Stambena zgrada -Betonske-Konstrukcije.doc

Betonske konstrukcije 2013

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Betonske konstrukcije

PROJEKTNI ZADATAK Stambeno – poso!ni objekat "Pri#$ % & sprata'

KATTARINA ,J-B KA ,J-BI.I/ I.I/ R001

Betonske konstrukcije 2013 -NI2ERZITET - T-Z,I R-DARSKO – 0EO,O.KO – 0RA3E2INSKI 1AK-,TET 0RA3E2INSKI ODSJEK

GLAVNI PROJEKAT PROJEKAT STAMBENO STAMBENO - POSLOVNOG PO SLOVNOG OBJEKTA OBJEKTA (KONSTRUKTIVNA FAZA PROJEKTA)

Katarina ,jubi4i5

Betonske konstrukcije 2013 SADRŽAJ:

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Betonske konstrukcije 2013 1. OPĆA DOKUMENTACIJA

1.1 Li!" #$i%&'&'i #$*#i" i !"+"$+" G Pra!inik o te8nikim norma
1., K*$i!'i #$*$"%/i #"/'0 Za anai#u i 9imen#ioniranje ab eemenata konstrukcije kori4ten je pro;ramski paket Toer =$) G +D 6ODE, B-I,DER !er$*&)$


,. PRORAUNSKI MODEL KONSTRUKCIJE

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Raunska anai#a nosi!os< konstrukcije je spro!e9ena na +GD raunskom mo9eu po s!im karakteris<nim ramo!ima$

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Spoje!i spratni8 ;re9a su monoitno spojeni "ukje4tenja'$

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Spoj stubo!a i temeja samaca je mo9eiran sa stepenom ukje4tenja *$)) sa mo;u5nos< prenosa s!i8 u
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6euspratne ;re9e su takoer mo9eirane kao proste ;re9eC o9nosno sa ukje4tenjima na spoju sa stubo!ima$ Sta<ki proraun ;re9a je prika#an #a konanu a#u sa ukupnim optere5enjem i ukupnom !isinom ;re9e$ 0re9e su betonirane betonom 7(:H+) na icu mjestaC sa konstruk
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Konstrukcija je raunata po teoriji I re9aC 9ok je proraun stubo!a !r4en po teoriji II re9aC meto9om na i#9!ojenom mo9e stubuC sa koeLcijen
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Proraun temejne konstrukcije i sistema u ;obau je rije4en sa ek!i!aentnom sta<kom anai#om$

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Prema sei#mikim kriterijimaC objekat pripa9a 2II sei#mikoj #oni sa po!ratnim perio9om o9 :)) ;o9$ Sei#mika anai#a je spro!e9ena prema ek!i!aentnoj sta<koj anai#i sa koeLcijentom sei#minos< o9 KsM)$)(:$

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Perio9i oscio!anja su raeni u# pretposta!ku konstantne krutos< sistema "sta9ij I' ab konstrukcija$ Kako je po#nato 9a poja!om mikroGnaprsina u betonu 9oa#i 9o smanjenja krutos< sistemaC a
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To ispo9 stubo!a je mo9eirano kao isto eas<ni osonac #a prijem !er
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6rea konani8 eemenata je 9imen#ija *))*)) cmC #a s!e po!r4inske eemente$ Napra!jen je sta<ki proraun i 9imen#ioniranje #;ra9e pra!ou;aoni8 tocrtni8 9imen#ija cca +=C))  +)C)) m$ Z;ra9a je namjenjena i projekto!ana kao stambenoGposo!ni objekat$ Po !isini objekat se sastoji "pri#emje i & sprata'$ Ra#maci etaa i#nose +C*) % &  (C= m$

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Za i#ra9u eemenata 9ijeo!a konstrukcije koris
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Stubo!i i kasino armirane ;re9eQ

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Betonske konstrukcije 2013 Po9upirai se ne smiju posta!i< 9irektno na teren ii konstrukciju !e5 se ispo9 nji8 moraju posta!i< osne$ -kru5enje po9upiraa i#!r4i< u oba pra!ca ra9i sprea!anja pomjeranja u bio kojem pra!cu$ - suaju i#mjene sta<ko; prorauna #bo; jae; ii sabije; terena kao i #bo; 9ru;i8 u#roka ii u suaju konstruk
Betonske konstrukcije 2013 - s!aki iskopani temej !r4i se posta!janje 4junko!ito; nabijeno; tampona 9ebjine *) cm 9o ni!oa : cm ispo9 kote temejne spojnice minimano; koeLcijenta s<4ji!os< +: 6Pa$ Nakon to;a se !r4i betoniranje i#ra!na!aju5e; soja mr4a!im betona 6B *:C 9ebjine : cm G 9o kote temejne spojnice$ Za i#!oenje poje9ini8 a#a ra9o!a mora postoja< pre98o9no o9obrenje o9;o!orno; projektantaC o9nosno na9#orno; or;ana$ Tak!o o9obrenje se i#9aje nakon ustano!jene ispra!nos< i#!o9enja pre98o9ne a#e ra9a$ O9obrenjeC sa konstatacijorn o ispra!nos< i#!oenja pre98o9ne a#eC upisuje se u 0rae!inski 9ne!nik$ Ra9o!i poinju iskopom #emjeC pri emu se e!entuani 8umus i ;ino!i< materija o9!aja #a transport$ Dimen#ije iskopa u osno!i se po!e5a!aju #a po *) cm sa s!ake strane u o9nosu na 9ate 9imen#ije$ S!aki iskop #a temej prima na9#orni or;an$ E!entuanoC po nao;u projektanta ii na9#orno; or;anaC iskop jeC kao 4to je !e5 reenoC potrebno i pro9ubi
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>., F/9i&" - unkcionanom smisu namjena objekta po etaama je sje9e5aQ pri#emje je namjenjeno poso!anjuC 9ok su s!e ostae na9#emne etae stambene$ 2er
>.2 K*!$/9i&" Konstruk
Nasip o9 obutaka =cm )CF kNHm( @i9roi#oacija *C:cm )C( kNHm( S
(C) kNHm (

Betonske konstrukcije 2013 >.> M"!'$i&"5i6"9i&" i *=$"+" 6aterijai#acija #i9o!a ispune u objektu je sije9e5aQ -

-nutra4nji #i9o!i i#meu 9!a stana su o9 TON0 termoboka 9ebjine () cmC materisani i bojeni$ -nutra4nji #i9o!i i#meu stano!a i 8o9nika #;ra9e su 9ebjine () cmC o9 TON0 termobokaC a prema 8o9niku su oboeni s
Spojna stoarija je o9 auminijumski8 proLa u boji prema i#boru projektanta #astakjena IZO stakom 9ebjine =%*&%= mmC a9ek!atne projekto!anoj 9imen#iji staka$ -nutra4nja stoarija je o9 panea urnirani8 8rasto!im urnirom$ O;ra9a stepeni4ta je o9 kromirano; ne8raju5e; eikaC sa ruko8!atom o9 8rasto!o; 9r!eta u boji prema i#boru projektanta$

