Projekt-betoni-

B.K Faqe

Projekt Kursi Beton - Arme

1. Llogaritja e ngarkesave per katin tip dhe mbulese .

 1. 2. 3. 4. 5.

Ngarkesat e perhershme .

Pllaka 0.01  1  1  2300  1.2  27.6daN / m 2 Llaç çimentoje 0.02  1  1  2200  1.2  52.8daN / m 2 Rere 0.04  1  1  1600  1.2  76.8daN / m 2 Soleta Suva

0.16  1  1  1500  1.1  440daN / m 2 0.02  1  1  1800  1.2  43.2daN / m 2 g  640.4daN / m 2



Ngarkesat e perkohshme .

p n  150daN / m 2 n  1.4 p  p n  n  150  1.4  210daN / m 2 

Ngarkesat totale .

q  p  g  210  640.4  581.4daN / m 2

1

B.K Faqe

Projekt Kursi Beton - Arme

 1. 2. 3. 4. 5. 6.

Ngarkesat e perhershme .

Pllaka 0.01  1  1  2300  1.2  27.6daN / m 2 Llaç çimentoje 0.02  1  1  2200  1.2  52.8daN / m 2 Hidroizolim 0.01  1  1  600  1.2  7.2daN / m 2 Llaç çimentoje 0.02  1  1  2200  1.2  52.8daN / m 2 Soleta Suva

0.12  1  1  1500  1.1  330daN / m 2 0.02  1  1  1800  1.2  43.2daN / m 2 g  513.6daN / m 2



Ngarkesat e perkohshme .

p n  200daN / m 2 n  1.4 n p  p  n  200  1.4  280daN / m 2 

Ngarkesat totale .

q  p  g  280  513.6  794daN / m 2 

Ngarkesat e Mureve .

Tulla 0.12  1  2.81  1200  1.15  465.3daN / m 2 2. Llaç çimentoje 2  0.015  1  2.81  2200  1.2  222.5daN / m 2 1.

g  687.8daN / m 2



Ngarkesat e Mureve qe futen ne llogaritjen e soletes . 6.54  687.8  212.58daN / m 2 4.6  4.6 6.8  687.8   221.032daN / m 2 4.6  4.6

l  6.54m

g m1 

l  6.8m

g m2

2. Llogaritja e armatures per soleten e kati tip .

2

B.K Faqe

Projekt Kursi Beton - Arme



3

Paneli S1  6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

l X  460cm l    Y 1 lY  460cm lX

q '  g  p / 2  641  210 / 2  746daN / m 2

q"  p / 2  210 / 2  105daN / m 2 Momentet ne hapsire .

M

6

M

X

6Y

 

Per llogaritjen e armatures : h=16cm a=2cm

h0=h-a=16-2=14cm b=100cm



 

q'

  

6

q'







X

6Y



 

q

1

q"

1

B.K Faqe

Projekt Kursi Beton - Arme

A0X  A0Y 

M 36400   0.012 2 b  h0  Rb 100  14 2  115

 X   Y  1  1  2  A0  1  1  2  0.012  0.012

ASX  AYY    b  h0 

Rb 115  0.012  100  14   0.92cm 2 RS 2100

Pranoj minimumin konstruktiv 5 8 / ml  2.512cm 2

Momentet ne mbeshtetje 1 1  q  k 6 X  l X2    851  0.5  4.6 2  750daNm 12 12 1 1    q  k 6 X  lY2    851  0.5  4.6 2  900daNm 10 10

M DX   M CY

A0X 

MX 75000   0.033 2 b  h0  Rb 100  14 2  115

 X  1  1  2  A0 X  1  1  2  0.033  0.033

ASX   X  b  h0 

Rb 115  0.033  100  14   2.12cm 2 RS 2100

Pranoj 510 / ml  3.925cm 2

A0Y 

MY 90000   0.039 2 b  h0  Rb 100  14 2  115

 Y  1  1  2  A0Y  1  1  2  0.039  0.039

ASY   Y  b  h0 

Rb 115  0.039  100  14   2.51cm 2 RS 2100

Pranoj 510 / ml  3.925cm 2



Paneli S2

l X  460cm l    Y 1 lY  460cm lX

 6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

4

B.K Faqe

Projekt Kursi Beton - Arme

5

q '  g  p / 2  641  210 / 2  746daN / m 2

q"  p / 2  210 / 2  105daN / m 2 Momentet ne hapsire .

M

6

M

X

6Y

 



 

q'

 

6



q'

 

Per llogaritjen e armatures : h=16cm a=2cm

h0=h-a=16-2=14cm b=100cm

A0X  A0Y 

M 36400   0.012 2 b  h0  Rb 100  14 2  115

 X   Y  1  1  2  A0  1  1  2  0.012  0.012

ASX  AYY    b  h0 

Rb 115  0.012  100  14   0.92cm 2 RS 2100

Pranoj minimumin konstruktiv 5 8 / ml  2.512cm 2 Momentet ne mbeshtetje 1 1  q  k 6 X  l X2    851  0.5  4.6 2  900daNm 10 10 1 1 2    q  k 5 X  lY    851  0.667  4.6 2  1200daNm 10 10

M DX   M CY

A0X 

MX 90000   0.039 2 b  h0  Rb 100  14 2  115

 X  1  1  2  A0 X  1  1  2  0.039  0.039

ASX   X  b  h0 

Rb 115  0.039  100  14   2.51cm 2 RS 2100

Pranoj 510 / ml  3.925cm 2

A0Y 

MY 120000   0.053 2 b  h0  Rb 100  14 2  115



X

6Y



 

q

1

q"

1

B.K Faqe

Projekt Kursi Beton - Arme

6

 Y  1  1  2  A0Y  1  1  2  0.053  0.053

ASY   Y  b  h0 

Rb 115  0.053  100  14   4.06cm 2 RS 2100

Pranoj 610 / ml  4.71cm 2 

Paneli S3  6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

l X  460cm l    Y 1 lY  460cm lX

q '  g  p / 2  641  210 / 2  746daN / m 2

q"  p / 2  210 / 2  105daN / m 2 Momentet ne hapsire .

