정봉수.PDF

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1 A pplic ation of Continu ou s P re fle x Com po s it e Girder to Rig id F ram e by V ertic al Lo adin g

2 A pplic ation of Continu ou s P re fle x Com po s it e Girder to Rig id F ram e by V ertic al Lo adin g

4 , % % % 107%. P.S.C,. - i -

5 A B S T RA CT T his study present s the ov erall process of design and con struction for the application of th e rigid fram ed stru cture t o the continuou s preflex com posite girder by th e tem porary load and show s the basic m at erials of design th at obt ained by analy sing r elation ship betw een v ariables and stres s of critical section w ith th e program dev eloped t o calculat e a stres s. T he n ew m ethod hav e the positiv e m om ent occurred by loading in the middle point of girder s that are placed sim ply bet w een on e colum n and another column, and then hav e ev ery girders connected by w eldin g each other an d h av e fin ally th e tem porary load rem ov ed aft er curin g of the slab con cret e an d upper colum n. In result, a com pressiv e force is occurred in end of girder. therefore, it can m at erialize redu ction of a ten sile force that is equiv alent t o design load w ith the com pressiv e force. W hen it compares th e result of this stu dy w ith the stress of critical section s by the old m ethod, In case of th e continu ou s beam, th e stres s of st eel show ed the redu ction rat e of percent in the positiv e m om ent section s an d the redu ction rat e of percent in th e n eg ativ e m om ent section s. th erefore, w e can kn ow that an efficient stres s distribution is att ain ed by this study t akin g int o account that the n eg ativ e m om ent is about t w ice as larg e as the positiv e m om ent in continu ou s b eam. Also, in ca se of the sim ple b eam, the str es s of st eel show ed the redu ction of 7 16 percent an d th e stress of con cret e at b ottom of girder reduced 107 percent. Besides, this m ethod can be applied t o prestressed con crete girder, plat e girder and st eel box girder. - ii -

6 A b stract i ii iii v vii iii -

7 iv -

8 R B, R C R B, R C v -

9 b ( : m m ) ( : m m ) ( :m m ) v i -

10 m m m 48 - v ii -

11 H

12 1.2,.. 2,. 3., A CI(A m erican Concret e In stitute ) AA SHT O (Am erican A ssociation of St ate Highw ay and T ran sport ation Officials )

13 2 2.1 A. Lipski (Pf ). 2 ( ). 3 ( ) 4 ( ),

14 2.2. P S. ( 1998) / 4 1/ 3 2, ,. ( 2.4). 2.5 (a ) (b )

15 . (a ) (b ) 2.2 (a ) (b )

16 (a ) (b ) 2.4 (a ) (b )

17 ,,

19 2.4 -,, -. 2,, 2. 1) k R B, R C ( M ) 2.10 R B, R C R A = 1 2 (2L 1 + L 2 ) M E I = M 2E I (2L 1 + L 2 ) B B B = M 2E I (2L 1 + L 2 ) L 1 - M E I L 1 L 1 2 = M 2E I L 1(L 1 + L 2 ) R B, R C ( M ) 2.11 R B, R C - 9 -

20 R B = R C M/ E I R B. R A = 1 2 (R B L R B L 1 L 2 ) = R B L 1 2 (L 1 + L 2 ) B B B = R B L 1 2E I (L 1 + L 2 ) L 1 - ( 1 2 R B L 1 L 1 ) 1 3 L 1 1 E I = R B L 2 1 6E I (3L 1 + 3L 2 - L 1 ) = R B L 2 1 6E I (2L 1 + 3L 2 ) B = B R B L 2 1 6E I (2L 1 + 3L 2 ) = M 2E I L 1( L 1 + L 2 ) R B = 3(L 1 + L 2 ) (2L 1 + 3L 2 )L 1 M = M 2.12 =

21 2) M = ) k k, 2. ( 9.2.6) c = 1 n 1 ( P A v1 + M I v1 y v1 ) - E c1 c E c 1 + = 1 n 1 ( P A v1 + k M I v1 y v1 ) - E c1 c E c 1 M y n 1 I v1 v1-11 -

22 s = P A v1 + M I v1 y v1 + M I v1 y v1 = P A v1 + k M I v1 y v1 ( 9.2.7) c = 1 n ( P 1 A v + M v I v y v ) - E c t + M ni v y v = 1 n ( P 1 A v + k M v I v y v ) - E c t s = P 1 A v + M v I v y v + M I v y v = P 1 A v + k M v I v y v ( 9.2.8) c = 1 n 2 ( P 2 A v2 = 1 n 2 ( P 2 A v2 + M v2 I v2 y v2 ) - E c2 sh + + k M v2 I v2 y v2 ) - E c2 sh M n 2 I v2 y v2 s = P 2 A v2 + M v2 I v2 y v2 + M I v2 y v2 = P 2 A v2 + k M v2 I v2 y v2-12 -

23 ) ST EP 1 :. w eb. ( 3.1 )

24 2) ST EP 2 : ) ST EP 3 :