1inana obra9a #i9o!a i paona u objektu je sje9e5aQ -

-

-

#i9o!i i paoni u prostoru po9#emne ;arae materisani i bojeni 9isper#i!nom bojom u boji prema i#boru projektantaC sa s!im potrebnim pre9ra9njama$ #i9o!i u okau u pri#emju materisani i bojeni 9isper#i!nom bojom u boji prema i#boru projektantaC sa s!im potrebnim pre9ra9njama$ paoni u okau u pri#emju su spu4teni paoni o9 o9 ;ips kartonski8 poa
>.? I!"5"9i&' - objektu su pre9!iene s!e stan9ar9ne instaacije koje po9ra#ume!a o!aj


?. STATIKI PRORAUN NOSIVE KONSTRUKCIJE I ANALIZA OPTEREĆENJA

?.1 A"5i6" *#!'$'@'&" ?.1.1 S!"5* *#!'$'@'&' 2as
Kro!na konstrukcija Q    

Nasip o9 obutaka =cm @i9roi#oacija *C:cm S

)CF kNHm( )C( kNHm( )CF kNHm( (C) kNHm(

UUUUUUUUUUUUUUUUU

&C) kNHm( -nutra4nje prostorije Q  

7ementni estri8 Parket

(C) kNHm( )C: kNHm (

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Teni per!o u P27 oiji Paoni Pre;ra9ni #i9o!i

  

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Po9o!i Stepeni4ta

Vk M (C) kNHm( Vk M +C) kNHm(

?.1.2 U09"& i&'" ,okacija objekta je u II kimatskoj #oni "@RN EN2 *FF*G(G+'$ -s!ojena je uobiajena topo;raLja terena sa koeLcijentom C e  1 $ Zanemaruje se u
 0,76  0,0027  h  0,000002  h 2

Na9morska !isina je (+* m$  

S k 1,49  Usvojeno S k 1,49

kN  2



m 

Za kimatske uso!e be# i#u#etni8 pa9a!ina i smeto!aC us!ojena je proraunska situacija i 4ema optere5enja A "uobiajeni uso!i'$ Proraunska situacija – Suaj A q S

  1  C e  C t  S k

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m s

Osno!na br#ina !jetra Q V b

 V b 0  C dir  C season  22

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V m Q

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

l v  z 

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s

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-
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W i i spoja4nju stranu W e

Q

kN m2

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?.1.? S'i6%i/i 09"&i -s!aja se sei#mika #ona VII "sei#mika karta @r!atske'$ Proraunsko ubr#anje taQ a g

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Napomena:

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Betonske konstrukcije 2013 U nastavku stačkog proračuna će se za svaku poziciju pojedinačno odredi njena težina i pripadajuća seizmička sila.

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o

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 16,67 !a



 434,78 !a 100,48  100 40  46  1,667 2

 0,071

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 sd   d  " #d

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100,48  100 0,953  46  43,48

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

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

 434,78 !a 169,79  100 40  46  1,667 2

% s1 odg  6,03 cm 2

 0,120

I# tabica → Yc( M G+C: X Ys* M *:X  M)C*F [ M )CF(*


$  d   46  0,119  5,474 cm  15 cm % s1

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

169,79  100 0,921  46  43,48


 9,217 cm 2

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6inimana armaturaQ

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

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

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

25 1,5



 16,67 !a

500 1,15

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

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 434,78 !a 189,39  100 40  46  1,667 2

 0,134

2

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189,39  100 0,909  46  43,48


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

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

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 

25 1,5

 16,67 !a

500 1,15

 434,78 !a


 10,417 cm 2

 1

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 sd b  d 2  " cd



180,56  100 2 40  46  1,667

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

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 8,977 cm 2

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

 sd 

 s



500 1,15

 sd b  d 2  " cd



 434,78 !a 177,89  100 40  46  1,667 2

 0,126

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177,89  100 0,917  46  43,48


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 9,699 cm 2

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% s1 odg  10,05 cm 2

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

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 434,78 !a 179,68  100 40  46  1,667 2

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2

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

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 434,78 !a 136,41 100 40  46  1,667 2

 0,096

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136,41  100 0,938  46  43,48



 7,271 cm 2

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

 434,78 !a 149,65  100 142  46  1,667 2

 0,0298

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 7,674cm 2

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 0,0225

I# tabica → Yc( M G*C( X Ys* M ()X  M)C):? [ M )CF)

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



98,53  100 0,980  46  43,48



 5,026 cm 2

> 1>

% s1 odg  6,16 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' 2 POS 11

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd

 434,78 !a



93,04  100 124  46  1,667 2

 0,0212


$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



93,04  100 0,980  46  43,48



 4,746 cm 2

> 1>

% s1 odg  6,16 cm 2

% s ,min  0,0015  b&  d  2,76 cm

2


P*5&' > POS 11

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd

 434,78 !a



98,85  100 124  46  1,667 2

 0,0225


$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



98,85  100 0,980  46  43,48

USVOJENA ARMATURA:


 5,043 cm 2

> 1>

% s1 odg  6,16 cm 2

Betonske konstrukcije 2013 2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' ? POS 11

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2

 434,78 !a



101,19  100 124  46  1,667 2

 0,0231


$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



101,19  100 0,980  46  43,48


 5,162 cm 2


> 1>

USVOJENA ARMATURA:

% s1 odg  6,16 cm 2

% s, min  0,0015  b&  d  2,76 cm


P*5&'  POS 11

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



500 1,15

 sd b  d  " cd 2

 16,67 !a



 434,78 !a 141,51  100 142  46  1,667 2

 0,0282

I# tabica → Yc( M G*C& X Ys* M ()X  M)C)=: [ M )CF??

$  d   46  0,119  5,474 cm  15 cm


2

Betonske konstrukcije 2013 % s1



 sd   d  " #d



141,51  100 0,977  46  43,48

 7,241cm 2

? 1>

USVOJENA ARMATURA:

2 % s ,min  0,0015  b&  d  2,76 cm


L';"& 1 POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd



% s1 odg  7,70 cm

 434,78 !a 69,51  100 40  46  1,667 2

 0,0492

2

Betonske konstrukcije 2013 OITANO: Deormacija betonaQ

 c 2  2 X


 s1  20 X


  0,091


  0,966

Pooaj neutrane osiQ

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



69,51  100 0,966  46  43,48


 3,597cm 2

, 1

USVOJENA ARMATURA:

% s ,min  0,0015  b&  d  2,76 cm


L';"& , POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



1,15

 sd b  d  " cd 2

 16,67 !a

500



% s1 odg  4,02 cm 2

 434,78 !a 115,25  100 40  46  1,667 2

 0,0816

2


I# tabica → Yc( M G+ X Ys* M ()X  M)C*+) [ M )CF&?

