 6 in. (slab thk.)
15 4.75 in. (slab "d" using #4 bars)
16.75 ft.
15 in.m 17.65 17.65 17.65 17.65 17.65 h = 20 in.
4 4 4 4 4 29 in.
60 60 60 60 60 y = 8.4688 in. from top
Exterior Span Moments (ft-k) Interior Span (ft-k) 13468
26.00 52.00 70.00 65.0 35.0
Total Moment at ….(ft-k) 33.07 66.14 89.04 82.68 44.52 17.5 in. (beam "d")
Column Strip Moment 26.29 45.20 60.84 56.50 30.42 4 ksi
Beam portion 22.34 38.42 51.72 48.02 25.86 60 ksiColumn Strip slab 3.94 6.78 9.13 8.47 4.56 m = 17.65
Middle Strip Moment 6.79 20.95 28.20 26.18 14.10 100 psf
64.85 57.68 150.11 139.39 38.82 120 psf
r 0.00109 0.00097 0.00256 0.00237 0.00065 312 psf
0.29 0.49 0.67 0.62 0.33 127.2 ft-k
32.59 56.04 75.43 70.04 37.72 1.62 not more than 2.5
r 0.00055 0.00094 0.00127 0.00118 0.00063 3.32
0.772 0.772 0.772 0.772 0.772 1.0000
T & S % 0.0018
102.83 317.38 427.24 396.73 213.62
l1 =
l2 =
c1 =
c2 =
ds =
ln =
bw =
f'c beff =
fy
Ig = in4 (beam)
% of Mo from Table 16.2 Is = in4 (slab)
db =
f'c =
fy =
wD =
beam Rn=Mu/fbd2 wL =
wu =
As =rbd, in2 Mol =
Col Strip slab Rn = bt =
af1 =As - in2 half on each side of beam in col. strip slab af1l2/l1 =
Mid Strip slab Rn =
B50
for negative moment, bw is used; for positive moment, beff is used
B52
for negative moment, bw is used; for positive moment, beff is used
J55
if this value is > 1.0, a value of 1.0 is displayed
r 0.00174 0.00556 0.00764 0.00705 0.00368
0.42 1.03 1.41 1.31 0.68As - in2 (half in each
middle Strip)
in. (slab "d" using #4 bars)
Flat Plate
1/2 middle strip column strip 1/2 middle strip
60 120 60
Exterior Span Moments (ft-k) Interior Span (ft-k)
26.00 52.00 70.00 65.0 35.0
Total Moment at ….(ft-k) 119.91 239.82 322.84 299.78 161.42
Column Strip Moment 118.94 143.89 242.13 224.83 96.85
167.78 202.99 341.56 317.16 136.62
r 0.00290 0.00353 0.00614 0.00566 0.00234
3.08 3.76 6.53 6.03 2.49
Middle Strip Moment 0.97 95.93 80.71 74.94 64.57
1.37 135.32 113.85 105.72 91.08
r 0.00002 0.00232 0.00194 0.00180 0.00155
2.16 2.47 2.16 2.16 2.16
Rn=Mu/fbd2 =
As
Rn=Mu/fbd2
As
C13
30 with edge beam; 26 without
D13
50 with edge beam; 52 without
24 ft. (centerline span)
20 ft. (transverse span)
15 in.
15 in.
20 in.
20 in.t = 10 in. (slab thk.)
22.96 ft. (clear span)
3 ksi
145 pcf1
60 ksi
bar dia. = 0.75 in.
bar dia. = 0.75 in.
8.875 in. (slab "d")
23.53
60 psf
125
80 psf
350 psf
461.2 ft-k
0.081
0
0.00
l1 =
l2 =
c1 = exterior column dimensions
c2 =
c1 = interior column dimensions
c2 =
ln =
f'c =
gc =l =
fy =
direction of l1
direction of l2
ds1 = direction of l1m = fy/.85f'c
wD =
wS =
wL =
wu =
Mol =
bt =
af1 =
af1l2/l1 =
I4
c1 is the column dimension in the direction of l1
J12
1.0 for normal weight aggregate concrete; 0.85 for sand-lightweight; 0.75 for all-lightweight
I18
superimposed dead load not including self weigh which is added automatically
I19
self-weight calculated from slab thickness and concrete density
x y15 20
11868.756 14
C = 735.840.0 0.0
C = 0.00 12605
t (in)18 6
3888
1.621
Torsional Constant C and b1
C = (1 - 0.63 x/y)(x3y/3) =
= SC
l2 (ft)
Is = l2 t3/12 = in4
bt = C/2Is =
in4
x
y
y
x
x
x
y
y
Interior Beam (flange on both sides)
43 in. 2.8667
15 in.t = 6 in. t/h = 0.3
h = 20 in.
22 ftk = 1.5781
15781
4752
3.3209
Edge Beam
29 in. 1.9333
15 in.t = 6 in. t/h = 0.3
h = 20 in.
22 ftk = 1.3468
13468
2511
5.3635
bE = bE/bW =
bW =
l2 =
Ib = in4
Is = in4
af1 =
bE = bE/bW =
bW =
l2 =
Ib = in4
Is = in4
af1 =
bE
bW
bE
bW
B3
effective flange width
B9
Moment of Inertia of the T beam shown to the right.
B10
Moment of Inertia of a slab of width l2.
B21
effective flange width
t
h
t
h