M

6

M

X

6Y

 



 

q'

 

6



q'

 

Per llogaritjen e armatures : h=16cm a=2cm

h0=h-a=16-2=14cm b=100cm

A0X  A0Y 

M 36400   0.012 2 b  h0  Rb 100  14 2  115

 X   Y  1  1  2  A0  1  1  2  0.012  0.012

ASX  AYY    b  h0 

Rb 115  0.012  100  14   0.92cm 2 RS 2100

Pranoj minimumin konstruktiv 5 8 / ml  2.512cm 2

Momentet ne mbeshtetje MC  

1 1  q  k 5 X  l 2    851  0.667  4.6 2  1200daNm 10 10



X

6Y



 

q

1

q"

1

B.K Faqe

Projekt Kursi Beton - Arme

A0X  A0Y 

M



b  h02  Rb

7

120000  0.053 100  14 2  115

 X   Y  1  1  2  A0  1  1  2  0.053  0.053

Rb 115  0.053  100  14   4.06cm 2 RS 2100

ASX  ASY    b  h0 

Pranoj 610 / ml  4.71cm 2 

Paneli S4  6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

l X  460cm l    Y 1 lY  460cm lX

q '  g  p / 2  854  210 / 2  959daN / m 2

q"  p / 2  210 / 2  105daN / m 2 Momentet ne hapsire .

M

6

M

X

6Y

 



 

q'

 

6



q'

 

Per llogaritjen e armatures : h=16cm a=2cm

h0=h-a=16-2=14cm b=100cm M 44500 A0X  A0Y    0.019 2 b  h0  Rb 100  14 2  115

 X   Y  1  1  2  A0  1  1  2  0.019  0.019

ASX  AYY    b  h0 

Rb 115  0.019  100  14   1.22cm 2 RS 2100

Pranoj minimumin konstruktiv 510 / ml Momentet ne mbeshtetje 1 1  q  k 5 X  l 2    1064  0.667  4.6 2  1501daNm 10 10 1 1    q  k 5 X  l 2    1064  0.5  4.6 2  1126 daNm 10 10

-X- M e   -Y- M C



X

6Y



 

q

1

q"

1

B.K Faqe

Projekt Kursi Beton - Arme

A0X 

8

MX 150100   0.0665 2 b  h0  Rb 100  14 2  115

 X  1  1  2  A0  1  1  2  0.0665  0.0688

ASX    b  h0 

Rb 115  0.0688  100  14   5.27cm 2 RS 2100

Pranoj 512 / ml

A0Y 

MY 112600   0.0499 2 b  h0  Rb 100  14 2  115

 Y  1  1  2  A0Y  1  1  2  0.0499  0.0512

ASY   Y  b  h0 

Rb 115  0.0512  100  14   3.92cm 2 RS 2100

Pranoj 510 / ml 

Paneli S5  6 X  28.52 1 X  11.45  6Y  299.38 1 X  121.69 k 6 X  0.9130

l X  250cm l    Y  1.84 lY  460cm lX q '  746daN / m 2

q"  185daN / m 2 Momentet ne hapsire .

M M

6



X

6Y





A0X 



h0=h-a=16-2=14cm b=100cm

M 22080   0.009 2 b  h0  Rb 100  14 2  115

 X  1  1  2  A0  1  1  2  0.009  0.009

ASX    b  h0 

 

q'





6

q'



Per llogaritjen e armatures : h=16cm a=2cm



Rb 115  0.009  100  14   0.59cm 2 RS 2100

6Y

 



X



q

1

q" 1 Y

B.K Faqe

Projekt Kursi Beton - Arme

9

Pranoj minimumin konstruktiv 510 / ml

A0Y 

MY 7098   0.003 2 b  h0  Rb 100  14 2  115

 Y  1  1  2  A0Y  1  1  2  0.003  0.003

ASY   Y  b  h0 

Rb 115  0.003  100  14   0.193cm 2 RS 2100

Pranoj minimumin konstruktiv 510 / ml Momentet ne mbeshtetje 1 1  q  k 6 X  l 2    851  0.913  2.5 2  404.66daNm 12 12 1 1 M C    q  k 6 X  l 2    851  0.5  4.6 2  900daNm 12 12 Me  