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



115,25  100 0,947  46  43,48


L';"& 2 POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



" ck  c " #k  s

 

25 1,5

 16,67 !a

500 1,15

 434,78 !a


 6,084 cm 2

> 1

% s1 odg  8,04 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


 sd b  d 2  " cd



174,73  100 2 40  46  1,667

 0,1238

I# tabica → Yc( M G+C: X Ys* M *& X  M)C()) [ M )CF*?

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



174,73  100 0,917  46  43,48


L';"& > POS ?1

BetonQ

7(:H+)

ArmaturaQ B:))


 9,526 cm 2

? 1

% s1 odg  10,05 cm 2

% s ,min  0,0015  b&  d  2,76 cm

2

Betonske konstrukcije 2013 " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd



 434,78 !a 155,56  100 40  46  1,667 2

 0,1102

I# tabica → Yc( M G+C: X Ys* M *=C:X  M)C*?: [ M )CF(?

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



155,56  100 0,927  46  43,48


L';"& ? POS ?1


 8,390cm 2

? 1

% s1 odg

2

 10,05 cm

2 % s ,min  0,0015  b&  d  2,76 cm

Betonske konstrukcije 2013 BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd



 434,78 !a 152,12  100 40  46  1,667 2

 0,1078

I# tabica → Yc( M G+C: X Ys* M *?X  M)C*?* [ M )CF(F

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



152,12  100 0,929  46  43,48



 8,186cm 2

? 1

% s1 odg

2

 10,05 cm

2 % s ,min  0,0015  b&  d  2,76 cm

Betonske konstrukcije 2013 L';"&  POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2



 434,78 !a 140,21  100 40  46  1,667 2

 0,0993

I# tabica → Yc( M G+C: X Ys* M *FX  M)C*:= [ M )CF+:

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



140,21  100 0,935  46  43,48



 7,497cm 2

> 1

% s1 odg  8,04 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


L';"&  POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2



 434,78 !a 92  100 40  46  1,667 2

 0,0652

I# tabica → Yc( M G(C: X Ys* M ()X  M)C*** [ M )CF:?

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



92  100 0,957  46  43,48



 4,806cm 2

2 1

% s1 odg  6,03 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' 1 POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2



 434,78 !a 143,55  100 142  46  1,667 2

 0,0286

I# tabica → Yc( M G*C& X Ys* M ()X  M)C)=: [ M )CF??

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



143,55  100 0,977  46  43,48



 7,346cm 2

> 1

% s1 odg  8,04 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' , POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2

 434,78 !a



92,28  100 124  46  1,667 2

 0,0210


$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



92,28  100 0,980  46  43,48



 4,707 cm 2

2

1

% s1 odg  6,03 cm 2

% s ,min  0,0015  b&  d  2,76 cm

2


P*5&' 2 POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d  " cd 2

 434,78 !a



74,21  100 124  46  1,667 2

 0,0169

I# tabica → Yc( M G*C) X X Ys* M ()X  M)C)& M)C)& [ M )CF+

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



74,21  100 0,983  46  43,48


 3,774 cm 2


, 1

USVOJENA ARMATURA:

% s1 odg  4,02 cm 2

2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' > POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



 16,67 !a

500 1,15

 sd b  d 2  " cd

 434,78 !a



86,83  100 124  46  1,667 2

 0,0198

I# tabica → Yc( M G*C( X X Ys* M ()X  M)C):? M)C):? [ M )CF)

$  d   46  0,119  5,474 cm  15 cm





 sd   d  " #d

86,83  100



0,980  46  43,48

 4,429cm 2

2 1

USVOJENA ARMATURA:

2 % s ,min  0,0015  b&  d  2,76 cm


P*5&' ? POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



 sd 

" ck  c " #k  s



25 1,5



1,15

 sd b  d  " cd 2

 16,67 !a

500

 434,78 !a



% s1 odg  6,03 cm 2

98,75  100 124  46  1,667 2

 0,0225

I# tabica → Yc( M G*C( X X Ys* M ()X  M)C):? M)C):? [ M )CF)


$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



98,75  100 0,980  46  43,48


P*5&'  POS ?1

BetonQ

7(:H+)

ArmaturaQ B:)) " cd



" #d



" ck  c " #k  s

 

25 1,5

 16,67 !a

500 1,15

 434,78 !a


 5,038 cm 2

2

1

% s1 odg  6,03 cm 2

% s ,min  0,0015  b&  d  2,76 cm2


 sd b  d 2  " cd



134,46  100 2 142  46  1,667

 0,0268

I# tabica → Yc( M G*C& X X Ys* M ()X  M)C)=: M)C)=: [ M )CF??

$  d   46  0,119  5,474 cm  15 cm % s1



 sd   d  " #d



134, 46  100 0,977  46  43,48



 6,880 cm 2

> 1

% s1 odg  8,04 cm 2

% s ,min  0,0015  b&  d  2,76 cm

., Di%'6i*i$"& Di%' 6i*i$"&' ' " #*#$' # *#$' i5 i5 

Ležaj 1 - POS 101

Proraunske Proraunske !rije9nos< poprene sie " An!eopa optere5enja ' Q

2

Betonske konstrukcije 2013  141,22 kN   'd  k  1,2  40   1   0,15   cp   b&  d

V sd , max V 'd 1

 0,03 kN / cm 2 k  1,6  d  1,6  0,46  1,14 m

za C 25 / 30 :  'd

Kako se cijeom 9uinom ;re9e !o9i :\*= A S M *)C)( cm(Q  l

%s



V 'd 1 Þ

b&  d



 cp



N sd

10,02 40  46

 0,00544

 0,00 kN / cm 2

%c

  0,03  1,14  1,2  40  0,00544  0,15  0,00  40  46 V Rd1 Rd1= 89,22kN

< V sd, sd, max = !,"" k#

V 'd 2  0,5  v  " cd  b&  z v  0,5 

" ck 200

 0,7 

25 200

 0,575  0,5

Þ

v  0,575

V 'd 2  0,5  0,575  1,66  40   0,9  46  790,326 kN

V sd , max  V sd ,1  141,22 kN V sd , max V 'd 2

s &, max



141,22 790,326

 0,178

Þ

V sd  0,178V 'd 2

 min ! 0,8  d ; 30 cm"  min ! 0,8  46  36,8 ; 30cm"

