i LNG LNG LNG -- LNG
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- えの わたぬき
- 7 years ago
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1 LNG A Rationalized Design of LNG Inground Tanks Based on Load Carrying Mechanisms Nobukazu WATANABE
2 i LNG LNG LNG -- LNG
3 ii LNG LNG LNG LNG LNG LNG 3
4 iii LNG LNG LNG LNG 5 RC
5 iv LNG LNG
6 I LNG Abstract A Rationalized Design of LNG Inground Tanks Based on Load Carrying Mechanisms In the normal design procedure for reinforced concrete structures, designers assume at the beginning a structural form and dimensions, materials to be used, and rebar arrangement and then strength evaluation is performed based on the assumptions. If the requirements aren't satisfied or even when satisfied if more rationalizing seems possible, the assumed structural form etc. are reviewed and strength evaluation is repeated. The above procedure is relatively easy when linear analysis is applied to the strength evaluation. Designers make the design assumptions estimating the results of structural analysis and sectional strength evaluation according to their experiences. If more rationalization is required after the first design process, it is easy to estimate its possibility based on the ratio of response to limit derived from required performance. However as a result of a recent transition to performance based design from specification based design which is characterized by allowable stresses and linear analysis, more variable performances including nonlinear structural performance need to be checked. Under the circumstances the design assumption becomes diversified and rationalized selection of structures becomes quite difficult. Until recently performing nonlinear analysis itself has had many difficult issues. Designers have had many troubles in selection of constitutive models of concrete and nonlinear analysis codes and in inputting of unfamiliar many parameters. However these issues are being solved, although not perfectly, by many competent researchers and designers and the recent progress in nonlinear analysis is almost reaching to a stage to give certainly designers "a solution". However in trying more rationalization after "a solution" was given it is not so easy to get a good perspective compared to when linear analysis is used. For example it is usually hard to know possible rationalization only after a nonlinear analysis result for high degree statically indeterminate structures such as LNG inground tanks different from structures in which possible plastic hinges can be located relatively easily.
7 II LNG The main frame of LNG Inground tanks with rigidly connected roof, side wall, and bottom slab is a high degree statically indeterminate shell structure. This kind of structures reach failure along complicated paths in a response to several loads. That is, locally occurred stiffness reduction due to cracking in concrete and rebar yielding, the following stress redistribution, and changes of load carrying mechanisms responding to load levels are repeated until reaching an unstable state, a failure, of the total structure system. Mostly highly statically indeterminate structures produce various secondary stresses due to applied loads. Naming the integrated secondary stress a secondary force, the force isn't related to the actual load carrying mechanism but it is a sectional force generated according to the existing stiffness. Since the secondary force decreases with reduction of the stiffness due to rebar yielding and so on, the yielding doesn't affect structural failure. It leaves a possibility of sectional rationalization even when we get some sections yielded because of the secondary force as a result of nonlinear analysis. In addition, the secondary force is accompanied with force redistribution and sectional force reduced by stiffness reduction is generally distributed to other parts of the structure. In some cases, this leads to another effect such as an increase in ground reaction. If redistribution is difficult it means failure of structure and such force can't be regarded as a secondary force. In this paper, assuming that identification of the secondary force is a key to realize a rationalized design of high degree statically indeterminate structures such as LNG inground tanks, firstly nonlinear analysis was performed for inground tanks with major loads to reveal their load carrying mechanisms. Secondly secondary forces were identified by analyzing the load carrying mechanisms. Finally sections were rationalized using the secondary forces and the verification of the result was confirmed using nonlinear analysis. The objective of this research is to propose a rationalized design method in performance based design using nonlinear analysis for LNG inground tanks by clarifying load carrying mechanisms and identifying secondary forces. This paper consists of eight chapters. Each chapter is summarized below.
8 III LNG Chapter 1 Introduction This chapter provides backgrounds and objectives of this research with a layout of the paper. Chapter 2 Evolution and Transition of Design Technology of LNG inground tanks This chapter overviews the characteristics of design for LNG inground tanks which are the main subject in this paper and the transition of researches on the design by other researchers. It is also described how the author has been involved in some LNG inground tanks as a designer in a general contractor. Chapter 3 Outline of Design and Strength Evaluation of the Tanks and Verification of Design Results This chapter summarizes what kinds of loads and conditions determine the components and their sections of the inground tanks intending to distill subjects for rationalization, which are dealt with in the following chapters. Firstly a detailed explanation is given to the design of some LNG inground tank using linear analysis. This gives a clear understanding how performance based design is applied to guarantee required performances. Secondly a strength evaluation with nonlinear analysis for the tank is described. In this example nonlinear analysis is used not for verification of the design but for determination of rebar arrangement. Chapters from 4 to 7 are the main parts of this research. For the targets proposed in chapter 3 as subjects for rationalization the possibility to rationalize is judged considering actual structural responses and load carrying mechanism revealed with nonlinear analysis. A rationalized design method is also proposed. Chapter 4 Interaction between Slurry Wall and Side Wall to Inner Pressure This chapter verifies an assumption revealed from previous design experiences that consideration of slurry wall increases rebars in the main frame
9 IV LNG structure especially in the side wall. In addition this chapter aims at rationalization of the circumferential rebars in side wall. To investigate ways to consider slurry wall that is a temporary structure, changes in loads according to the construction process of the main frame structure are closely tracked. Consequently a typical process of stress redistribution is confirmed such as generation of tension in side wall due to the inner pressure and the following stiffness reduction in the wall and then shifting of the sectional forces to the slurry wall. Based on the confirmation existing ways to consider slurry wall in design are verified and then a rationalized design method is proposed. The following three chapters are devoted for analyses of load carrying mechanisms. Nonlinear analyses are performed for several main loading patterns of rigid connection type LNG inground tank with unified bottom slab and side wall. Load carrying mechanism is clarified considering cracking, stiffness reduction due to material yielding, and the accompanying redistribution of sectional forces so as to identify secondary forces. The identified secondary forces are verified by changing rebar amounts and then a rationalized way is proposed considering the above result. Chapter 5 Load Carrying Mechanism of Main Frame Structure for Earth Pressure and Water Pressure In this chapter load carrying mechanism for outer pressures applied on side wall such as earth pressure and water pressure is analyzed. Those pressures are important and very large forces which benefit RC cylinder shell type inground tanks. The target for rationalization is outside vertical rebars in the lower part of the side wall. Attentions are paid to circumferential thrust and vertical bending moment in the lower side wall which are generated in cylindrical shell with a massive bottom slab. As the maximum bearing force is obtained ultimately at circumferential compression failure the vertical bending moment is regarded as a secondary force having almost no contribution to the capacity. However degree of rationalization to guarantee normal state performances are small because effects of reduction in vertical rebars towards ultimate state are larger than expected.