A0X 

MX 40466   0.0179 2 b  h0  Rb 100  14 2  115

 X  1  1  2  A0  1  1  2  0.0179  0.018

ASX    b  h0 

A0Y 

Rb 115  0.018  100  14   1.38cm 2 RS 2100

MY 90000   0.039 2 b  h0  Rb 100  14 2  115

 Y  1  1  2  A0Y  1  1  2  0.039  0.039

ASY   Y  b  h0 

Rb 115  0.039  100  14   2.99cm 2 RS 2100

Pranoj 510 / ml

3. Llogaritja e Konsolave . A)

Pranoj 510 / ml

B.K Faqe

Projekt Kursi Beton - Arme

q  1136 daN / ml

Pn  0.2  1200  2.81  1.15  775.56daN / ml

l2 1.4 2  775.56  1.4  1136   2 2  2199.064daN  m M max  Pn  l  q

A0 

M max 2199064   0.097 2 b  h0  Rb 100  14 2  115

  1  1  2  A0  1  1  2  0.097  0.102

AS    b  h0 

Rb 115  0.102  100  14   4.82cm 2 RS 2100

Pranoj 710 / ml

B)

10

B.K Faqe

Projekt Kursi Beton - Arme

p n  300daN / ml

P  300  1.3  390daN / ml q  p  g  746  390  1136 daN / ml Pn  0.2  1200  0.9  1.15  248.5daN / ml

l2 1.4 2  248.5  1.4  1136   2 2  1461.04daN  m M max  Pn  l  q

A0 

M max 146104   0.064 2 b  h0  Rb 100  14 2  115

  1  1  2  A0  1  1  2  0.064  0.065

AS    b  h0 

Rb 115  0.065  100  14   5.06cm 2 RS 2100

Pranoj 710 / ml

C)

11

B.K Faqe

Projekt Kursi Beton - Arme

q  1136 daN / ml Pn  775.56daN / ml

l2 1.4 2  775.56  1.4  1136   2 2  2318.78daN  m M max  Pn  l  q

A0 

M max 231878   0.102 2 b  h0  Rb 100  14 2  115

  1  1  2  A0  1  1  2  0.102  0.1078

AS    b  h0 

Rb 115  0.1078  100  14   6.264cm 2 RS 2100

Pranoj 810 / ml

4. Llogaritja e armatures per soleten e Tarraces .

12

B.K Faqe

Projekt Kursi Beton - Arme

g  513.6daN / m 2 p  280daN / m 2 q  794daN / m 2



Paneli S1

l X  460cm l    Y 1 lY  460cm lX

 6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

Momentet ne hapsire .

M 6X M 6Y

q  l X2 794  4.6 2    301.41daNm 6 X 55.74 q  l 2 794  4.6 2  Y   301.41daNm  6Y 55.74

A0X  A0Y 

M 30141   0.0262 2 b  h0  Rb 100  10 2  115

 X   Y  1  1  2  A0  1  1  2  0.0262  0.0265

13

B.K Faqe

Projekt Kursi Beton - Arme

ASX  AYY    b  h0 

Rb 115  0.0265  100  10   1.45cm 2 RS 2100

Pranoj 510 / ml Momentet ne mbeshtetje 1 1  q  k 6 X  l X2    795  0.5  4.6 2  700daNm 12 12 1 1 2    q  k 6 X  lY    794  0.5  4.6 2  700daNm 10 10

M 6X   M 6Y

A0X  A0Y 

M 70000   0.0608 2 b  h0  Rb 100  10 2  115

 X   Y  1  1  2  A0  1  1  2  0.0608  0.0627

ASX  AYY    b  h0 

Rb 115  0.0627  100  10   3.43cm 2 RS 2100

Pranoj 510 / ml 

Paneli S2  6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

l X  460cm l    Y 1 lY  460cm lX

Momentet ne hapsire .  q  2  794  2   l X   M 6 X     4.6  301.41daNm  55.74   6 X   q  2  794  2   l X   M 6Y     4.6  301.41daNm  55 . 74    6Y  X Y A0  A0  0.0262  X   Y  0.0265 ASX  AYY  1.45cm 2 Pranoj 510 / ml

Momentet ne mbeshtetje 1  q  l X2  700daNm 12 1    q  lY2  700daNm 12

M DX   M CY

14

B.K Faqe

Projekt Kursi Beton - Arme

A0X  A0Y  0.0608  X   Y  0.0627 ASX  AYY  3.43cm 2



Pranoj 510 / ml

Paneli S3  6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

l X  460cm l    Y 1 lY  460cm lX

Momentet ne hapsire .  q  2  794  2   l X   M 6 X     4.6  301.41daNm  55.74   6 X   q  2  794  2   l X   M 6Y     4.6  301.41daNm  55 . 74    6Y  X Y A0  A0  0.0262  X   Y  0.0265 ASX  AYY  1.45cm 2 Pranoj 510 / ml

Momentet ne mbeshtetje 1  q  l X2  700daNm 12 1    q  lY2  700daNm 12

M DX   M CY

A0X  A0Y  0.0608  X   Y  0.0627 ASX  AYY  3.43cm 2



Pranoj 510 / ml

Paneli S4

l X  460cm l    Y 1 lY  460cm lX

Momentet ne hapsire .

 6 X  55.74 1 X  27.43  6Y  55.74 1 X  27.43 k 6 X  0.5

15

B.K Faqe

Projekt Kursi Beton - Arme

 q  2  794  2   l X   M 6 X     4.6  301.41daNm  55.74   6 X   q  2  794  2   l X   M 6Y     4.6  301.41daNm  55.74    6Y  X Y A0  A0  0.0262  X   Y  0.0265 ASX  AYY  1.45cm 2 Pranoj 510 / ml

Momentet ne mbeshtetje 1  q  l X2  700daNm 12 1    q  lY2  700daNm 12

M DX   M CY

A0X  A0Y  0.0608

 X   Y  0.0627 ASX  AYY  3.43cm 2



Pranoj 510 / ml

Paneli S5

l X  250cm l    Y  1.84 lY  460cm lX

Momentet ne hapsire .