Þ

s &, max

 min  0,00153

Poprena armatura se prorauna!a prema i#ra#uQ 1.V sd

S &



 132 ,15 kN pretpostvk pretpo stvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43, 48  0,9  46 132,15  89,22

 41,93 cm

 30 cm

Betonske konstrukcije 2013   2 cm

USVOJENE DVOSJENE VILICE:

2.V sd

S &



 13 6,66 kN pretpostvk pretpo stvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 136,66  89, 22

  2 cm


3.V sd

S &



 113,12 kN pretpostvk pretpos tvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&,d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 113,12  89,22

S &



 125,87 kN pretpostvk pretpo stvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43, 48  0,9  46 125,87  89,22

S &



 49,11 cm

  2 cm


5.V sd

 75,31 cm

  2 cm


4.V sd

 37,94 cm

pretpostv k a  8, m  2 %S  2  0,5  1,00 cm 2  114 kN pretpostvk %s&  " #&,d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43, 48  0,9  46


114  89, 22

 72,64 cm

  2 cm


6.V sd

S &



 122,47 kN pretpostvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 122 ,47  89,22

  2 cm


7.V sd

S &



 118,12 kN pretpostvk a  8, m  2 %S  2  0,5  1,00 cm 2 %s&  " #&,d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 118,12  89,22

S &




 V 'd 1



1,00  43,48  0,9  46 124,10  89,22

S &



 51,60 cm

  2 cm


9.V sd

 62,28 cm

  2 cm


8.V sd

 54,13 cm


 V 'd 1



1,00  43,48  0,9  46


118,04  89,22

 62,45 cm

  2 cm

Betonske konstrukcije 2013 10 .V sd

S &



 125,53 kN pretpostvk a  8, m  2 %S  2  0,5  1,00 cm 2

%s&  " #&,d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 125,53  89,22

  2 cm


11.V sd

S &




%s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46 125,08  89,22

S &



 50,19 cm

  2 cm


12 .V sd

 49,57 cm


%s&  " #&, d  z  ctg # V Sd ,e""

 V 'd 1



1,00  43,48  0,9  46


141,22  89,22

 34,61 cm

  2 cm

P$*$" i$i' #/*0": Napomena: $roračun %irine pukona i veličine progi&a ra'en je za čestu kom&inaciju opterećenja.

POS 11 P*5&' 1

B'!* C,?2 " ck  25 N / mm 2

'5i/ B ?

" cd  " ck / 1,5  16,67 N / mm 2  1,667 kN / cm 2

Betonske konstrukcije 2013  500 N / mm 2

" #k

 " #k / 1,15  434,8 N / mm 2  43,48 kN / cm 2

" #d

sd  149,65 kNm b



40 cm

d



46 cm

Pro;no#a 4irine puko
 $  s rm   sm

$  1,7

G #a !anjsko optere5enje

Proraun sre9nje 9eormacije armatureQ  s *

       (1  $ 1  $ 2   sr   sm  ( s ( s (   s  )  s

$



n

n  % s1 b ( s ( cm

    1  



200 30,5

 sd

 s



 sr



z  % s

 crit

+

1

2

' % %&

2  b  d 

   6,557  7,70    1   n  % s1  40 

1

   9,587 cm 6,557  7,70  2  40  46

 6,557  sd

 d  $   %   s  3   crit

 46  9,587   7,70   3   42,7494  100

 45,404

cm 2

 454,04 !a

kN

" ct ,m

+ 0,3   " ck  2 / 3  0,3   25  2 / 3  2,564 !a  0, 2564 kN / cm 2

 sm

 12,970

kN

 crit

6



149,65  100

 129,70 !a cm 2  d  $   %  46  9,587   7,70   s   3   3   2 b  h2 40  50  " ct ,m   0,2564   4274,94 kNcm  42,7494 kNm z  % s

+



6

2 454,047 *  129,70  '   (1  1  0,5    %  0,002177  2,177  10 3 200000 (  454,04  %

)

&

( s  200 )!a G mo9u eas<nos< armature

Betonske konstrukcije 2013 $ 1  1 G Rebrasta armatura

 0,5 G Du;otrajno optere5enje

$ 2

s rm  50  0,25  0,8  0,5  7,70

 r 

14 0,0192

 122,727 mm

 0,0192

40   2,5  4

k 1

 0,8 G #a rebrastu armaturu

k 2

 0,5 G #a suaj sa!ijanja

  14 mm

 r



7,70 40   2,5  4

 0,0192

&k  $  s rm   sm &k  1,7  122,727  2,177  10

3

&k  ,0 291mm  & g  0,3mm Raunska 4irina puko
& g

P$*$"9 #$*i=":

G$"ii #$*i=:



v lim

* 250



600 250

 2,4 cm

B'!* C,?2 " ck

 25 !a

( cm

 9500  3 " ck  8  9500  3

" ct ,m

25  8

 30471,535 !a

 0,3   " ck  2 / 3  0,3   25 2 / 3  2,565 !a

'5i/ B ?

 0,3 mm $

Betonske konstrukcije 2013 ( s

 200 )!a

 el



v tot

 k  *2 

$ 

k 

( s ( cm

 %

200



30,471 1

r tot

  +

 F 5 48

 6,563



58, 48  86,56

 1  0,1  $  

103,31 5 48

 1,403

 1  0,1  1,403   0,089

2 % s1  8,04 cm 2 % s 2  4,02 cm 2 2 * ' h h       el  ( % s1    d 2   % s 2    d 1  % , ,  12  2   2  &% )( 2 2 * ' 40  50 3 50 50      6,563  (8,04    4   4,02  4  %  451571,72 cm 4 , ,  12  2   2  %& ()  Sd   F  103,31 kNm  10331 kNcm ( c ,e""  ( cm  3047,153 kN / cm 2

b  h3

1

r ,



 Sd ( c ,e""  , ,



10331 3047,153  451571,72

 0,0000075

1

cm

Betonske konstrukcije 2013   2  b  d  6,563  8,04     1  1  2  40  50   10,241 cm    1  1    40 6,563  8,04   el  % s1  b   2 b  $ 3 $    b  $      el   % s1   d  $  2  % s 2   $  d 2  2  , ,,  12  2  2 40  10, 2413 10,241   2 2  40  10,241   , ,,    6,563  8,04   46  10,241  4,02  10,241  4   12  2  , ,,  82821,265 cm 4  sd  sd 103,31  100 kN  s1  +   30,172 2  301,72 !a 10, 241  $  z  % s1  cm   d    % s1  46    8,04 3   3   $



 el  % s1

 s1



1



r ,,

( s

301,72



200000

 s1



d  # ,,g  cr

 0,0015

0,0015 46  10,241

 cr

+

 0,0000422

1

cm

4273,333

z  % s



6

 12,481

kN

 124,81 !a cm 2  d  $   %  46  10,241   8,04   s   3   3   40  50 2 b  h2  0,256   424273,33 kNcm  42,733 kNm  cr  " ctm   sr



 s1

6

2

2

    12,481  10    1  $ 1  $ 2   sr   1  1  0,5     0,914  301,72    s  $ 1  1 G Rebrasta armatura $ 2 1 r m

