多数アンカー式補強土壁工法
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- ゆずさ わしあし
- 7 years ago
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4 1. (SN ) SS400 ( ) SN400 SM490A ( ) SN490 JIS G 3136:SN JIS G 3136:SN 1) SN (SNR ) (JIS G ) SN SNR490B 1 1SNR490B 2. SN490 SM490A 2) SNR490B SM490 3) 2SNR490B [N/mm 2 ] [N/mm 2 ]
5 3. (a) (SNR490B ) 16mm18mm20mm22mm25mm (b) (SNR490B) M18M20M22M24M27 (c) M18M20M22M24M27 (d) M18M20M22M24M27 (e) (f) M18M20M22M24M27 (g) 3 3 JIS G 3138 SNR490B JIS H 8641 HDZ55 JIS G 3138 SNR490B JIS H 8641 HDZ55 JIS G 3475 STKN400WBSTKN490B JIS H 8641 HDZ55 JIS G 4051 S45C JIS H 8641 HDZ55 JIS G 3101 SS400 JIS H 8641 HDZ55 JIS G 3101 SS400 JIS H 8641 HDZ55 JIS B 1180 JIS B g JIS H 8641 HDZ55 7H JIS H 8641 HDZ55 S45C 2
6 (1) (mm) (2) 2 5 (mm) (mm) (mm) (mm)
7 4 6 (mm) (mm) 18M22 M M27 M (3) 5 7 (mm) (mm) (kn)
8 (4) 6 M18 M20 M22 M24 M L(mm) (M18 ) 80 (M20 ) 80 (M22 ) 80 (M24 ) 80 (M27 ) 90 (5) M18 7 5
9 9 (mm) (mm) (kg) (td) (mm) (HBC) (mm) (td) (mm) M M M M M
10 (6) 2 2 T (mm) (mm) (mm) (mm) 4.5D D D
11 12 (mm) (mm) (mm) (mm) 4.5S S S M M ) (SN ):() ) )
12 SNR490B C kn/m kn/m kn/m kn/m kn/m C kn/m 9
13 H m N H0 m 1m WwukN/m Hk m H1m BG m BL m kn/m kn/m kh kn/m CkN/m m Df DfB bc c c m mkn/m 10
14 FsFs FsFs FsFs FsFs 11
15 12 kn/ mm mm mm mm M M M M M M M M M M M M M M M M M M M M M M T M M T M M M T M M T M M M M M T M M M M M T M
16 3. 1 K cos sin( δ ) sin cos cosδ KA 3 3 / 2 A ( ) cossin cot sec( ) tan( ) sin 3 H m 4 BGmBLm kn/m z kn/m z m BG m 13
17 5 1 HH ( zh ) i K K kn/m KA kn/m z m H m q kn/m 2 i { } ( i) ( i ) (kn/m ) (kn/m ) (kn/m ) 14
18 i kn/m zi m zi m 3 hi i i hi cos H i Li hii kn/ ihi kn/m Hii m Liii m ii kn/ zi i m i Pi Hi Li Phi Ti i (kn/m cos ) (kn/) (kn/) (kn/) 15
19 SNR490B i Ti (kn/) M M M M M M M M M M M M M M M M M M M M SS400 i Ti (kn/) 16 M M M M M M M M M M M M M M M M M M M M
20 Lri m Lr ii m Lr i m m A i h L L ril r i Lr Lr i i Lri Li qpi = KA (Hpi + zi +Hk) + KAqi i kn/ m KA 3 kn/ m H i m zi i m Hk =0.500 i kn/ m 17
21 i zi H i i kn/ m i kn/ m 1 ui C Nc i N i Q ui kn/ m q i kn/ m C kn/ m Nc Nq 2 T i ui i F u Tai i kn/ Q ui kn/ m i m 18
22 A i i m FPu i bi A i (m ) i kn/m Q ui kn/m 2 ai kn/ 3 Ti TaiOK Tia kn/ Tai kn/ i m Li m Li i m 19
23 i bi Li Li i ai kn/ kn/ 1 B m 0 m kn/ m c kn/ m W kn/ m kn/ m Ls m W m P PH P Pcos kn/ m PV P Psin kn/ m 20
24 { C Ls cos W sin( )} cos( ) W2 Ls 2 C B V Fs H ( Wr) C B Fsa Fsa Fsa V kn/m H kn/m B m C kn/m Wr kn/m WrW W kn/m 21