 6 X  28.52 1 X  11.45  6Y  299.38 1 X  121.69 k 6 X  0.9130

16

B.K Faqe

Projekt Kursi Beton - Arme

 q  2  794  2   l X   M 6 X     2.5  174daNm  28.52   6 X   q  2  794  2   l X   M 6Y     4.6  56.11daNm  299.38    6Y  M 17400 A0X    0.0151 2 b  h0  Rb 100  10 2  115  X  1  1  2  A0  1  1  2  0.0151  0.0152

ASX    b  h0 

Rb 115  0.0152  100  10   0.832m 2 RS 2100

Pranoj 510 / ml

A0Y 

MY 5611   0.00487 2 b  h0  Rb 100  10 2  115

 Y  1  1  2  A0Y  1  1  2  0.00487  0.00488

ASY   Y  b  h0 

Rb 115  0.00488  100  10   0.267cm 2 RS 2100

Pranoj 510 / ml

5. Llogaritja e Konsolave . A)

17

B.K Faqe

Projekt Kursi Beton - Arme

q  794daN / ml Pp  193.2daN / ml

M max  Pp  l  q

l2 1.4 2  193.2  1.4  794   A  2 2 0

 1048.6daN  m

M max 104860   0.0911 2 b  h0  Rb 100  10 2  115

  1  1  2  A0  1  1  2  0.0911  0.0956

AS    b  h0 

Rb 115  0.0956  100  10   5.23cm 2 RS 2100

Pranoj 710 / ml

A)

18

B.K Faqe

Projekt Kursi Beton - Arme

19

q  794daN / ml Pp  193.2daN / ml

l2 1.45 2  193.2  1.45  794   2 2  1114 .83daN  m M max  Pp  l  q

A0 

M max 111483   0.0969 2 b  h0  Rb 100  10 2  115

  1  1  2  A0  1  1  2  0.0969  0.1021

AS    b  h0 

Rb 115  0.1021  100  10   5.59cm 2 RS 2100

Pranoj 810 / ml

6. Llogaritja e shkalleve .

 1. 2. 3. 4.

Ngarkesat e perhershme .

 0.30  0.02  1  0.15  0.02  1  3  2800  1.2  96.7daN / m 2 Pllaka  0.15  0.02  1  0.32  0.02  1  3  2200  1.2  74.4daN / m 2 Llaç çimentoje  0.17  0.27  1.12  2500  0.12  1.12  2500  1  1.1  510daN / m 2 Bazamaku Suva

01.12  0.015  1800  1.2  36.3daN / m 2 g  717 daN / m 2

B.K Faqe

Projekt Kursi Beton - Arme



Ngarkesat e perkohshme .

p n  300daN / m 2 n  1 .3 p  p n  n  300  1.3  390daN / m 2 

Ngarkesat totale .

q  p  g  717  390  1107 daN / m 2

Skema llogaritese

q  q ' cos   1154  cos  l 0  l cos   2.7 / cos 

l 02 2.7 2  1154   1214daN  m 8 8  cos 30 0 M max 121400 A0    0.105 2 b  h0  Rb 100  10 2  115

M max  q

20

B.K Faqe

Projekt Kursi Beton - Arme

  1  1  2  A0  1  1  2  0.105  0.111

AS    b  h0 

Rb 115  0.111  100  10   6.07cm 2 RS 2100

Pranoj 810 / ml

7. Llogaritja e sheshpushimit .  1. 2. 3. 4.

Ngarkesat e perhershme .

Pllaka Llaç çimentoje Soleta Suva

0.02  1  1  2800  1.2  67.2daN / m 2 0.02  1  1  2200  1.2  52.8daN / m 2 0.08  1  1  2500  1.1  220daN / m 2 0.02  1  1  1800  1.2  43.2daN / m 2 g  383.2daN / m 2



Ngarkesat e perkohshme .

p n  300daN / m 2 n  1 .3 n p  p  n  300  1.3  390daN / m 2 

Ngarkesat totale .

q  p  g  383.2  390  773.2daN / m 2

Skema llogaritese

21

B.K Faqe

Projekt Kursi Beton - Arme

1 1 M mb    q  l 2   773.2  1.24 2  148.6daNm 8 8 9  9  2 M hap    773.2  1.24 2  83.6daNm   q  lX  128 128   Per llogaritjen e armatures : h=8cm a=1.5cm h0=h-a=8-1.5=6.5cm b=100cm M max 14860 A0    0.0305 2 b  h0  Rb 100  6.5 2  115   1  1  2  A0  1  1  2  0.0305  0.0309

AS    b  h0 

Rb 115  0.0309  100  16.5   1.099cm 2 RS 2100

Pranoj 510 / ml

8. Llogaritja e Traut . Permasat e traut =20*40cm a=3.5cm h0=h-a=40-3.5=36.5cm 

Ngarkesat .