 0,5 G Du;otrajno optere5enje   

1

 1    

r ,

1 r ,,

 0,941 0,0000075  1  0,941  0,0000422  0,0000095

k  0,089 *  600 cm

2

vtot , t 0  k  *

1

2

  0,089  600  0,0000095  0,304 cm  vlim  2,4 cm r tot

2rije9nost pro;iba je manja o9 9opustene "E7G(

N"#*%'":

,H(:)'

1 cm

Betonske konstrukcije 2013 6jero9a!an presjek #a pro!jeru 4irine puko
PRORAUN PLOE NA MOMENTE SAVIJANJA

(POS 1 - *5*"9 - %&'$  )

 sd , $ max

 24,61kN / m'

B'!* C,?2 2 " ck  25 N / mm

'5i/ B ?

2 " cd  " ck / 1,5  16,67 N / mm

Betonske konstrukcije 2013 " #k

 500 N / mm 2

" #d

 " #k / 1,15  434,8 N / mm 2

Za4
 sd

 sd 



b  d 2  " cd

24,61  100 100  13,5  1,667 2

 0,0810

O>ITANOQ Deormacija betonaQ

 c 2  3 X


 s1  20 X


  0,130


  0,947

Potrebna armaturaQ % s1



 sd   d  " #d



24,61  100 0,947  13,5  43, 48

USVOJENA ARMATURA:

 4,427 cm 2

**7" %$';" R H ?2

% s ,min


 0,022 

" ck " #k

 b  d  0,022 

(POS 1 - *5*"9 - %&'$  )

 sd , #

max

 31,28 kN / m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

 " #k / 1,15  434,8 N / mm 2

% s , stv  5,03 cm 2 / m'

25 500

 40  46  2,024 cm 2 / m'

Betonske konstrukcije 2013 d $  15  1,5  13,5 cm d #  15  1,5  1  12,5 cm

 sd 

 sd



2 b  d  " cd

31,28  100 100  13,5  1,667 2

 0,1029

Iz tablica → εc2 = -3,5 ‰; εs1 = 18‰; ξ =0,163; ζ = 0,932




 sd   d  " #d



31,28  100 0,932  13,5  43,48

USVOJENA ARMATURA:


 5,717 cm 2

**7" %$';" R H ,

% s ,min

 0,022 

" ck " #k

 b  d  0,022 

(POS 1 - #*5&' - %&'$  )

 sd , $ max

 13,56 kN / m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

% s , stv  6,92 cm 2 / m'

 " #k / 1,15  434,8 N / mm 2

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd b  d 2  " cd



13,56 100 100 13,5 1,667 2

 0,0446

I# tabica → Yc( M G*CF X Ys* M ()X  M)C)? [ M )CF=




 sd   d  " #d



13,56 100 0,968  13,5  43,48

USVOJENA ARMATURA:


 2,386 cm 2

**7" %$';"  H ,2

% s ,min

 0,022 

" ck " #k

 b  d  0,022 

(POS 1 - #*5&' - %&'$  )

 Sd , #

 13,45 kN / m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

% s , stv  2,83 cm / m'

 " #k / 1,15  434,8 N / mm 2

2

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd



b  d 2  " cd

13,45  100 100  12,5  1,667 2

 0,0516

I# tabica → Yc( M G(C* X Ys* M ()X  M)C)F: [ M )CF&=




 sd   d  " #d



13,45  100 0,946  12,5  43,48

USVOJENA ARMATURA:

 2,616 cm 2

**7" %$';"  H ,2

% s ,min


 0,022 

" ck " #k

 b  d  0,022 

(POS ? - *5*"9 - %&'$  )

 sd , $ max

 22,55 kN /

m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

 " #k / 1,15  434,8 N / mm 2

% s , stv  2,83 cm 2 / m'

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd b  d 2  " cd



22,55 100 100 13,5 1,667 2

 0,0742

I# tabica → Yc( M G(C X Ys* M ()X  M)C*(+ [ M )CF:*




 sd   d  " #d



22,55  100 0,951  13,5  43,48

USVOJENA ARMATURA:


 4,039 cm 2

**7" %$';" R H >,>

% s ,min

 0,022 

" ck " #k

 b  d  0,022 

(POS ? - *5*"9 -%&'$  )

 Sd , #

 22,66 kN / m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

 " #k / 1,15  434,8 N / mm 2

% s , stv  4,24 cm 2 / m'

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd b  d 2  " cd



22,66 100 100 13,5 1,667 2

 0,0745

I# tabica → Yc( M G(C X Ys* M ()X  M)C*(+ [ M )CF:*




 sd   d  " #d



22,66  100 0,951  13,5  43,48

USVOJENA ARMATURA:

 4,059 cm 2

**7" %$';" R H >,>

% s ,min


 0,022 

" ck " #k

 b  d  0,022 

(POS ? - #*5&' - %&'$  )

 sd , #

max

 12,56 kN /

m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

 " #k / 1,15  434,8 N / mm 2

% s , stv  4,24 cm 2 / m'

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd



b  d 2  " cd

12,56  100 100  12,5  1,667 2

 0,0482

I# tabica → Yc( M G( X Ys* M ()X  M)C)F* [ M )CF==




 sd   d  " #d



12,56  100 0,966  12,5  43,48

USVOJENA ARMATURA:

 2,392 cm 2

**7" %$';"  H ,?

% s ,min


 0,022 

" ck " #k

 b  d  0,022 

(POS ? - #*5&' - %&'$  )

 sd , #

max

 12,70 kN /

m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

% s , stv  2,57 cm / m'

 " #k / 1,15  434,8 N / mm 2

2

25 500

 40  46  2,024 cm 2 / m'


 sd 

 sd b  d 2  " cd



12,70  100 100  12,5  1,667 2

 0,0487

I# tabica → Yc( M G( X Ys* M ()X  M)C)F* [ M )CF==




 sd   d  " #d



12,70  100 0,966  12,5  43,48

USVOJENA ARMATURA:


 2,418 cm 2

**7" %$';"  H ,?

% s ,min

 0,022 

" ck " #k

% s , stv  2,57 cm / m'

 b  d  0,022 

DIMENZIONIRANJE STUBOVA

Di%'6i*i$"&' !=" S1 H POS 1 Raunski u
Proraun koeLcijenata stepena upetos< stuba u ;re9eQ

2

25 500

 40  46  2,024 cm 2 / m'

