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 2001 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 2001 2
200 1 2
,... 14 25% 50 123%. 2. 7 16% 107%. P.S.C,. - i -
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 14 25 percent in the positiv e m om ent section s an d the redu ction rat e of 50 123 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 -
A b stract i ii iii v vii 1 1 1.1 1 1.2 2 2 3 2.1 3 2.2 4 2.3 7 2.4 9 3 13 3.1 13 3.2 20 3.2.1 20 3.2.2 24 4 30 4.1 30 4.1.1 30 - iii -
4.1.2 31 4.1.3 32 4.2 33 4.2.1 33 4.2.2 38 4.2.3 44 4.3 48 5 49 50 - iv -
2.1 3 2.2 5 2.3 5 2.4 6 2.5 6 2.6 8 2.7 8 2.8 8 2.9 8 2.10 R B, R C 9 2.11 R B, R C 9 2.12 10 2.13 10 2.14 11 2.15 11 3.1 13 3.2 14 3.3 14 3.4 15 3.5 16 3.6 17 3.7 17 3.8 18 3.9 18 3.10 19 - v -
3.11 19 3.12 25 3.13 b 26 3.14 ( : m m ) 29 3.15 ( : m m ) 29 4.1 ( :m m ) 31 4.2 32 4.3 32 4.4 34 4.5 34 4.6 35 4.7 36 4.8 37 4.9 37 4.10 39 4.11 40 4.12 41 4.13 42 4.14 43 4.15 46 4.16 47 - v i -
3.1 21 3.2 22 3.3 23 3.4 23 3.5 24 4.1 15m 44 4.2 20m 45 4.3 20m 48 - v ii -
1 1.1. 1 3 1 5 2.... H -. - 1 -
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 ). 4.... - 2 -
2 2.1 A. Lipski 1949.. 2.1. 1 (Pf ). 2 ( ). 3 ( ) 4 ( ),. 2.1-3 -
2.2. P S. ( 1998). 2.2 1/ 4 1/ 3 2, 1. 2.3,. ( 2.4). 2.5 (a ) 1 2. 2.5 (b )... - 4 -
. (a ) (b ) 2.2 (a ) (b ) 2.3-5 -
(a ) (b ) 2.4 (a ) (b ) 2.5-6 -
2.3 2.6.,,. 2.7.. 2.8.. 2.9... - 7 -
2.6 2.7 2.8 2.9-8 -
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 -
R B = R C M/ E I R B. R A = 1 2 (R B L 2 1 + 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 = 0.02357M 2.12 = + 2.13-10 -
2) M = 1. 2.14 2.15 3) 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 -
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 -
3 3.1. 1) ST EP 1 :. w eb. ( 3.1 ) 3.1-13 -
2) ST EP 2 :.. 3.2 3) ST EP 3 : 3.3. 3.3-14 -
4) ST EP 4 :. 1 P C 2 P C. 3.5 P C P C. 3.4-15 -
3.5 5) ST EP 5 :, w eb. 3.6 3.8, 3.9. - 16 -
. 3.6 3.7-17 -
3.8 3.9-18 -
6) ST EP 6 :. 3.10 7) ST EP 7 :.. 3.11-19 -
3.2 3.2.1 1) I 4.1 KS D 3503 KS D 3515. II 1.6. SW S 490Y, SW S 520, SW S 570. 3.1. - 20 -
3.1 SS400 ( kg / m m 2 ) ( m m ) 16 ( kg / m m 2 ) (%) 16 ( m m ) 40 40 25 24 22 41 52 5 16 17 16 50 21 5 23 A Charpy (kg m ( ) - ) - SWS400 25 24 22 41 52 5 16 18 B 0 2.8 16 50 5 22 C 22 A 0-4.8 - SWS490 33 32 30 50 65 5 16 17 B 0 2.8 16 50 5 21 C 19 0 4.8 SWS490Y 37 36 34 50 62 5 16 15 A - - 16 50 5 19 B 19 0 2.8 SWS520 37 36 34 53 65 5 16 15 B 0 2.8 16 50 6 16 19 C 19 0 4.8 SWS570 47 46 44 58 73 16 20 26-5 4.8 20 16 20 17 A - - SMA41 25 24 22 41 55 16 21 B 0 2.8 40 16 23 C 15 A 0-4.8 - SMA50 37 36 34 50 62 16 19 B 0 2.8 40 16 21 C 19 0 4.8 - SMA58 47 46 44 58 73 16 26-5 4.8 20 20 C 0 4.8-2 1 -
. 3.2. 3.2 SS 400 SWS 490 SWS 490Y SWS 520 SWS 570 ( kg / cm 2 ) 40 m m 40 m m f sy 2400 2200 f sca 0.6f sy 1440 1320 f p ca 0.9f sy 2160 1980 f sta 0.6f sy 1440 1320 f p ta 0.8f sy 1920 1760 f sy 3200 3000 f sca 0.6f sy 1920 1800 f p ca 0.9f sy 2880 2700 f sta 0.6f sy 1920 1800 f p ta 0.8f sy 2560 2400 f sy 3600 3400 f sca 0.6f sy 2160 2040 f p ca 0.9f sy 3240 3060 f sta 0.6f sy 2160 2040 f p ta 0.8f sy 2880 2720 f sy 4600 4400 f sca 0.6f sy 2760 2640 f p ca 0.9f sy 4140 3960 f sta 0.6f sy 2760 2640 f p ta 0.8f sy 3680 3520-22 -