10 V LNG Chapter 6 Load Carrying Mechanism of Main Frame Structure for Uplift Water Pressure The load dealt with in this chapter is the water pressure acting upward on the bottom of the bottom slab. This uplift force is an extremely large load for stiff bottom slab type of inground tanks where inside water level is recovered to ground water level during operation and it is also a major load to determine side wall thickness and rebars in side wall and the inner haunch of tanks with the rigidly connected bottom slab and side wall. The targets for rationalization are circumferential rebars and outside vertical rebars in the lower part of the side wall. As a result of the investigation circumferential tension can be regarded as a secondary force. However vertical bending moment as well as bending moment in the center part of the bottom slab can not be secondary forces. Chapter 7 Load Carrying Mechanism of Main Frame Structure for Seismic Ground Displacement Seismic ground displacement at level 2 earthquake is dealt with in this chapter. Circumferential rebars in general part of the side wall are a target for rationalization. The sectional forces and secondary forces largely contributing ultimate load carrying mechanism are identified from transition of sectional forces and strains in each section of side wall calculated with nonlinear analysis. Nonlinear analyses are performed for changed rebar amounts to confirm possibility of rationalization of the circumferential rebars in general part of the side wall. Chapter 8 Realization of Design Rationalization This chapter describes possible rationalization in rebar arrangement determined with linear analysis by redesigning the side wall rebars based on the way to consider slurry wall (described in chapter 4) and the proposals of rationalization for the major loads (described in chapters from 5 to 7). A way to identify secondary forces by analyzing load carrying mechanisms using nonlinear analysis and a rationalized way to design are summarized as a
11 VI LNG conclusion. As shown in the above, this paper shows a possible way to rationalize side wall rebars in LNG inground tanks by means of performance based design using nonlinear analysis. In addition, the paper shows an approach towards a rationalized design method for high degree statically indeterminate general structures in performance based design using nonlinear analysis by the following. Confirmation of load carrying mechanism of cylindrical shell structures using nonlinear analysis Proposal of a way to identify secondary forces from nonlinear analysis results
12 1 LNG LNG LNG LNG 2.1 LNG 2.3 LNG
13 2 LNG
14 3 LNG
15 4 LNG
16 5 LNG A1. A1-1 A1.1 A1.1.1 A1.1.2 A1.1.3 A1.1.4 A1.1.5 A1.1.6 A1.1.7 A1.2 2 A1.2.1 A1.2.2 A1.2.3 A1.2.4 A1.2.5 A1.3 A1.3.1 A1.3.2 IASS A1.3.3 A2.LNG A2-1
17 6 LNG A2.1 A2.2 A2.3 A2.4
18 1-1 LNG (1) (2) LNG (3)
19 1-2 LNG (1.2)
20 1-3 LNG 1 code (1.1) conception LNG 1 LNG LNG
21 1-4 LNG (1) 2002 (1.2) 6.4 LNG (2) LNG LNG LNG -- LNG LNG
22 1-5 LNG 1 (3) LNG 2 LNG
23 1-6 LNG LNG LNG LNG 3 LNG LNG
24 1-7 LNG 1 3 LNG
25 1-8 LNG
26 1-9 LNG LNG LNG
27 1-10 LNG 1 (1.1) Règles de conception et de calcul des ouvrages et construction en béton armé suivant la méthode des états limites ( ) (1.2) 2002 []