Betonske konstrukcije 2013 k %  vrh st-ba k +  podno.je st-ba

 2,13 10 3 2,13  10 3      2 , 35 3 , 25 l col    ( cm  0,0015618  2,249 k %   2  , ( cm    , b ( cm  0,0006943  4,166 10 3  0,5   ( cm  2   , b 6   , ( cm  , col

 2,13 10 3 , b  4,166  10 3 , col

( cm

 3,25 m , b  6 m l col

 2,13 10 3  2 ( cm   3,25  (  0,0013108   cm  1,887 k +  3 ( cm  0,0006943  4,166  10  0,5    2 ( cm   6   I# nomo;rama #a pomini ok!ir oitano jeQ ]M*C=$ Duina i#!ijanjaQ l 0  $  l  1,6  3,25  5,2 m  520 cm

2itkost stubaQ - 

520 0,289  40

 44,982

1 . . . 25 . - lim  max0 . 15 .  . N sd . "  % / cd C - lim

15 2990,21 1,67  40

 14,179

2

 25

-  44,982  - lim

 25 Þ st-b je vitak

Proraunske !rije9nos< unutarnji8 sia prorauna<8 po teoriji II re9aQ

Betonske konstrukcije 2013 ,,  sd  N sd ,  etot

etot  e0  ea  e2



e0

,  sd , N sd

ea  v 

24,52



2990,21

 0,0082 m  0,82 cm

l 0 2

 l   0,0024  0,005 Þ   100  l 100  16,60  200  Usvojeno : v  0,005. 1

v

1



ea  0,005 

520 2

 1,3

2

e2  K 1  K 1  1,0 1

r

l 0 1



10 r

 - i  35

2  K 2   #d



0,9  d

Za K(M*C) proraun 9aje #a9o!oja!aju5u si;urnost$ 500

 #d



" #d ( s



1,15 200000

d  h  c  d & 1

r

e tot

d b

0,9  35, 2

 1

520

2

10

 40  3  0,8 

2

2  1  2,174  10 



e2



 2,174  10 3

3

2 2

 35,2

 0,000137

 0,000137  3,709

 0,82  1,3  3,709  5,829 cm  0,05829 m

,  N sd  etot  2990, 21  0,05829  174,326 kNm ,, ,  N sd  2990,21 kN N sd

,,  sd

Proraun armature B:))B pomo5u 9ija;rama interakcijeQ Be#9imen#ionana !eiina momenta sa!ijanjaQ ,,

 sd 

 sd 2 b  d  " cd



17,432  100 40  35,2 1,67 2

 0,0211

Betonske konstrukcije 2013 Be#9imen#ionana !eiina u#9une sie "pri


$ 

,, N sd

b  d  " cd

d 1 h



4,8 40



2990,21 40  35,2 1,67

 1,272

 0,12

I# 9ija;rama interakcije oitano jeQ 2  0,26

% s1, req  % s 2 , req  2 

" cd " #d

 b  d  0,26 

1,67 43,48

 40  35,2  14,06 cm 2

USVOJENA PODUŽNA ARMATURA STUBA:

? ,

A1< *+ 1?<1 9% 2

Napomena: $o%to je moment savijanja ( x pri&ližno jednak momentu savijanja ( ) usvaja se ista armatura i u ) smjeru.

Di%'6i*i$"&' !=" S1 H POS 2

Raunski u
Proraun koeLcijenata stepena upetos< stuba u ;re9eQ

Betonske konstrukcije 2013 k %  vrh st-ba k +

 podno.je st-ba

 2,13  10 3    2   2 , 75 l col ( cm  0,0015491      2,231 k %  k +  2  , ( cm    , b ( cm  0,0006943  4,166  10 3  0,5    2 ( cm   , b 6   , ( cm  , col

 2,13  10 3 , b  4,166  10 3 , col

( cm

 3,25 m , b  6 m l col

I# nomo;rama #a pomini ok!ir oitano jeQ ]M*C=:$

Duina i#!ijanjaQ l 0  $  l  1,65  2,75  4,5375 m  453,75 cm

2itkost stubaQ - 

453,75 0,289  40

 39,252

1 . . . 25 . - lim  max0 . 15 .  . N sd . "  % / cd C - lim

15 1715,96 1,67  40

 18,717

2

 25

-  39,252

 - lim  25 Þ st-b je vitak

Proraunske !rije9nos< unutarnji8 sia prorauna<8 po teoriji II re9aQ

Betonske konstrukcije 2013 ,,  N sd ,  etot  sd

etot  e0  ea  e2



e0

,  sd

31,58



, 1715,96 N sd

ea  v 

 0,0184 m  1,84 cm

l 0 2

l  0,0024  0,005 Þ    100  l 100  16,60  200  Usvojeno : v  0,005. 1

v

ea  0,005 



1

453,75

 1,134

2

2

e2  K 1  K 1  1,0 1

r

l 0 1



10 r

 - i  35

2  K 2   #d



0,9  d

Za K(M*C) proraun 9aje #a9o!oja!aju5u si;urnost$ 500

 #d



" #d ( s



1,15 200000

d  h  c  d & 1

r

e tot

d b

0,9  35,4

 1

453,75 10

2

 40  3  0,8 

2

2  1  2,174  10 



e2



 2,174  10 3

3

1,6 2

 35, 4

 0,000136

 0,000136  2,8

 1,84  1,134  2,8  5,774 cm  0,05774 m

,  N sd  etot  1715,96  0,05774  99,09 kNm ,, ,  N sd  1715,96 kN N sd

,,  sd

Proraun armature B:)) pomo5u 9ija;rama interakcijeQ Be#9imen#ionana !eiina momenta sa!ijanjaQ

Betonske konstrukcije 2013 99,09  100

,,

 sd 

 sd b  d  " cd 2



40  35,4  1,67 2

 0,118

Be#9imen#ionana !eiina u#9une sie "pri
,, N sd



$ 

b  d  " cd

d 1 h



4,8 40



1517,96 40  35,4 1,67

 0,642

 0,12

I# 9ija;rama interakcije oitano jeQ 2  0,05

% s1, req  % s 2 , req  2 

" cd " #d

 b  d  0,05 

1,67 43,48

 40  35,4  2,719 cm 2

USVOJENA PODUŽNA ARMATURA STUBA:

? 1

A1< *+ 2<2 9% 2

Napomena: $o%to je moment savijanja ( x pri&ližno jednak momentu savijanja ( ) usvaja se ista armatura i u ) smjeru.