2) f ck 3.3. 3.3 f ck 400 kg / cm 2 f ck 240 kg / cm 2,.. 3.4. 3.4 / ( kg / cm 2 ) 1. 0.55f ci, f ci 350kg / cm 2 0.4f ck 2. 1.5 f ck 1.5 f ci - 23 -
3.5. 3.5 ( kg / cm 2 ) 1. 0.3f ck 100kg / cm 2 0.3f ck 100kg / cm 2 2. 0.025f ck 10kg / cm 2 0.07f ck 25kg / cm 2 KS L 5201. AE, AE KS F 2560. 3.2.2 1) ( ) b, l (3.1a ) (3.1b )., ( l ) ( L ) (3.1a ) (3.1b ) 3.12., 3.12., L (3.1a ) S (3.1b ). - 24 -
3.12 L = b b/ l 0.05 L = {1. 1-2( b/ l)}b 0.05 < b/ l 0.3 (3.1a ) L = 0. 15 l b/ l 0.3 L = b b/ l 0.02 L = {1.06-3.2(b/ l) + 4.5(b/ l) 2 } b 0.02 < b/ l 0.3 (3.1b ) L = 0. 15 l b/ l 0.3 2) 1), b 3.13.. 1:3. 8cm - 25 -
. D13. 45. 3.13 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 0. 6 10 + t 0. 6 u (3.2) - 26 -
(3.2) u,,,,. (3.2) u [1996] 2.0. 4) [1996] DIN 4227 [1996] ( s ) 18 10-5. (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, 18 10-5. 5). 400 kg / cm 2 W 1.4 2.5 ton / m 3 E c = 4, 270 W 1. 5 f ck ( kg / cm 2 ) - 27 -
, 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%., 0.045 /... 7) (stud ).. 3.5. - 28 -
. 3.6. D16 8 D10 20~26 cm. 3.14 ( : m m ) 3.15 ( : m m ) - 29 -
4 4.1... 4.1.1. H -,., H - 4.1. - 30 -
4.1 ( :m m ) 4.1.2 4.2 3 10.5m. 450 / 150 /, 500 /. - 3 1 -
4.2 4.1.3 2 4.3 0.1875L. 4.3-32 -
4.2..,...,. 4.2.1 3 4.1 12.5m 2.5m 25m. 35ton 1.0 0.8 1.0.. 4.4 4.5-33 -
. 2, 25m. 4.4 4.5-34 -
4.6. 25m. 4.6 4.7. 20m 20m. - 35 -
4.7 4.8 4.9.. 15m 15m. 35t on 15m 20m. - 36 -
4.8 4.9-37 -
4.2.2 4.2.1 15m 20m.. 4.10. 75ton 4.11 4.12 20m. 4.13 15m 20m 35ton. 4.14 15m 35ton 2. 4.11 4.12. - 38 -
(a ) 15m (b ) 20m 4.10-39 -
(a ) 15m (b ) 20m 4.11-40 -
(a ) 15m (b ) 20m 4.12-4 1 -
(a ) 15m (b ) 20m 4.13-42 -
(a ) 15m (b ) 20m 4.14-43 -
4.2.3 w eb 15m 5cm 20m 10cm. 1.0 4.2.2 35ton. 4.1 15m ( / ) ( / ) ( / ) ( / ) ( / ) ( / ) ( ) 65-2151.19 2227.44 431.10-386.80 41.60 33.17 70-1986.60 2112.15 378.88-338.14 36.41 29.39 75-1851.66 2017.01 333.58-296.98 32.12 26.32 80-1739.63 1937.29 294.13-261.85 28.53 23.77 85-1645.57 1869.53 259.58-231.60 25.50 21.64 90-1565.78 1811.21 229.15-205.34 22.91 19.84 95-1497.45 1760.46 202.20-182.36 20.68 18.30 100-1438.44 1715.84 178.20-162.13 18.74 16.96 105-1387.10 1676.24 156.71-144.18 17.05 15.80-44 -
4.2 20m ( / ) ( / ) ( / ) ( / ) ( / ) ( / ) ( ) 95-1935.41 2087.24 604.76-558.41 37.12 32.94 105-1770.35 1963.62 513.85-481.24 31.31 28.81 115-1642.21 1865.10 440.75-419.81 26.80 25.62 125-1540.39 1784.47 380.85-369.86 23.21 23.10 135-1457.88 1717.01 330.98-328.50 20.31 21.06 145-1389.91 1659.52 288.89-293.72 17.92 19.39 155-1333.10 1609.76 252.96-264.10 15.94 17.99 165-1285.03 1566.12 221.95-238.58 14.26 16.82 175-1243.90 1527.40 194.97-216.38 12.85 15.81 4.1 15m 65cm 75cm 80cm, - 45 -
15m 105cm. 4.2 20m 105cm 115 165cm. 175cm. 4.14 4.15. 4.15-46 -
4.16-47 -
4.3 4.3-427kg/, 261kg/.. - 266k g/, 137k g/ 30kg/. 4.3 20m ( / ) ( / ) ( / ) ( / ) ( / ) ( / ) - 1675.07 1890.63 459.72-435.70 27.96 26.43 1.00 1.00 1.00 1.00 1.00 1.00-1248.00 1629.29 1024.33-654.92 17.95-0.75 0.86 2.23 1.50 0.64 - - 1941.76 2027.81 - - 57.92-1.16 1.07 - - 2.07 - - 48 -
5,,,. 1., 15m 35t on, 20m 35ton. 2., 15m 105cm, 20m 175cm 15m 80cm, 20m 115cm. 3. 14 25% 50 123%. 7 16% 107%. 4. P.S.C,. - 49 -
(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.351-376. - 50 -
21...,,,,,,,,.. 2.. 21 12