28 2-1 LNG 2 LNG 2 LNG 2.1 LNG LNG LNG 2-5
29 2-2 LNG 2 LNG 2 LNG 2.1 LNG LNG (1) (2) RC (3) RC (4) (5) LNG (1) LNG LNG LNG (2) RC LNG LNG 10m RC (3) LNG RC (4) (5) LNG
30 2-3 LNG 2 LNG LNG LNG LNG kl (2.1) LNG (2.2),(2,3) (2.4),(2.5) - (2.6) mLNG (2.7) 100,000klLNG 7m LNG (2.8) (2.9) 1980 (2.10) 1986 LNG 1990 LNG (2.11) 1990 LNG (2.12) RC
31 2-4 LNG 2 LNG LNG LNG LNG 1970 code Oct-78 LNG 100,000kl LNG 1980 code Dec-81 LNG code Mar May-91 Jan-95 Jun-95 LNG code Mar-96 8 Mar-97 LNG code Jan-99 LNG code Aug-02 LNG /
32 2-5 LNG 2 LNG 2.3 LNG LNG LNG ACICEB-FIPBSDIN LNG C-3TL LNG 130,000kL LNG T LNG 3*100,000kL TL-21 LNG 85,000kL T-1 LNG 100,00kL TL12 LNG 200,000kL LNG TK LNG 2*200,000kL LNG (2.13)(2.14) 1997 RC 2000 LNG
33 2-6 LNG 2 LNG (2.1) LNG (2.2) -LNG Vol.17, No.11 (2,3) LNG (2,4) (I) (2,5) (II) (2.6) Studies on Earthquake Responses of Grouped Underground Tanks in Soft Ground th World Conference on Earthquake Engineering (2.7) LNG 1979 Vol.64 No.8 (2.8) 1984 No.348 V-1 (2.9) RC V-202,203 (2.10) -14 KL LNG (2.11) LNG 1995 (2.12) LNG 2001 No.679 VI-51 (2,13) (2,14)
34 3-1 LNG
35 3-2 LNG LNG ,00kL LNG 77,140 1,5002,800 71,540 2,800 1,500 t=167 1,000 1,000 DL DL DL DL φ 70,812 (φ1200) t=214 t= ,000KL LNG 51,000 3,500 2,000 2,000 3,500 t=208 DL , (suspension anchor) (3.1)
36 3-3 LNG LNG a 100N/mm2 b 1.5 c (1) BOG LNG 1) 1m
37 3-4 LNG 3 100N/mm2 2) 100N/mm2 (2) W/C (3) (4)
38 3-5 LNG PC LNG m 1m 15-1m 1m 16-0m 0m 17-0m 0m (1) 5 1m 1m 0m 0m1m
39 3-6 LNG 3 LNG 1 (2) K=0.5 20% (3) (4) (5) 1)
40 3-7 LNG ) (1) 1) (a)
41 3-8 LNG 3 (b) / 2)
42 3-9 LNG A B C D E (2) 1) LNG (3.2)
43 3-10 LNG 3 LNG ) (a) 1/2 (b) 1/2 (c)
44 3-11 LNG LNG a 1/2 1/2 1/2 b 1/2 1/2 1/2 c 1/2 1/ LNG R N S N W H L L F E F E T N H L U N H L U N H L U N H L U A S W S W S W - S W S W S W - S W S W S W - S W S W S W - s: S_N S_L1 S_L2 L: LNG L_F L_E
45 3-12 LNG 3 T: T_N T_H T_L T_U A: A_S A_W W: W_H W_L R: R_N R_C (1)
46 3-13 LNG (2) (3) 1) LNG 2)
47 3-14 LNG 3 LNG 1986,7
48 3-15 LNG 3
49 3-16 LNG WCOMD-SJ COM3 (3.3)(3.4) (3.5) (1) 2.8m 8m 392D D
50 3-17 LNG 3 (2) (a) (b) 15 (c) A A B case2a case2b case2b a. b. c.
51 3-18 LNG b. c (3.5) (1) PC 1 (L1 ) 2 (L2 ) 2
52 3-19 LNG 3 2 (L2 ) L1 L2 2/ (2) 2 1/
53 3-20 LNG (3) L2 Vcd /3 20
54 3-21 LNG DL (m) DL (m) DL (m) L Rb/Ra Rb/Ra Rb/Ra
55 3-22 LNG cm2/m 2 LNG
56 3-23 LNG
57 3-24 LNG (1) ) LNG 2) 1 1 2
58 3-25 LNG 3 (2)
59 3-26 LNG (DL. M) No L1 T F H L1 T F H L1 T F H L1 T F H L1 T F H L1 T F H L1 T F H L1 N F L L1 T F L L1 N F L L1 T F L L1 N F L L1 T F L L1 N F L L1 T F L L1 N F L N T F L L1 N F L N T F L N T F L N T F L 0.01 N N F L N T F L 0.10 N N F L N T F L 0.19 N N F L N T F L 0.26 N N F L N T F L 0.32 N N F L N T F H 0.36 N N F L N T F H 0.40 N N F L N T F H 0.38 N N F L N T F H 0.42 N N F L N T F H 0.45 N N F L N T F H 0.50 N N F L N T F H 0.40 N N F L N T F H 0.52 N N F H L1 T F H L1 T F H L1 T F H L1 T F H L1 T F H L1 T F H N T F H 0.35 N N F H N T F H 0.30 N N F H N T F H 0.34 N N F H N T F H 0.35 N N F H N T F H 0.38 N N F H N T F H 0.30 N N F H N T F H 0.27 N N F H N T F H 0.24 N N F H LNG F (FULL) E (Empty) N H L1 1 L T N
60 3-27 LNG