6inimana !er
Za stubo!e koji preu#imaju sie potresa "ka9a su 9io ok!ira koji je sei#miki otporan' mjero9a!an je #a9nji u!jet o9 * po!r4ine popreno; presjeka stuba$ 6aksimana !er
  4 / 100   %c  0,04  35  35  49,00 cm 2

Proraun poprene armature "!iice' stubaQ d b&

3 0,35  d b* , max 

" #d* " #d&

 0,35  22,0 

43,48 43,48

 7,7 mm

Betonske konstrukcije 2013 O9abrane su !iice  8 $ Duina kri<no; po9rujaQ

3 1,5  d e  1,5  40  60 cm, mjerodavno l cr 3 l cl / 6   275  40  / 6  39,16 l cr 3 45 cm l cr

Ako je omjer

l cl / d e  3 C ta9a se cijea !isina stuba u#ima kao kri<no po9ruje$

l cl / d e  275 / 40  6,87  3 Ra#mak poprene armature na mjestu kri<no; po9ruja stubaQ s &  b / 3  40 / 3  13,33 cm, mjerodavno s & 15,0 cm s &  7  d b*  7  2,0  14,0 cm

DIMENZIONIRANJE TEMELJA SAMCA POS *

U $"7i -6: Normane sieQ Transer#ane sie Q 6omen< sa!ijanjaQ

N g  1835,61 kN T





N q  334,95 kN

1,22 kN

 1,96 kNm

-
Optere5enje o9 po9aQ

;M** kNHm (

Betonske konstrukcije 2013  250 kN / m 2

Dopu4teni napon u tuQ

 dop

Dimen#ije stubaQ Dubina un9iranjaQ 2isina temejne stopeQ

b / h  40 / 40 cm

d "  2,75 m h



0,8 m

ODRE4IVANJE POTREBNE IRINE TEMELJNE STOPE  N g  N q  1835,61  334,95  2170,56 kN  -k  T  h    1,22  0,8  1,96  2,936 kNm N -k

 pr

  dop  $   b  d "  250  0,85  25  2,75  191,563 kN / m 2

% pot

 +  +  + 2

W   pr

+  + 2



6



N -k % pot

4

+ 3 6

 +



3

N -k +

2

4

6  -

+

3

/ + 3

6

 pr  +

3

 pr  + 3

3 +  N - 4 6    +  N - 4 6   -  0

191,563  +

3

 2170,56  +  17,616  0

,teracija , : + 191,563  3,2

3





,teracija ,, : + 191,563  3,4

3



3,2 m

2170,56  3,2  17,616  

3,4 m

2170,56  3,4  17,616 5 0

U7*&'*: B2<> %

PROVJERA EKSCENTRICITETA  e $   e #  1       +  6 +  $   #  e $  e #  0,000903 3,4

 N -k



686,37



1,96 2170,56

0,000903 3,4

0,00053  0,166



 0,000903

1 6

Uvjet zadovoljen.

Betonske konstrukcije 2013 T'%'5& &' 9'!$i"  *+* " !=.

KONTROLA NAPONA G!er
N -k  2170,56 kN

Goptere5enje o9 #emjeQ

F z   3,4 2  0,4 2   1,95  18  400,14 kN

Gteina temejne stopeQ

F s

 3,4 2  0,8  25  231,2 kN

UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU , N 

2801,9 kN

Z" $"7" -6:

, N -k ,  - 2801,9 1,96  6 4  4  242,378 4 0,299   stv 2 % W 3,4  3,4 3,4  3,4 2 2 Uvjet zadovoljen.    kN m kN m  242 , 678 / 250 / 1 dop



2 kN m 242 , 079 /  2



PRORAUN UTICAJA Z" $"7" -6: N sd  1,35  1835,61  1,5  334,95  2980,498 kN  sd  1,5  1,96  2,94 kNm

 1, 2



N sd %

4

 sd W



2980,498

 257,903 kN / m 2  2  257,753 kN / m 2  1

3,4  3,4

4

2,94 3, 4  3,4

2

 257,828 4 0,074

Betonske konstrukcije 2013  #  $

    $  



b $ + $

   $ 



+ #  a v 6

0, 4 3,4

  a a   3   1  v   1  v   2  + $ + $  

 0,117

 1,2  0,4  0,117  1,247 3,4  1,5 2

1,5 1,5     3  257 ,9   257 ,9   257 ,75   1230,094 kNm 3, 4 3,4  

 #

 1,247 

 $

  #  1230,094 kNm

6

DIMENZIONIRANJE B'!* C,?2 " ck  25 N / mm 2

" cd  " ck / 1,5  16,67 N / mm 2  1,667 kN / cm 2

'5i/ B ? " #k

 500 N / mm 2

" #d

 " #k / 1,15  434,8 N / mm 2  43,48 kN / cm 2

d  80  6  74 cm

 sd 

 sd b  d 2  " cd



1230,094  100 340  74  1,667 2

 0,0396

Betonske konstrukcije 2013 I# tabica → Yc( M G*C? X Ys* M ()X  M)C)? [ M )CF?* % s1



 sd   d  " #d

50% % s



1230,094  100 0,971  74  43,48

 39,373 cm 2

 0,5  39,373  19,686 cm 2

USVOJENA ARMATURA: 25% % s



1

% s1 odg  19,86 cm 2

?

1

% s 2 odg  10,05 cm 2

 0,25  39,373  9,843 cm 2

USVOJENA ARMATURA:

Armatura us!ojena #a  smjer se us!aja i u W smjeru$

MINIMALNA ARMATURA

 min  0,1%

Þ % s,min  340  80  0,001  27,2cm Þ % s1  % s,min

DOKAZ SIGURNOSTI NA PROBIJANJE d $  74 cm d #  76 cm

2

Betonske konstrukcije 2013 V 'd 1

  'd  k  1, 2  40   1    d

 0,03 kN / cm 2 k  1,6  d  1,6  0,75  0,85 Usvojeno : k  1,00

za C 25 / 30 :  'd

 $

  # 

d 

V 'd 1

d $

% s1 odg b * d

 d # 2





40,04 340  75

74  76 2

 0,00157

 75 cm

  0,03  1  1,2  40  0,00157    75  2,8413 kN / cm  284 ,13 kN / m

V sd ,- 

V sd  $ U crit

V sd  N sd   0  %crit  2980,498  257,828  5,776  1491,260 kN

 0 

N sd %



2980,498 3,4  3,4

 257,828

kN m

2

2 2 %crit  4   0,4  1,125  1,125  6  5,776 m

U crit  4  0,4  2  6  1,125  8,668 m

V sd ,- 

1491,260  1,5 8,668

 258,045

kN m

V rd 1  284,13 kN / m  V sd ,-  258,045 kN / m

V rd 1  V sd ,-

Ni&' #*!$'=" $"/" "$%"!$" " #$*=*&.

