ABCDEFGHIJKLMNORSTUVWXYZAAABACADAEAFAG
1
2
Project Name:---
3
Client:---USDUSD LOAD COMBINATIONASD LOAD COMBINATION
4
Subject:---Load Case:12TO13PlateL/CMxMyMxyPlateL/CMxMyMxy
5
Designed by:---Checked by:---91120,14503704110,10834590590,201777228291100,10359789130,077389931590,1441266105
6
Date:---Date:---91130,1598211110,11956079320,211344546291110,12578765890,094072978640,1681219857
7
DESIGN OF CONCRETE PLATE ELEMENTS FROM FINITE ELEMENT ANALYSIS9212-0,046625025760,26558038220,23538592269210-0,033303590120,1897002730,16813279
8
ASD9213-0,048713633850,29064313240,24915544599211-0,038771917650,22907702190,1977553657
9
Input Data:
Load Case:10TO119312-0,04613028020,39592414620,08272945029310-0,032950201920,28280296630,05909246561
10
9313-0,049047847270,43315378290,087517135959311-0,03889245140,34142183110,06947132637
11
Plate Element Type:
S =5,00m
Short span
9412-0,046130271910,3959241462-0,082729441929410-0,032950197770,2828029663-0,05909246147
12
L =6,00m
Long span
9413-0,049047843130,4331537829-0,087517127669411-0,03889245140,3414218311-0,06947131809
13
Material Properties:
9512-0,04662502990,2655804153-0,23538587299510-0,033303596340,1897002895-0,1681327735
14
Conc. Comp. Strength, fc'=
21,00
Mpa
9513-0,0487136380,2906431656-0,24915542949511-0,03877192180,2290770385-0,197755316
15
Yeild Strength Main, fy=
414,00
Mpa for Ø 16 mm and larger bars
96120,14503704110,1083459225-0,201777277996100,10359789950,07738995645-0,1441266271
16
Yeild Strength Secondary, fy=
275,00
Mpa for Ø 12 mm and smaller bars
96130,1598211110,1195608098-0,211344612596110,12578767550,09407299521-0,1681220354
17
97120,3475349613-0,093805927720,148347408697100,248239232-0,067004239410,1059624489
18
Dimensions:
97130,3795545574-0,098548051340,157099480197110,2992813939-0,07834358780,124677779
19
Plate Thickness, t =
200,00mm9812-0,3270255903-0,51783276030,17131633929810-0,2335897192-0,36988053840,122368809
20
Effective width, b =
1000,00mm9813-0,348067522-0,55134206150,18326125639811-0,2759396145-0,43705888580,1451304688
21
Concrete cover, cc =
25,00mm9912-0,4561123898-0,75838621880,062067596419910-0,3257945594-0,54170439940,04433399803
22
Mx(top)Reinforcing bar size =
10mmTransverse
Outer bars
9913-0,4877154225-0,80874540450,066450343459911-0,3862707748-0,64089196940,05261496261
23
My(top) Reinforcing bar size =
10mmLongitudinal
Inner bars
10012-0,4561123898-0,7583862188-0,0620675964110010-0,3257945594-0,5417043994-0,04433399388
24
Top Transverse Spacing =
160
mm.o.c.
10013-0,4877154225-0,8087454045-0,0664503351710011-0,3862707748-0,6408919694-0,05261495847
25
Top Longitudinal Spacing =
160
mm.o.c.
10112-0,3270255903-0,5178328266-0,171316339210110-0,2335897357-0,3698806046-0,1223688007
26
Mx(bot)Reinforcing bar size =
10mmTransverse
Outer bars
10113-0,348067522-0,5513420615-0,183261239710111-0,2759396476-0,4370589189-0,1451304688
27
My(bot) Reinforcing bar size =
10mmLongitudinal
Inner bars
102120,3475349613-0,09380596086-0,1483474583102100,248239232-0,06700426013-0,1059624655
28
Bottom Transverse Spacing =
160
mm.o.c.
102130,3795545574-0,09854808448-0,1570994967102110,2992813939-0,07834361265-0,1246778039
29
Bottom Longitudinal Spacing =
160
mm.o.c.