61 3-28 LNG (DL. M) No N T F L L1 N E L N T F L L1 N E L N T F L L1 N E L N T F L L1 N E L N T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 N E L L1 T F L L1 N E L L1 T F L L1 N E L L1 T F L L1 N E L L1 T F L L1 N E L L1 T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 T E L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T F L N T F L L1 T F L L1 T F L L1 T F L L1 T F L L1 T E H L1 T F L 0.04 N N F L L1 T F L 0.12 N N E H L1 T F L 0.14 N N E L L1 T F L 0.17 N N E L L1 T F L 0.23 N N E L L1 T F L 0.37 N N E L L1 T F L 0.57 N N E H L1 T F L 0.55 N N E H L1 T F L 0.56 N N E H L1 T F L 0.54 N N E H LNG F (FULL) E (Empty) N H L1 1 L T N
62 3-29 LNG (m) -20 (m)
63 3-30 LNG (DL. M) No E H 0.62 E L E H 0.71 E L E H 0.69 E L E H 0.78 E L E H 0.82 F L E L 0.81 F L F L 0.81 F L F L 0.82 F L F L 0.84 F L F L 0.85 F L F L 0.87 F L F L 0.90 F L F L 0.91 F L F L 0.93 F L F L 0.93 F L F L 0.94 F L F L 0.96 F L F L 0.98 F L F L 0.99 F L F L 1.00 F L F L 0.93 F L F L 0.94 F L F L 0.91 F L F L 0.91 F L F H 0.79 F L F H 0.79 F L F H 0.65 F L F H 0.66 F L F H 0.67 F L F H 0.64 F L F H 0.65 F L F H 0.67 F H F H 0.67 E H F H 0.64 E H F H 0.61 E H F H 0.60 E H 0.99 LNG F (FULL) E (Empty) H L
64 3-31 LNG No. (m) L1 T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L T N N LNG F (FULL) L1 1 E (Empty) L2 2 H L
65 3-32 LNG No. (m) L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F L L2 N F L L1 T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T F H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L N T E H L2 N F L T N N LNG F (FULL) L1 1 E (Empty) L2 2 H L
66 3-33 LNG (m) (m)
67 3-34 LNG (m) (m)
68 3-35 LNG (1) CL DL Roof DL DL Maximum Liquid Level DL DL φ φ Side Wall t=2200 Slurry Wall t= LNG STORAGE TANK Side Wall t=2800 Slurry Wall t= DL Bottom Slab DL DL DL
69 3-36 LNG (m 3 ) 200, ,000 (m) (m) (m) (m) (m) (1) 1) 2) 3) (2) 1) (3.6) )
70 3-37 LNG (1) (2) 5 6
71 3-38 LNG 3 (3.1) LNG 1981 (3,2) LNG (3.3) 1991 (3.4) P.IRAWAN PATH-DEPENDENT NONLINEAR ANALYSIS OF RC SHELLS SUBJECTED TO COMBINED IN-PLANE MEMBRANE AND OUT-OF-PLANE FLEXURAL ACTIONS 1997 No.30 (3,5) LNG 2001 No.679/VI-51 (3.6) LNG 1995
72 4-1 LNG
73 4-2 LNG LNG (1)
74 4-3 LNG 4 (2) (1) (2)
75 4-4 LNG (1) 3 200,000L LNG DL ,140 1,500 2,800 71,540 2,800 1,500 t=167 1,000 1,000 DL DL DL DL φ 70,812 (φ1200) 3,500 t=214 t=150 2,000 2, ,000KL LNG t=208 DL ,000 8, ,
76 4-5 LNG 4 (2) ,700 2,800 1, R2=35770mm ( Rs=37140mm) hw=2800mm R3=38570mm ( Rr=39320mm) hs=1500mm (3) f ck 60N/mm2 51N/mm2 Ec 35kN/mm2 33.2kN/mm2 SD345 Es 200kN/mm2 (4)
77 4-6 LNG 4 D51@192+D41@192=175.0cm2/m D41@205+D41@205=130.7cm2/m (1) DL m 0.5 DL m DL m 1) Pw=-1.0x x( ) = kN/m2 (=41.7 tonf/m2) Pe= kN/m2 (=17.93tonf/m2) Ps= kN/m2 =59.63tonf/m2 2) N=PsRr= x39.320= kN/m 3) N/t= /1.5=-15.33N/mm2 = R0 =Rr = x =-15.45mm mm (2) sh=-13.5x10-5 R1 =sh Rr= =-5.31mm (3) 1) PRE=85.17kN/mm2 (8.685tonf/m2) 2) N=PsR=85.17x39.320= kN/m 3) N/t= /1.5= =17.56N/mm2
78 4-7 LNG 4 = ) R0 =-R = x( )=-2.59mm (-18.05mm) (4) 1)LNG LNG m R0=35,408 R1=35,620 R2=5,770 R3=38,570 R4=40,070 R5=41,070 R6=42, ,800 1,500 1,000 1,000 T2= T5=0 T4=-5.65 T3= T0= ) 16 c=1.0x10-5