PRORAUN STEPENITA Sta<ki sistem " 4ema i 9imen#ije '


6inimana 9ebjina poeQ d min



1 35

 l 

1 35

Usvojeno : d plo/l

  203  170   10,657 cm

 15cm

A"5i6" *#!'$'@'&"

Kosi 9ioQ G Sopst!ena teina poe $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C*: $ (: M +C?: kNHm (

Betonske konstrukcije 2013 G ^buka "pro9ueni mater' "*C:cm' $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C)*: $ *F M )C(: kNHm( G Obo;a ;a#i4ta cementnim materom $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C)+ $ (* M )C=+ kNHm( G Obo;a ea cementnim materom $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C)( $ (* M )C(: kNHm( G Teina stepenika $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C*:+? $ )C: $ (: M *CF( kNHm( UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU S!"5* *#!'$'@'&':

1  <2 /N%,

K*$i* *#!'$'@'&':

#  2< /N%,

@ori#ontani 9ioQ G Sopst!ena teina poe $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C*: $ (: M +C?: kNHm ( G ^buka "pro9ueni mater' "*C:cm' $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C)*: $ *F M )C(: kNHm( G Obo;a ;a#i4ta cementnim materom $$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$ )C)+ $ (* M )C=+ kNHm( UUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUUU S!"5* *#!'$'@'&':

,  ><?/N%,

K*$i* *#!'$'@'&':

#  2< /N%,

O#!'$'@'&'  !"& $"i' *i7*0

 1,35  g 1  1,50  p  1,35  6,836  1,50  3  13,728 kN / m 2 q sd 2  1,35  g 2  1,50  p  1,35  4,665  1,50  3  10,797 kN / m 2 q sd 1

Di&"$"% %*%'"!" "7i&"&"


Di%'6i*i$"&' #5*' " %*%'!' "7i&"&" O5*"9 1  sd  6,95 kN / m'

B'!* C,?2 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

" #d

 " #k / 1,15  434,8 N / mm 2

Za4
 sd 

 sd b  d 2  " cd



6,95  100 100  12,5  1,667 2

 0,0266

I# tabica → Yc( M G*C& X Ys* M ()X  M)C)=: [ M )CF?? Potrebna armaturaQ




 sd   d  " #d



6,95  100 0,977  12,5  43, 48

USVOJENA ARMATURA: -#9unoQ PoprenoQ

 1,31 cm 2 /m

% s , stv  2,51 cm 2 / m'

 , 9%

% s , stv  ??????cm 2 / m'

  2 9%



0,6  b  d #



0,6  100  12,5

 1,5 cm 2 / m 7


% s ,min


2 % s ,min  0,0015  b&  d  0,0015  100  12,5  1,875 cm / m7

6aksimana armaturaQ

% s , max

P*5&' 1  sd  3,21 kN / m'

B'!* C,?2



" #k

0,310  b  d #  " cd

" #d

500



0,310  100  12,5  1,667 43,48

 14,856 cm 2 / m 7

Betonske konstrukcije 2013 2 " ck  25 N / mm

2 " cd  " ck / 1,5  16,67 N / mm

'5i/ B ? " #k

 500 N / mm 2

 " #k / 1,15  434,8 N / mm 2

" #d

Za4
 sd 

 sd b  d 2  " cd



3,21  100 100  12,5  1,667 2

 0,0123

I# tabica → Yc( M G)CF X Ys* M ()X  M)C)&+ [ M )CF:




 sd   d  " #d



3,21  100 0,985  12,5  43, 48


 0,599 cm 2 /m

  , 9%

% s , stv  2,51 cm 2 / m'

  2 9%

% s , stv  ??????cm 2 / m'



0,6  b  d #



0,6  100  12,5

 1,5 cm 2 / m 7


% s ,min


2 % s ,min  0,0015  b&  d  0,0015  100  12,5  1,875 cm / m7


% s , max



" #k

0,310  b  d #  " cd

" #d

500



0,310  100  12,5  1,667

T"/" #$'5*%" H #*& /$"/" !'#'i!" " #*+'!*%  sd  3,65 kN / m'

B'!* C,?2 " ck  25 N / mm 2

'5i/ B ?

" cd

 " ck / 1,5  16,67 N / mm2

43,48

 14,856 cm 2 / m 7

Betonske konstrukcije 2013 " #k

 500 N / mm 2

 " #k / 1,15  434,8 N / mm 2

" #d

Za4
 sd 

 sd



b  d 2  " cd

3,65  100 100  12,5  1,667 2

 0,0140

I# tabica → Yc( M G)CF X Ys* M ()X  M)C)&+ [ M )CF: Potrebna armaturaQ % s1



 sd   d  " #d



3,65  100 0,985  12,5  43,48


 0,682 cm 2

  , 9%

% s , stv  2,51cm 2 / m'

  2 9%

% s , stv  1,51 cm 2 / m'



0,6  b  d #



0,6  100  12,5

 1,5 cm 2 / m 7


% s ,min


2 % s ,min  0,0015  b&  d  0,0015  100  12,5  1,875 cm / m7


% s , max



" #k

0,310  b  d #  " cd

" #d

500



0,310  100  12,5  1,667

O5*"9 1  sd  2,65 kN / m'

B'!* C,?2 " ck  25 N / mm 2

" cd  " ck / 1,5  16,67 N / mm 2

'5i/ B ? " #k

 500 N / mm 2

Za4
" #d

 " #k / 1,15  434,8 N / mm 2

43,48

 14,856 cm 2 / m 7

Betonske konstrukcije 2013 d  15  2,0  0,5  12,5 cm

 sd 

 sd 2 b  d  " cd



2,65  100 100  12,5  1,667 2

 0,0101

I# tabica → Yc( M G)C X Ys* M ()X  M)C)+ [ M )CF? Potrebna armaturaQ % s1



 sd   d  " #d



2,65  100 0,987  12,5  43,48


 0,494 cm 2

% s , stv  2,51 cm 2 / m'

 , 9%

% s , stv  1,13 cm 2 / m'

  2 9%



0,6  b  d #



0,6  100  12,5

 1,5 cm 2 / m 7


% s ,min


2 % s ,min  0,0015  b&  d  0,0015  100  12,5  1,875 cm / m7


% s , max



" #k

0,310  b  d #  " cd

" #d

500



0,310  100  12,5  1,667

DIMENZIONIRANJE ZIDNOG PLATNA 0eometrijske karakteris
Du#ina #i9a  M *==) cm .irina #i9a b M &) cm Za4
Beton 7 (:H+) " ck

 25 N / mm 2

>eik " #k

" cd

 " ck / 1,5  16,67 N / mm 2

B :))

 500 N / mm 2

2 " #d  " #k / 1,15  434,8 N / mm

6omen< sa!ijanja u #i9u "an!eopa optere5enja'

43,48

 14,856 cm 2 / m 7

Stambena zgrada -Betonske-Konstrukcije.doc

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