1. Prej rampes se shkalles . 1154  2.7 / 2  1558daN / m 2 2. Sheshpushimi 773.2  1.2 / 2  388daN / m 2 3. Pesha vetjake e traut 0.2  0.4  1  2500  200daN / m 2 q  2146daN / m 2

M 

q  l 2 2146  2.5 2   1676.56daNm 8 8

22

B.K Faqe

A0 

Projekt Kursi Beton - Arme

23

M max 1676.56   0.054 2 b  h0  Rb 100  36.5 2  115

  1  1  2  A0  1  1  2  0.054  0.055

AS    b  h0 

Pranoj 214

Rb 115  0.055  20  36.5   2.19cm 2 RS 2100

9. Llogaritja e Ramave (Terthore & Gjatesore) .



Trau Kollona Murri Suva

Llogaritja e Ngarkesave per Ramen 1 . 0.3  0.4  6.9  2500  1.1  0.3  0.4  1.3  2500  1.1  2706daN 0.3  0.3  3.06  2500  1.1  757daN  0.25  2.81  4.6  0.25  0.9  1.3  1200  1.2  4391daN  0.015  2.81  4.6  0.015  0.9  1.3  2  1800  1.2  456.7daN

P1

P1  8310daN

Trau Kollona Murri Suva

0.3  0.4  8.15  2500  1.1  2690 daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  2.3  1200  1.2  2027daN  0.015  2.81  2.3  2  1800  1.2  456.7daN

P2  5892daN

P2

B.K Faqe

Projekt Kursi Beton - Arme

Trau Kollona Murri Suva

0.3  0.4  9.2  2500  1.1  3036daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  4.6  1200  1.2  2027 daN  0.015  2.81  2.3  2  1800  1.2  418daN P3  6239 daN

Trau Kollona Murri Suva

0.3  0.4  6.9  2500  1.1  2277 daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  6.9  1200  1.2  6081daN  0.015  2.81  6.9  2  1800  1.2  1256daN

24

P3

P4

P2  10371daN

q3  287 daN / ml Soleta Trau Murri

851  4.6  3914.6daN 0.3  0.4  2500  1.1  330daN  0.25  2.81  1200  1.2   0.25  0.9  1200  1.2  1063daN

q1

q1  5385daN / ml Soleta

794  4.6  3652daN

Trau

0.3  0.4  2500  1.1  330daN

q2

q 2  3982daN / ml Soleta

794  2.3  1957daN

Trau

0.3  0.4  2500  1.1  330daN

q2shk

q 2shk  2287 daN / ml Soleta Trau Murri

851  2.3  1957 daN 0.3  0.4  2500  1.1  330daN  0.25  2.81  1200  1.2   0.25  0.9  1200  1.2  1068daN

q1shk  3958daN / ml

q1shk

B.K Faqe

Projekt Kursi Beton - Arme



Trau Kollona Murri Suva

25

Llogaritja e Ngarkesave per Ramen 2 .

0.3  0.4  6.9  2500  1.1  2277 daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  4.6  1200  1.2  4054daN  0.015  2.81  4.6  2  1800  1.2  837daN

P1 '

P1 '  7925daN

Trau Kollona Murri Suva

0.3  0.4  9.2  2500  1.1  3036daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  2.3  1200  1.2  2027daN  0.015  2.81  2.3  2  1800  1.2  418daN

P2 '

P2 '  6238daN

Trau Kollona Murri Suva Soleta Trau Murri Suva

0.3  0.4  8.3  2500  1.1  2739daN 0.3  0.3  3.06  2500  1.1  757 daN  0.25  2.81  3.7  1200  1.2  1140 daN  0.015  2.81  2.81  0.015  2.81  0.9  2  1800  1.2  959daN P3 '  7430daN 851  4.6  3914.6daN 0.3  0.4  2500  1.1  330daN  0.25  2.81  1200  1.2   0.25  0.9  1200  1.2  1140 daN  0.015  2.81  2.81  0.015  2.81  0.9  2  1800  1.2  959daN

P3 '

qa

B.K Faqe

Projekt Kursi Beton - Arme

26

q a  6344daN / ml Soleta

794  4.6  3652daN

Trau

0.3  0.4  2500  1.1  330daN qb  3982daN / ml

10.Llogaritja e Trareve dhe Kollonave . 

Trau TA – 1 ( Ne kuoten +3.06 )

qb

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M max 126890   0.0276 2 b  h0  Rb 30  36.5 2  115

  0.85  0.008  Rb  0.752  0.752 Y    0.571  0.752 2 2 1 .1 1.1 A0  0.0276    0.0271 ( Nga tabela )    Y  Elementi llogaritet me armature njefishe . R 115 AS    b  h0  b  0.0279  30  36.5   1.673cm 2 RS 2100

Konstruktivisht 2Φ14

A0 

M max 108319   0.0235 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0235  0.0237

AS    b  h0 



Rb 115  0.0237  30  36.5   1.48cm 2 RS 2100 Pranoj 214 / ml

Trau TB – 1 ( Ne kuoten +3.06 )

27

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M max 219321   0.047 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.047  0.0481

AS    b  h0 

Rb 115  0.0481  30  36.5   2.87cm 2 RS 2100 Pranoj 214 / ml

As - ne hapsire :

A0 

M max 327323   0.0712 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0712  0.0739

AS    b  h0 

A0 

Rb 115  0.0739  30  36.5   4.43cm 2 RS 2100 Pranoj 314 / ml

M max 29513   0.0064 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0064  0.0064

AS    b  h0 



Rb 115  0.0064  30  36.5   0.38cm 2 RS 2100 Pranoj 214 / ml

Trau TC – 1 ( Ne kuoten +3.06 )

28

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M max 595287   0.129 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.129  0.138