79 4-8 LNG 4 -( )x1.0-5 =54.11 x ( )x1.0-5 =32.56 x ( )x1.0-5 =32.56 x ( )x1.0-5 =21.65 x ) R0 =-( )x1.0-5 x37170=-16.11mm R0 =-( )x1.0-5 x39320=-10.66mm 4) ((-27.34)-(-38.11))x1.0-5 =10.77 x1.0-5 ((-27.34)-(-16.56))x1.0-5 = x σ = E C ε = M Z = M bh = 1000 M M = = kn mm m = 2462 kn m m (5) 1) PL=0.475x x( )=199.34kN/m2 PG=23.5kN/m2 2) N=PsR=( )x37.170=8283kN/m
80 4-9 LNG 4 3) N/t= /2.8=2.96N/mm2 = ) R0 =-R = x( )=-2.59mm (1) 1/2 (2) EAw=35N/mm2 x 2800mm x 1000mm = 98,000,000N/m EAs=33.2N/mm2 x 1500mm x 1000mm = 49,800,000N/m K=EAw/(EAw+EAs)= (3)
81 4-10 LNG (kn/m) (knm/m) (x10-5) (kn/m) (knm/m) in out in out mm -5.8mm -5.0mm 5.45mm (4) Es x = 200 kn/mm2 x 5.6 / = 30.2N/mm2 5.6mm N= =3271kN/m M=2462kNm/m 149.7N/mm2<sa=230-30=200N/mm2
82 4-11 LNG 4
83 4-12 LNG (1) (kn/mm2) f'ck=60(kn/mm2) f'ck=51 (kn/mm2) c=0.4 f'ck=60 (kn/mm2) c=2.0 f'ck=60 (kn/mm2) (kn/mm2)
84 4-13 LNG 4 (2) N=-22993kN/m sr1= sr1= x39320=15.45mm (3) wr1= wr1= x37170=5.02mm (4) N=3349kN/m sr2= sr2= x39320=18.05mm (5) 0 N=0 wr2= wr2= x37170=10.03mm (6) 0 N=0 sr3= sr3= x39320=5.06mm =15.05mm
85 4-14 LNG =7.66mm =7.39mm (7) wr3= wr3= x37170=3.76mm (8) LNG 7.3mm 3.5mm 35 (mm)
86 4-15 LNG mm (kn/m) (mm) mm
87 4-16 LNG (kn/m (mm) (kn/m) kN/m 100N/mm2 (ave=0.0005) 8283kN/m (mm)
88 4-17 LNG (N/mm2) mm 42N/mm2 60N/mm2
89 4-18 LNG N/mm2 0.2% 0.8~1.0% A2. LNG (N/mm2) (mm)
90 4-19 LNG N/mm2 1mm (1) µ (2) 0.2 (3)
91 4-20 LNG N/mm 2 200N/mm 2 100N/mm 2 1: kN/mm 2 (kn/m) kN/m 200kN/mm (mm)
92 4-21 LNG 4 RC
93 5-1 LNG
94 5-2 LNG LNG
95 5-3 LNG 5 800kN/m 2 COM LNG 200,000kl LNG FEM Z 180 X 90 0 Y COM3 COM
96 5-4 LNG 5 COM3 3 COM WCOMD 8 2 RC Zone Zone N/mm 2 N/mm N/mm 2 N/mm 2 SD SD SD
97 5-5 LNG DL.-28m 4 m DL.(m) ρ t (ton/m 3 ) 50 (N/mm 2 ) Vs (m/sec) B S B S A 1C A 1S A 2C A 2S D 1S D 3S D 3C k ac
98 5-6 LNG E 50 (kn/m 3 ) (kn/m 3 ) DL.() (N/mm 2 ) K R K θ, K Z K R K θ, K Z , ,300 1, B S , , B S , A 1C , ,100 1,700 A 1S 6.0 1, , A 2C , A 2S ,000 1,000 6,100 2,000 D 1S ,000 3,000 18,000 6,000 D 3S ,600 7,900 47,300 15, D 3C ,700 6,600 39,400 13,100 k ac ,800 28, ,600 57,200 K R K K Z (kn/m 3 ) (kn/m 3 ) K V K R, K K V K R, K 52,600 17, ,100 35,000 K V K R K
99 5-7 LNG Z x100 (kn/m2) X 0 (cm) Y kN/m 2 800kN/m
100 5-8 LNG kN/m kN/m kN/m 2 800N/m (x100kn/m2) kN/m
101 5-9 LNG 5 0.0E+00 x100(kn/m2) E+00 (kn/m) -2.0E E E E E E E E E E E E E E E E+07 (knm/m)
102 5-10 LNG kN/m2 Z X 0 90 Y (x100kn/m2) (1701) (1301) kN/m 2
103 5-11 LNG (kN/m 2 ) (1301) (1) Z E+00 x100 (kn/m2) E X 0 90 Y (kn/m) -4.0E E E E E E E E (1701) (1701)
104 5-12 LNG (kn/m) 0.00E E E E E E E E E E E (kn/m2) (1301) (1301) (2) Z E+00 x100 (kn/m2) X 0 90 Y (k N/m/m) -2.0E E E E E E+07. As= (1701)
105 5-13 LNG 5 50
106 5-14 LNG (1) 2 (2) 70% 1
107 6-1 LNG
108 6-2 LNG
109 6-3 LNG kN/m 2 192kN/m 2 378kN/m 2 40kN/m 2 70kN/m (cm) x10 (kn/m2)
110 6-4 LNG kN/m2 700kN/m (x10kn/m2) E+07 (knm/m) 1.5E E E E (kn/m2)
111 6-5 LNG (x10kn/m2) kN/m2 400kN/m2 700N/m2 900N/m (1) 400kN/m2 500kN/m2
112 6-6 LNG 6 (1) Z 2.0E E X 0 (kn/m) E+04 Y 5.0E E (kn/m2) E+00 (kn/m2) (kn/m) -1.0E E E E E E
113 6-7 LNG (kg/cm) -5.00E E E E E E DL.(cm)
114 6-8 LNG / kN 600kN 1/3 600kN/m2 1/ (kn/m2) kN
115 6-9 LNG kN E E E E E (kn/m2)
116 6-10 LNG E E E E E E E (kn/m2) E E E E E E E+06 (kn/m2)
117 6-11 LNG
118 7-1 LNG
119 7-2 LNG 7 7 LNG 2 300gal NS 300gal scaling 1 (SHAKE) NS (sec.)