103120,3475349613-0,09380592772-0,1483474086103100,248239232-0,06700423941-0,1059624489
30
103130,3795545574-0,09854805134-0,1570994801103110,2992813939-0,0783435878-0,124677779
31
10412-0,3270255903-0,5178327603-0,171316339210410-0,2335897192-0,3698805384-0,122368809
32
10413-0,348067522-0,5513420615-0,183261256310411-0,2759396145-0,4370588858-0,1451304688
33
10512-0,4561123898-0,7583862188-0,0620675964110510-0,3257945594-0,5417043994-0,04433399803
34
10513-0,4877154225-0,8087454045-0,0664503434510511-0,3862707748-0,6408919694-0,05261496261
35
10612-0,4561123898-0,75838621880,0620675964110610-0,3257945594-0,54170439940,04433399388
36
10613-0,4877154225-0,80874540450,0664503351710611-0,3862707748-0,64089196940,05261495847
37
10712-0,3270255903-0,51783282660,171316339210710-0,2335897357-0,36988060460,1223688007
38
10713-0,348067522-0,55134206150,183261239710711-0,2759396476-0,43705891890,1451304688
39
Plate Center Moments Summary:
Plate Center Moments Summary:
108120,3475349613-0,093805960860,1483474583108100,248239232-0,067004260130,1059624655
40
CaseMx (kN-m/m)My (kN-m/m)Mxy (kN-m/m)PlateL/CCaseMx (kN-m/m)My (kN-m/m)Mxy (kN-m/m)108130,3795545574-0,098548084480,1570994967108110,2992813939-0,078343612650,1246778039
41
109120,14503704110,1083459059-0,2017772282109100,10359789130,07738993159-0,1441266105
42
max Mx0,38-0,100,169713max Mx0,30-0,080,12109130,1598211110,1195607932-0,2113445462109110,12578765890,09407297864-0,1681219857
43
max My-0,050,430,099313max My-0,040,340,0711012-0,046625025760,2655803822-0,235385922611010-0,033303590120,189700273-0,16813279
44
max Mxy-0,050,290,259213max Mxy-0,040,230,2011013-0,048713633850,2906431324-0,249155445911011-0,038771917650,2290770219-0,1977553657
45
min Mx-0,49-0,810,079913min Mx-0,39-0,640,0511112-0,04613028020,3959241462-0,082729450211110-0,032950201920,2828029663-0,05909246561
46
min My-0,49-0,810,079913min My-0,39-0,640,0511113-0,049047847270,4331537829-0,0875171359511111-0,03889245140,3414218311-0,06947132637
47
min Mxy-0,050,29-0,2511013min Mxy-0,040,23-0,2011212-0,046130271910,39592414620,0827294419211210-0,032950197770,28280296630,05909246147
48
11213-0,049047843130,43315378290,0875171276611211-0,03889245140,34142183110,06947131809
49
Resulting Bending Moments:
Design Moments:
Resulting Bending Moments:
11312-0,04662502990,26558041530,235385872911310-0,033303596340,18970028950,1681327735
50
MxMyCase
For Top Reinforcements
MxMyCase11313-0,0487136380,29064316560,249155429411311-0,03877192180,22907703850,197755316
51
Top0,000,16max MxMx =0,55kN-mTop0,000,13max Mx114120,14503704110,10834592250,2017772779114100,10359789950,077389956450,1441266271
52
Bottom0,540,06My =0,88kN-mBottom0,420,05114130,1598211110,11956080980,2113446125114110,12578767550,094072995210,1681220354
53
Top0,070,00max MyTop0,050,00max My
54
Bottom0,040,52
For Bottom Reinforcements
Bottom0,030,41
55
Top0,260,00max MxyMx =0,54kN-mTop0,210,00max Mxy
56
Bottom0,200,54My =0,54kN-mBottom0,160,43
57
Top0,550,88min MxTop0,440,69min Mx
58
Bottom0,000,00
Working Stress Moments:
Bottom0,000,00
59
Top0,550,88min MyMx =0,44kN-mTop0,440,69min My
60
Bottom0,000,00My =0,69kN-mBottom0,000,00
61
Top0,260,00min MxyTop0,210,00min Mxy
62
Bottom0,200,54Bottom0,160,43
63
64
ASD Moment:
65
Output:
For Top Reinforcements
66
1.0 Flexural Reinforcements
Mx =0,44kN-m
67
1.1 Top Renforcements
My =0,69kN-m
68
A. Transverse bar reinforcements:
69
Assume tension-controled section
For Bottom Reinforcements
70
Max Moment, Mu =
0,55
kN-m
Ultimate design moment
Mx =0,42kN-m
71
Nominal Moment, Mn =
0,62
kN-m
Mn = Mu / f
My =0,43kN-m
72
Resistance factor, Rn =
0,02
MPa
Rn = Mn / bd2
73
Steel ratio, r =
0,0001
r = 0.85(f'c/fy) (1 - sqrt(1-(2Rn/0.85f'c)))
74
Steel ratio to gross area, r(gross) =
0,0000
r(gross) = r(d / t)
75
Minimum steel ratio, rmin =
0,0020
> 0,0000 Use rho min.
76
Steel Area, As =
340,00
mm2
77
Required spacing, s =
225,00
mm.o.c.
78
79
Check Steel Strain:
80
81
82
83
84
85
86
87
88
b1=0,850
Equivalent depth factor
89
a =5,38mm
a = Asfy / 0.85f'cb
90
Neutral axis depth, c =
6,33mm
c = a / b1
91
Steel strain, et =
0,078
=> 0.004
et = d(0.003 / c) - 0.003
92
Therefore the section is tension-controlled, assumption OK.
93
f=0,90
fMn = fRnbd2
94
Nominal Moment, Mn =
0,62
kN-m
Mn = Mu / f
95
Resistance factor, Rn =
0,02
MPa
Rn = Mn / bd2
96
Steel ratio, r =
0,0001
r = 0.85(f'c/fy) (1 - sqrt(1-(2Rn/0.85f'c)))
97
Steel ratio to gross area, r(gross) =
0,0000
r(gross) = r(d / t)
98
Steel Area, As =
340,00
mm2
99
Required spacing, s =
225,00
mm.o.c.
> 160 mm OK
100