AS    b  h0 

Rb 115  0.138  30  36.5   8.27cm 2 RS 2100 Pranoj 416 / ml

As - ne hapsire : M max 358767 A0    0.078 2 b  h0  Rb 30  36.5 2  115   1  1  2  A0  1  1  2  0.078  0.081

AS    b  h0 

A0 

Rb 115  0.081  30  36.5   4.85cm 2 RS 2100 Pranoj 414 / ml

M max 221753   0.0482 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0482  0.0494

AS    b  h0 

A0 

Rb 115  0.0494  30  36.5   0.895cm 2 RS 2100 Pranoj 214 / ml

M max 72775   0.0158 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0158  0.0159

AS    b  h0 

Rb 115  0.0159  30  36.5   0.95cm 2 Pranoj 214 / ml RS 2100

29

B.K Faqe

Projekt Kursi Beton - Arme

11.Kontrolli nga forca prerese . Qb  b  b  h0  Rbt  1  30  36.5  9.18  10052.1daN

Nga kontrolli I Qb me Q nga epjura e forces prerese per traret ne kuoten +3.06 rezulton qe : Q  Qb D.m.th qe nuk ka nevoje per kontroll te armatures terthore . Vendos konstruktivisht Stafa  8 / 20cm ne gjithe traret . 

A0 

Trau TA – 2 ( Ne kuoten +6.12 )

M 64805   0.014 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.014  0.014

Rb 115  0.014  30  36.5   0.839cm 2 RS 2100 Pranoj 214 / ml M 253235 A0    0.055 2 b  h0  Rb 30  36.5 2  115 AS    b  h0 

  1  1  2  A0  1  1  2  0.055  0.0566

AS    b  h0 

Rb 115  0.0566  30  36.5   3.39cm 2 RS 2100 Pranoj 314 / ml

30

B.K Faqe

Projekt Kursi Beton - Arme



A0 

Trau TB – 2 ( Ne kuoten +6.12 )

M 314931   0.0685 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0685  0.071

AS    b  h0 

Rb 115  0.071  30  36.5   4.25cm 2 RS 2100 Pranoj 314 / ml

As - ne hapsire : M max 422082 A0    0.091 2 b  h0  Rb 30  36.5 2  115   1  1  2  A0  1  1  2  0.091  0.0955

AS    b  h0 

A0 

Rb 115  0.0955  30  36.5   5.72cm 2 RS 2100 Pranoj 414 / ml

M max 832249   0.181 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.181  0.201

AS    b  h0 



Rb 115  0.201  30  36.5   12.05cm 2 RS 2100 Pranoj 616 / ml

Trau TC – 2 ( Ne kuoten +6.12 )

31

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M b  h  Rb 2 0



432240  0.094 30  36.5 2  115

  1  1  2  A0  1  1  2  0.094  0.098

Rb 115  0.098  30  36.5   5.87cm 2 RS 2100 Pranoj 414 / ml As - ne hapsire : AS    b  h0 

A0 

M max 525156   0.1142 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.1142  0.121

AS    b  h0 

A0 

Rb 115  0.1142  30  36.5   7.25cm 2 RS 2100 Pranoj 514 / ml

M max 299333   0.0651 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0651  0.0673

AS    b  h0 

A0 

Rb 115  0.0673  30  36.5   4.03cm 2 RS 2100 Pranoj 414 / ml

M max 330165   0.0718 2 b  h0  Rb 30  36.5 2  115

32

B.K Faqe

Projekt Kursi Beton - Arme

33

  1  1  2  A0  1  1  2  0.0718  0.0745

AS    b  h0 

Rb 115  0.0745  30  36.5   4.46cm 2 Pranoj 314 / ml RS 2100

Llogaritja e kollonave Permasat e kollones =30*30cm a=2.5cm h0=h-a=30-2.5=27.5cm Nga epjura e momentit dhe forces normale marrim te dhenat per llogaritjen e armatures ne kollone . 

Kollona 1

M  2653.6daN  m N  5894.46daN

M 265360   45cm N 5894.4 e  0.3  h0  8.25cm

e0 



e0  e 

Elementi eshte me jashteqendersi te madhe me armature simetrike .

N 5894.4   1.708  X Y   Y  h0  20.8 b  Rb 30  115

AS  ASC 

 Y  0.571

 N N     e  h0  0.5  RS   h0  a'  Rb  b 

h  a  45  15  2.5  57.5cm 2 5894.4 5894.4   2 AS  ASC    57.5  27.5  0.5    3.46cm 2100   27.5  2.5  115  30 

e  e0 

Pranoj 216 / ml

M  665.6daN  m N  5894.46daN

Pranoj 216 / ml meqenese momenti eshte me I vogel .

M  473.1daN  m N  27116 .69daN

M 66560   1.74cm N 27116 .69 e  0.3  h0  8.25cm e0  e  Elementi eshte me jashteqendersi te vogel . e0 

2 N  e  0.5  b  h02  Rb 27116 .69  13.83  0.5  30  27.5  115 ASC   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml 2 2 N  e'0.5  b  h0  Rb 27116 .69  11.17  0.5  30  27.5  115 AS   0 RS   h0  a ' 2100   27.5  2.5

B.K Faqe

Projekt Kursi Beton - Arme

34 Pranoj 216 / ml



Kollona 2

M  616.76daN  m N  12243.07 daN

M 61676   3.4cm N 12243.07 e  0.3  h0  8.25cm e0  e  Elementi eshte me jashteqendersi te vogel . e0 

2 N  e  0.5  b  h02  Rb 12243.07  15.9  0.5  30  27.5  115 ASC   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml 2 2 N  e'0.5  b  h0  Rb 12243.07  9.1  0.5  30  27.5  115 AS   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml

M  932.1daN  m N  18135daN

M 93210   5.13cm N 18135 e  0.3  h0  8.25cm

e0 

ASC

e0  e  Elementi eshte me jashteqendersi te vogel .