120 7-3 LNG SHAKE DL.-20m X / (kn/cm3)
121 7-4 LNG step step 1/10 11step- 1/10 10step 20step step 2 4
122 7-5 LNG X Z X Y X (cm) _disp_X_0 1713_disp_X_ _disp_X_180 Ground_disp_X
123 7-6 LNG E E E E E E E E E E E
124 7-7 LNG 7 cosine sine
125 7-8 LNG (1) (2) Step-10 δe=0*δ L E E E E E E E E E E E+04 Step-15 δe=0.5*δ L2
126 7-9 LNG 7 Step-20 δe=1.0*δ L2 Step-30 δe=2.0*δ L2 Step-40 δe=3.0*δ L2 Step-50 δe=4.0*δ L2
127 7-10 LNG E E E+03 (dgree) (kn/m) 0.00E E E E E E E+04 Disp=0.0*δL2 Disp=0.5*δL2 Disp=1.0*δL2 Disp=1.5*δL2 Disp=2.0*δL2 Disp=2.5*δL2 Disp=3.0*δL
128 7-11 LNG E (kn/m) 8.00E+03 Disp=2.0*δL2 6.00E+03 Disp=1.5*δL2 4.00E E+03 Disp=0.5*δL2 0.00E E E+03 Disp=2.5*δL2 Disp=3.0*δL2 Disp=1.0*δL2-6.00E E E+03 (dgree) E+00 (kn/m) -5.00E E E E+04 Disp=0.5*δL2 Disp=1.0*δL2 Disp=1.5*δL2 Disp=2.0*δL2 Disp=2.5*δL2 Disp=3.0*δL2-2.50E
129 7-12 LNG (1) (1201) E E _ 1201_ (kn/m) -1.0E E E E E (2) (1206)
130 7-13 LNG 7 5.0E E E E+00 (kn/m) -5.0E E E E _ -1.0E E E E E _ -5.0E E E E E+04 (kn/m) 0.0E E E E E _ 1206_ -5.0E
131 7-14 LNG
132 7-15 LNG E E E E E E E E E E E+04
133 7-16 LNG
134 7-17 LNG
135 7-18 LNG 7 0.0E E E _ As 1201_ As -1.0E-04 (kn/m) -1.0E E E E E E E E E E E E E E+00 (kn/m) -5.0E E E E _ -1.0E E E E E As 1206_ -5.0E As -3.0E E
136 7-19 LNG 7 1.5E E E E-03 (kn/m) 5.0E E E E E E _ As 1212_ As E E
137 7-20 LNG E E E E-03 (kn/m) -1.00E E E As -2.00E E E As -2.50E E As -3.00E As -6.00E
138 7-21 LNG (2) (1) 2 (2) (3)
139 7-22 LNG 7 Step-10-7.a.1 2 δe=0*δ L2 Step-20 δe=1.0*δ L2 Step-25 δe=1.5*δ L2
140 7-23 LNG 7 Step-30 δe=2.0*δ L2 Step-40 δe=3.0*δ L2 Step-50 δe=4.0*δ L2
141 7-24 LNG 7 Step-10-7.a.2 2 δe=0*δ L2 Step-20 δe=1.0*δ L2 Step-25 δe=1.5*δ L2
142 7-25 LNG 7 Step-30 δe=2.0*δ L2 Step-40 δe=3.0*δ L2 Step-50 δe=4.0*δ L2
143 8-1 LNG
144 8-2 LNG 8 8 LNG 4567 LNG 8.1 (1) 0.2 (2) (1) (3)
145 8-3 LNG 8 2 (4)
146 8-4 LNG m
147 8-5 LNG
148 8-6 LNG LNG K2 10 (D1D2) S1 S2 S3 D2D3
149 8-7 LNG _K1 _K / _D1 _D2 _D _S1 _S2 _S
150 8-8 LNG (1) (2) (3) (1) (2)
151 8-9 LNG
152 9-1 LNG accountability WCOM COM3 23
153 9-2 LNG LNG JFE JV 3
154 9-3 LNG
155 A1-1 LNG A1. A1 A1.1 A1-2 A1.1.1 A1.1.2 A1.1.3 A1.1.4 A1.1.5 A1.1.6 A1.1.7 A1.2 2 A1-8 A1.2.1 A1.2.2 A1.2.3 A1.2.4 A1.2.5 A1.3 A1-15 A1.3.1 A1.3.2 IASS A1.3.3
156 A1-2 LNG A1. A1. LNG A1.1 A m 8m -A1.1.1
157 A1-3 LNG A1. A A1.1.2 WCOMD-SJ t=2.8m t=8.0m 378kN/m -A A1.1.3 LNG 4 -A A1.1.1 WCOMD 8 2 RC Zone Zone 1
158 A1-4 LNG A1. D51 -A1.1.2 Case-1a Case-2a Case-1b Case-2b -A1.1.3 N/mm 2 N/mm D D51 -A1.1.4 N/mm 2 N/mm 2 SD SD A1.1.3 SD A1.1.4 (1) -A A1.1.2A1.1.3 (2) -A A1.1.6 A1.1.5 (1) -A1.1.6 Case-1a (cm) Case-1b Case-2a Case-2b
159 A1-5 LNG A1. 15 (2) case1a() case1b() (cm) A) -A (cm) -B) case2a() case2b() A a A 2b B-A1.1.6 A A1.1.6 (a) (b)
160 A1-6 LNG A1. 15 (c) a. b. c. b. c. -A1.1.3 A A B case2a case2b case2b -A1.1.6 A mmm
161 A1-7 LNG A1. -A A1.1.7 Case-1a (cm) Case-1b Case-3a Case-3b
162 A1-8 LNG A1. A1.2 2 A1.2.1 (1) PC 1 (L1 ) 2 (L2 ) 2 -A1.1.7A (L2 ) L1 L2 2/3 (2) 1/2 -A1.2.1 (DL.m) Ra L2 Rb Rb/Ra L L L L L L L L L L A1.2.2 (DL.m) Ra L2 Rb Rb/Ra L L L L L A1.2.3 L2 Rb/Ra (DL.m) Ra Rb L L L L L L L L
163 A1-9 LNG A A1.2.1 LNG 3 shell and solid 1/2 L1 1/2 L2 1/2 EL-Centro Taft Hachinohe JMA-Kobe WCOMD 3 ABAQUS 3 shell L2 2 # # 3 COM3 L2 #1#3 3 shell and solid L A1.2.1 A1.2.2
164 A1-10 LNG A1. -A1.2.2 NS ( 300gal scaling) 1 (SHAKE) -A m Spring DL C L R=80 -A A1.2.3 DL+14.4 A1.2.3 (1) 2
165 A1-11 LNG A1. -A A1.2.4 (2) 3 COM3 -A1.1.1 WCOMD A1.2.4 (1) 90 RC -A
166 A1-12 LNG A1. -A1.2.6 kn/m) 8.00E E E E E E E E E+00 ELEM445 ELEM E ELEM442 ELEM445 -A1.2.5 kn) 2.50E E E E E E A A (2) -A A
167 A1-13 LNG A A1.2.5 (1) LNG ABAQUS (2) A A1.2.8
168 A1-14 LNG A1. LNG -A case No (3) -A1.2.9 L2 Vcd / DL (m) DL (m) DL (m) L Rb/Ra Rb/Ra Rb/Ra 1.0 -A1.2.9
169 A1-15 LNG A1. A1.3 A m 2.5m 72m 7m (1) 1 50cm (2) cm 2 -A A