25 4) ST EP 4 :. 1 P C 2 P C. 3.5 P C P C

26 3.5 5) ST EP 5 :, w eb ,

29 6) ST EP 6 : ) ST EP 7 :

30 ) I 4.1 KS D 3503 KS D II 1.6. SW S 490Y, SW S 520, SW S

31 3.1 SS400 ( kg / m m 2 ) ( m m ) 16 ( kg / m m 2 ) (%) 16 ( m m ) A Charpy (kg m ( ) - ) - SWS B C 22 A SWS B C SWS490Y A B SWS B C SWS A - - SMA B C 15 A SMA B C SMA C

32 SS 400 SWS 490 SWS 490Y SWS 520 SWS 570 ( kg / cm 2 ) 40 m m 40 m m f sy f sca 0.6f sy f p ca 0.9f sy f sta 0.6f sy f p ta 0.8f sy f sy f sca 0.6f sy f p ca 0.9f sy f sta 0.6f sy f p ta 0.8f sy f sy f sca 0.6f sy f p ca 0.9f sy f sta 0.6f sy f p ta 0.8f sy f sy f sca 0.6f sy f p ca 0.9f sy f sta 0.6f sy f p ta 0.8f sy

33 2) f ck f ck 400 kg / cm 2 f ck 240 kg / cm 2, / ( kg / cm 2 ) f ci, f ci 350kg / cm 2 0.4f ck f ck 1.5 f ci

34 ( kg / cm 2 ) f ck 100kg / cm 2 0.3f ck 100kg / cm f ck 10kg / cm f ck 25kg / cm 2 KS L AE, AE KS F ) ( ) b, l (3.1a ) (3.1b )., ( l ) ( L ) (3.1a ) (3.1b ) 3.12., 3.12., L (3.1a ) S (3.1b )

35 3.12 L = b b/ l 0.05 L = {1. 1-2( b/ l)}b 0.05 < b/ l 0.3 (3.1a ) L = l b/ l 0.3 L = b b/ l 0.02 L = { (b/ l) + 4.5(b/ l) 2 } b 0.02 < b/ l 0.3 (3.1b ) L = l b/ l 0.3 2) 1), b :3. 8cm

36 . D b 3).,. [1996] 2.0.,. A CI209 (Am erican Concret e In stitut e) m odel[1982]. A CI t( :day s ) ( t ) (3.2). ( t ) = t t 0. 6 u (3.2)

37 (3.2) u,,,,. (3.2) u [1996] ) [1996] DIN 4227 [1996] ( s ) (3.3) A CI[1982]. t ( :day s ) sh ( t ). sh ( t ) = t 55 + t ( sh) u (3.3a ). sh ( t ) = t 35 + t ( sh) u (3.3b ) ( sh) u, ). 400 kg / cm 2 W ton / m 3 E c = 4, 270 W 1. 5 f ck ( kg / cm 2 )

38 , W 2.3 ton/ m 3 E c = 15, 000 f ck ( kg / cm 2 )., 400 kg / cm 2. E c = 10, 500 f ck + 70, 000 ( kg / cm 2 ) 6). 2%., /... 7) (stud )

39 D16 8 D10 20~26 cm ( : m m ) 3.15 ( : m m )

40 H -,., H

41 4.1 ( :m m ) m. 450 / 150 /, 500 /

42 L

43 4.2..,..., m 2.5m 25m. 35ton

44 . 2, 25m

45 m m 20m

46 m 15m. 35t on 15m 20m

48 m 20m ton m m 20m 35ton m 35ton

49 (a ) 15m (b ) 20m

50 (a ) 15m (b ) 20m

51 (a ) 15m (b ) 20m

52 (a ) 15m (b ) 20m

53 (a ) 15m (b ) 20m

54 4.2.3 w eb 15m 5cm 20m 10cm ton m ( / ) ( / ) ( / ) ( / ) ( / ) ( / ) ( )

55 4.2 20m ( / ) ( / ) ( / ) ( / ) ( / ) ( / ) ( ) m 65cm 75cm 80cm,

56 15m 105cm m 105cm cm. 175cm

58 kg/, 261kg/ k g/, 137k g/ 30kg/ m ( / ) ( / ) ( / ) ( / ) ( / ) ( / )

59 5,,,. 1., 15m 35t on, 20m 35ton. 2., 15m 105cm, 20m 175cm 15m 80cm, 20m 115cm % %. 7 16% 107%. 4. P.S.C,

60 (1996),,. (1999),,. (1986), ( ). (1996),. A A SHT O (1993), S tandard Sp ecif ications f or H ig hway B ridg es, 15th edition s. A CI Com m ittee 209(1978), P red iction of Creep, S hrinkag e and T emp erature Eff ects in Concrete S tructures. Oehler s, D. J. an d Bradford, M. A. (1995) Comp os ite S teel and Concrete S tructural M em bers. Elservier S cience In c, N.Y., pp

61 21...,,,,,,,,

a16.PDF

a16.PDF ,,,, A B S T RA CT A S t u dy on S erv ic e Ch ara ct eri s t ic s of D ire c t ors of H e alt h Cen t ers in K ore a T his stu dy h as attempted to show general characteristics of health centre director