2 N  e  0.5  b  h02  Rb 18135  17.63  0.5  30  27.5  115   0 RS   h0  a' 2100   27.5  2.5

AS 

N  e'0.5  b  h  Rb 18135  7.37  0.5  30  27.5  115  0 RS   h0  a ' 2100   27.5  2.5 2 0

M  2032daN  m N  28983.19daN

M 203200   7cm N 28983.19 e  0.3  h0  8.25cm

Pranoj 216 / ml

2

Pranoj 216 / ml

e0 

e0  e  Elementi eshte me jashteqendersi te vogel .

2 N  e  0.5  b  h02  Rb 28983.19  19.5  0.5  30  27.5  115 ASC   0 RS   h0  a ' 2100   27.5  2.5 Pranoj 216 / ml 2 N  e'0.5  b  h02  Rb 28983.19  5.5  0.5  30  27.5  115 AS   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml



Kollona 3

B.K Faqe

Projekt Kursi Beton - Arme

35

M  1377.49daN  m N  21473.37 daN

M 137749   6.41cm N 21473.37 e  0.3  h0  8.25cm e0  e  Elementi eshte me jashteqendersi te vogel . e0 

2 N  e  0.5  b  h02  Rb 21473.37  18.91  0.5  30  27.5  115  0 RS   h0  a ' 2100   27.5  2.5 Pranoj 216 / ml 2 N  e'0.5  b  h02  Rb 21473.37  6.09  0.5  30  27.5  115 AS   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml

ASC 



Kollona 4

M  2993.33daN  m N  9705.4daN

M 299333   30.8cm N 9705.4 e  0.3  h0  8.25cm

e0 

e0  e  Elementi eshte me jashteqendersi te

madhe me armature simetrike . N 9705.4    2.8  X Y   Y  h0  20.8 b  Rb 30  115 AS  ASC 

 Y  0.571

 N N     e  h0  0.5  RS   h0  a'  Rb  b 

h  a  30.8  15  2.5  43.3cm 2 9705.4 9705.4   2 AS  ASC    43.3  27.5  0.5    3.204cm 2100   27.5  2.5  115  30 

e  e0 

Pranoj 216 / ml

M  997.01daN  m N  9705.4daN

Pranoj 216 / ml meqenese momenti eshte me I vogel .

M  1245.52daN  m N  26997.67 daN

B.K Faqe

Projekt Kursi Beton - Arme

M 1245.52   4.6cm N 26997.67 e  0.3  h0  8.25cm e0  e  Elementi eshte me jashteqendersi te vogel . e0 

2 N  e  0.5  b  h02  Rb 26997.67  17.1  0.5  30  27.5  115 ASC   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml 2 N  e'0.5  b  h02  Rb 26997.67  7.9  0.5  30  27.5  115 AS   0 RS   h0  a' 2100   27.5  2.5 Pranoj 216 / ml

Llogaritja e Trareve dhe Kollonave . Rama 2 

Trau TA – 1 ( Ne kuoten +3.06 )

36

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M max 64709   0.014 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.014  0.014

AS    b  h0 

A0 

Rb 115  0.014  30  36.5   0.83cm 2 RS 2100 Pranoj 214 / ml

M max 703457   0.153 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.014  0.166

AS    b  h0 

A0 

Rb 115  0.166  30  36.5   9.95cm 2 RS 2100 Pranoj 516 / ml

M max 134400   0.0292 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0292  0.0296

AS    b  h0 



A0 

Rb 115  0.014  30  36.5   1.77cm 2 RS 2100 Pranoj 214 / ml

Trau TA – 2 ( Ne kuoten +3.06 )

M max 115270   0.025 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.025  0.025

AS    b  h0 

A0 

Rb 115  0.025  30  36.5   1.18cm 2 RS 2100 Pranoj 214 / ml

M max 583200   0.126 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.126  0.135

AS    b  h0 

A0 

Rb 115  0.135  30  36.5   8.09cm 2 RS 2100 Pranoj 516 / ml

M max 733262   0.159 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.159  0.174

AS    b  h0 

Rb 115  0.174  30  36.5   10.43cm 2 RS 2100 Pranoj 616 / ml

37

B.K Faqe

Projekt Kursi Beton - Arme

Ne konsul .

A0 

M max 33940   0.0073 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.0073  0.0073

AS    b  h0 

Rb 115  0.0073  30  36.5   0.435cm 2 RS 2100 Pranoj 214 / ml

Kontrolli nga forca prerese . Qb  b  b  h0  Rbt  1  30  36.5  9.18  10052.1daN

Nga kontrolli I Qb me Q nga epjura e forces prerese per traret ne kuoten +3.06 rezulton qe : T-A1 Q  12972.15daN  Qb D.m.th qe ka nevoje per kontroll te armatures terthore . q SW 

Q2 12972.15 2   57.32daN / cm 4  b 2  b  h02  Rbt 4  2  30  36.5 2  9.18

q SW 

ASW  RSW A R 0.566  1700   W  SW SW   16.78cm W q SW 57.32

4  2  30  36.5 2  9.18 4  b 2  b  h02  Rbt  W max    37.7cm 1.5  Q 1.5  12972.15 D.m.th vendos stafa  8 me hap 20 cm . Q  16210.25daN  Qb

D.m.th qe ka nevoje per kontroll te armatures terthore .