170 A1-16 LNG A1. A1.3.2 IASS (1) IASS IASS 1979 IASSInternational Association for Shell and Spacial Structures RECOMMENDATIONS FOR REINFORCED CONCRETE SHELLS AND FOLDED PLATES 3.5 IASSExplanation of the chapter on stability of the <Recommendations for reinforced concrete shells and folded plates>and a proposal to its improvement, IASS Bulletin,No.77,1981 (A1.6) Critical Critical quadratic Dunkerley formula (1) k P el cr,allow upper Pcr,el 2 k + pl P cr,allow P pl 2 = 1 semi quadratic Dunkerley formula (2) k P el cr,allow upper Pcr,el + k pl P cr,allow P pl 2 = 1 Ppl/Pcr,el)-A A1.3.2
171 A1-17 LNG A1. IASS 2 (P/P pl ) (Ppl/Pcr,el) -A1.3.2 IASS
172 A1-18 LNG A1. A A1.3.2 L.Kollar, E.Dulacska (4.8) -A A A P/Ppl Ppl/Pcr,el Lot No. -A1.3.4
173 A1-19 LNG A1. -A / F pl semi quadratic Dunkerley formura semi quadratic Dunkerley formura F pl / F el -A
174 A1-20 LNG A1. (A1.1) 1991 (A1.2) P.IRAWAN PATH-DEPENDENT NONLINEAR ANALYSIS OF RC SHELLS SUBJECTED TO COMBINED IN-PLANE MEMBRANE AND OUT-OF-PLANE FLEXURAL ACTIONS 1997 No.30 (A1.3) LNG 1999 No.12 (A1.4) (A1.5) (A1.6) IASS E.Dulacska (A1.7) (A1.8) L.Kollar, E.DulacskaBuckling of Shells for Engineers A Wiley-Interscience PublicationJohn Wiley & Sons
175 A2-1 LNG A2. LNG A2 LNG A2.1 A2-2 A2.2 A2-3 A2.3 A2-4 A2.4 A2-5
176 A2-2 LNG A2. LNG A2. LNG A2.1 (1) 20 Q(t)49.03 {1exp(0.545 t )} (2) N/mm kg/m kj/kg W/m kg/m t0.35 f c(t)=5.58 logte+3.17 N/mm t3 f c(t)=17.71 logte t f c(t)=39.64 logte-5.11 N/mm 2 ft(t)0.136 f c(t) Ec(t)9177 f c(t) Ee(t)φ(t) Ec(t) N/mm 2 Ee(t) t φ(t) φ0.44 φ µ/
177 A2-3 LNG A2. LNG (3) 20 (4) A2.2 Y X 7.9 W/m 2
178 A2-4 LNG A2. LNG A2.3 -A A2.3.1
179 A2-5 LNG A2. LNG A2.4 (1) -A2.4.1,-A A2.4.1
180 A2-6 LNG A2. LNG -A2.4.2 (2) -A N/mm (N/mm2) (mm) -A2.4.3
Safety Performance of Steel Deck Plate (Flat Decks) Used for Concrete Slab Moulding CONTENTS 1. Introduction ---------------------------------------------------------------- (2) 2. Flat Decks ------------------------------------------------------------------
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Evaluation of the Social Benefits of the Regional Medical System Based on Land Price Information -A Hedonic Valuation of the Sense of Relief Provided by Health Care Facilities- Takuma Sugahara Ph.D. Abstract
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Arts and Sciences Development and usefulness evaluation of a remote control pressured pillow for prone position 1 36057 2 45258 2 29275 3 3 4 1 2 3 4 Key words: pressured pillow prone position, stomach
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On the Statistical Bias Found in the Horse Racing Data (1) Akio NODA Mathematics Abstract: The purpose of the present paper is to report what type of statistical bias the author has found in the horse
A Nutritional Study of Anemia in Pregnancy Hematologic Characteristics in Pregnancy (Part 1) Keizo Shiraki, Fumiko Hisaoka Department of Nutrition, Sc
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Steel Construction Vol. 6 No. 22(June 1999) Engineering
An Experimental Study on the Shear Strength of Anchor Bolts Embedded in Concrete (Relations Between Shear Strength and Distance Mainly on Base Concrete) Hisao KAWANO Toshiaki TACHIBANA Kanshi MASUDA ABSTRACT
〈論文〉組織改革の成果に関する予備的調査--社内カンパニー制導入が財務的業績に与える影響
Abstract Under the pressure of 10-year long economic decline, Japanese firms are struggling to improve their profitability. As one of the ways to do it, Japanese large firms have begun to reorganize their
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THE INSTITUTE OF ELECTRONICS, INFORMATION AND COMMUNICATION ENGINEERS TECHNICAL REPORT OF IEICE.,, 464 8601 470 0393 101 464 8601 E-mail: matsunagah@murase.m.is.nagoya-u.ac.jp, {ide,murase,hirayama}@is.nagoya-u.ac.jp,
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25 Study on Rating System in Multi-player Games with Imperfect Information 1165069 2014 2 28 2 ( ) i ii Abstract Study on Rating System in Multi-player Games with Imperfect Information Shigehiko MORITA