2

q SW 

Q 16210.25 2   89.52daN / cm 4  b 2  b  h02  Rbt 4  2  30  36.5 2  9.18

q SW 

ASW  RSW A R 0.566  1700   W  SW SW   10.74cm W q SW 89.52

4  2  30  36.5 2  9.18 4  b 2  b  h02  Rbt   30.17cm 1.5  Q 1.5  16210.25 D.m.th vendos stafa  8 me hap 20 cm .

 W max 



A0 

Trau TB – 1 ( Ne kuoten +6.12 )

M max 300200   0.067 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.067  0.069

AS    b  h0 

Rb 115  0.069  30  36.5   4.13cm 2 RS 2100 Pranoj 314 / ml

38

B.K Faqe

A0 

Projekt Kursi Beton - Arme

M max 485300   0.105 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.105  0.111

AS    b  h0 

A0 

Rb 115  0.111  30  36.5   6.65cm 2 RS 2100 Pranoj 514 / ml

M max 680593   0.148 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.148  0.160

AS    b  h0 



A0 

Rb 115  0.160  30  36.5   6.59cm 2 RS 2100 Pranoj 616 / ml

Trau TB – 2 ( Ne kuoten +6.12 )

M max 337500   0.075 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.075  0.075

AS    b  h0 

A0 

Rb 115  0.075  30  36.5   4.49cm 2 RS 2100 Pranoj 314 / ml

M max 340350   0.074 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.074  0.074

AS    b  h0 

A0 

Rb 115  0.074  30  36.5   4.43cm 2 RS 2100 Pranoj 314 / ml

M max 725066   0.157 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.157  0.171

AS    b  h0 

Rb 115  0.171  30  36.5   10.25cm 2 RS 2100 Pranoj 616 / ml

Ne konsul .

A0 

M max 537236   0.116 2 b  h0  Rb 30  36.5 2  115

  1  1  2  A0  1  1  2  0.116  0.123

39

B.K Faqe

Projekt Kursi Beton - Arme

AS    b  h0 

40

Rb 115  0.123  30  36.5   7.37cm 2 RS 2100 Pranoj 416 / ml

Kontrolli nga forca prerese . Qb  b  b  h0  Rbt  1  30  36.5  9.18  10052.1daN

Nga kontrolli I Qb me Q nga epjura e forces prerese per traret ne kuoten +6.12 rezulton qe : T-B1 Q  7981.66daN  Qb D.m.th qe nuk ka nevoje per kontroll te armatures terthore . Konstruktivisht vendos stafa  8 me hap 20 cm T-B2 Q  10335.54daN  Qb D.m.th qe ka nevoje per kontroll te armatures terthore . q SW 

Q2 10335.54 2   36.39daN / cm 4   b 2  b  h02  Rbt 4  2  30  36.5 2  9.18

q SW 

ASW  RSW A R 0.566  1700   W  SW SW   26.4cm W q SW 36.39

4  2  30  36.5 2  9.18 4  b 2  b  h02  Rbt   47.3cm 1.5  Q 1.5  10335.54 D.m.th vendos stafa  8 me hap 20 cm .

 W max 

Llogaritja e kollonave Permasat e kollones =30*30cm a=2.5cm h0=h-a=30-2.5=27.5cm Nga epjura e momentit dhe forces normale marrim te dhenat per llogaritjen e armatures ne kollone . 

Kollona 1

M  3092.01daN  m N  9301.66daN

M 309200   33.24cm N 59301.66 e  0.3  h0  8.25cm e0 

e0  e  Elementi eshte me jashteqendersi te

madhe me armature simetrike .

B.K Faqe



Projekt Kursi Beton - Arme

41

N 9301.66   2.69  X Y   Y  h0  15.7 b  Rb 30  115

AS  ASC 

 N N     e  h0  0.5  RS   h0  a '  Rb  b 

h  a  33.24  15  2.5  45.74cm 2 9301.66 9301.66   2 AS  ASC    45.74  27.5  0.5    3.303cm 2100   27.5  2.5  115  30 

e  e0 

Pranoj 216 / ml



Kollona 2

M  2324daN  m N  19141.99daN

M 232400   11.97cm N 19141.99 e  0.3  h0  8.25cm e0 

AS  ASC 

N RS   h0  a'

e0  e 

Elementi eshte me jashteqendersi te madhe me armature simetrike .

 N    2.07cm 2   e  h0  0.5  Rb  b  

Pranoj 216 / ml



Kollona 3

M  1553.67 daN  m N  16129.5daN

M 155367   9.63cm N 16129.5 e  0.3  h0  8.25cm e0 

e0  e  Elementi eshte me jashteqendersi te

madhe me armature simetrike . 

N 16129.5   4.67  X Y   Y  h0  15.7 b  Rb 30  115

AS  ASC 

 N N     e  h0  0.5  RS   h0  a'  Rb  b 

h  a  9.63  15  2.5  22.13cm 2 16129.5 13129.5   AS  ASC    22.13  27.5  0.5   0 2100   27.5  2.5  115  30 

e  e0 

Pranoj 216 / ml

B.K Faqe

Projekt Kursi Beton - Arme

42