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ABSTRACT The Social Function of Boys' Secondary Schools in Modern Japan: From the Perspectives of Repeating and Withdrawal TERASAKI, Satomi (Graduate School, Ochanomizu University) 1-4-29-13-212, Miyamaedaira,
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1. Bull. of Nippon Sport Sci. Univ. 40 2 57 68 2011 A consideration on the theory of beauty of rhythmic gymnastics In relation to the code of points Ikuko URATANI Abstract: This research discusses the
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12 Exploration Method of Various Routes with Genetic Algorithm 1010369 2001 2 5 ( Genetic Algorithm: GA ) GA 2 3 Dijkstra Dijkstra i Abstract Exploration Method of Various Routes with Genetic Algorithm
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14 A Method of Article Retrieval Utilizing Characteristics in Newspaper Articles 1055104 2003 1 31 1 1 tf-idf tf-idf i Abstract A Method of Article Retrieval Utilizing Characteristics in Newspaper Articles
EVALUATION OF NOCTURNAL PENILE TUMESCENCE (NPT) IN THE DIFFERENTIAL DIAGNOSIS OF IMPOTENCE Masaharu Aoki, Yoshiaki Kumamoto, Kazutomi Mohri and Kazunori Ohno Department of Urology, Sapporo Medical College
(43) Vol.33, No.6(1977) T-239 MUTUAL DIFFUSION AND CHANGE OF THE FINE STRUCTURE OF WET SPUN ANTI-PILLING ACRYLIC FIBER DURING COAGULATION, DRAWING AND
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Title 社 会 化 教 育 における 公 民 的 資 質 : 法 教 育 における 憲 法 的 価 値 原 理 ( fulltext ) Author(s) 中 平, 一 義 Citation 学 校 教 育 学 研 究 論 集 (21): 113-126 Issue Date 2010-03 URL http://hdl.handle.net/2309/107543 Publisher 東 京
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Examination of the lecture by the questionnaire of class evaluation -Analysis and proposal of result at the first term of fiscal year - Kazuo MORI, Tukasa FUKUSHIMA, Michio TAKEUCHI, Norihiro UMEDA, Katuya
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28 Horizontal angle correction using straight line detection in an equirectangular image
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Instability of Aerostatic Journal Bearings with Porous Floating Bush at High Speeds Masaaki MIYATAKE *4, Shigeka YOSHIMOTO, Tomoaki CHIBA and Akira CH
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16 2 2 i ii TF IDF an analysis of a lecture s structure based on the similarity between the slides used at the lecture Kenji MIKI Abstract In recent years, research of automatic shooting systems is done
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15 Comparison and Evaluation of Dynamic Programming and Genetic Algorithm for a Knapsack Problem 1040277 2004 2 25 n 2 n (Dynamic Programming : DP) (Genetic Algorithm : GA) 2 i Abstract Comparison and
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58 00847 53 * ** ** Journal of Japan Institute of Light Metals, Vol. 58, No. 008, pp. 47 53 Production of aluminum tall container with flange by hydraulic bulging with compression of surrounding material
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Bulletin of Japan Association for Fire Science and Engineering Vol. 62. No. 1 (2012) Development of Two-Dimensional Simple Simulation Model and Evaluation of Discharge Ability for Water Discharge of Firefighting
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JAIS 1 2 1 2 In this paper, we focus on the pauses that partly characterize the utterances of simultaneous interpreters, and attempt to analyze the results of experiments conducted using human subjects
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SUMMARY Although the situation where sufficient food was not supplied for the victims occurred in the Great East Japan Earthquake, this is a serious problem at the time of catastrophic disasters like the