25 1 k C' N' c k ' Df N' ' B N' kn/m u r Qu kn/m k kdfb Df m B m kn/m C kn/m N c N q N r tan H V V VPVWr kn/m H HPH kn/m 2 Qu kn/m Qa kn/m QaQuFkN/m Qu kn/m V QakN/m B 22
26 F V kn/m B m 1 v i sin Hi kn/m Pvi kn/m Pi kn/m u uhi m i zi Pi (kn/m ) sin Hi vi kn/ m 2 VB V B w c v kn/m kn/m w kn/m 23
27 WwWwuHkN/m wu m kn/m uh m c kn/m c cbchc kn/m c kn/m c m c m v kn /m 3 ub kb C' N' c kb ' DfBN' ' c N' r kn/m QuB kn/m kb kabdfbbc DfB DfBDfhc m c m c m C kn/m kn/m tan N c N q N r 4 V B B QBa kn/m bc QBu kn/m QBa kn/m 24
28 QBaQuBF kn/m QuB kn/m F VB kn/m bc m d B m d m M V M knm/m V knm/m TPi ri = Hi L i K P KP u T i = Min ( Ti Ri ) ri kn/m 25
29 T i kn/ ti kn/ uhi m Li m Tai i kn/ FS SS zi m i zi Hi Li Tai ri T i ri kn/ kn/ kn/ kn/ m 2 1 Fs = ( ) Rc l W costan R W sin Fs R m i kn/m i m W i kn/m i 26
30 i 2 Fsmin Fsa MRMT knm /m MD X X Y 1 Y R k h A + tan K E A -<0 sin(-)=0 A KA kh 2 1 HH i K kn/m K ( zh ) K E E 27
31 kn/m z m H m q kn/m 2 i { } ( i) ( i ) i kn/m zi m zi m (kn/m ) (kn/m ) 3) (kn/m ) hi i cos H i Li hii kn/ 28
32 ihi kn/m Hii m Liii m 4) WhiW wu kh H i Li Whi kn/ Hi m Li m Wwu kn/m kh 5) TiP hiw hi Ti kn/ Phi kn/ Whi kn/ i i Pi (kn/m ) cos Hi Li (kn/) Phi (kn/) Whi (kn/) Ti (kn/) 29
33 SNR490B i Ti () M M M M M M M M M M M M M M M M M M M M SS400 i Ti () M M M M M M M M M M M M M M M M M M M M 30
34 i L ril r Lri m Lr i i m Lr i m m AE h i L r i L Lr i Lri Li 1 i K ( Hi zi) K i i kn/ m KAE 3 kn/ m H i m zi i m i kn/ m
35 ui C Nc i N i Q ui kn/ m i zi H i i kn/ m i kn/ m q i kn/ m C kn/ m Nc [ ] Nq [ ] 2 Tai i kn/ Q ui kn/ m i T i ui i F u m A i i m FPu 3 Ti Tai OK 32
36 33 Tia kn/ Tai kn/ i bi Li Li i kn/ i kn/
37 1 2 C B V Fs H C B ( Wr) Fsa khw Fsa Fsa V kn/m H kn/m B m C kn/m Wr kn/m 1 k C' N' c k ' Df N' ' B N' kn/m u r 34
38 Qu kn/m k kdfb Df m B m kn/m C kn/m N c N q N r tan H V V VPVWr kn/m H kn/m HPH kn/m 2 V QakN/m B Qu kn/m Qa kn/m QaQuFkN/m Qu kn/m F V kn/m B m 35
39 1 v i sin Hi kn/m Pvi kn/m Pi kn/m u uhi m i zi Pi (kn/m ) sin Hi vi kn/ m v= 2 V B w c v kn/m VB kn/m w kn/m WwWwuHkN/m wu m kn/m u 36
40 H m c kn/m c cbchc kn/m c kn/m c m c m v kn /m 3 ub kb C' N' c kb ' DfBN' ' c N' r kn/m QuB kn/m kb kabdfbbc DfB DfBDfhcm c m c m C kn/m kn/m tan N c N q N r 4 QBu kn/m QBa kn/m QBaQuBFkN/m V B B QBakN/m bc 37
41 QuB kn/m F VB kn/m bc m d B m d m M V TPi ri = Hi L i K P ri kn/m T i kn/ ti kn/ uhi m 38
42 Li m Tai i kn/ FS SS i zi Hi Li Tai ri T i ri kn/ kn/ kn/ kn/ m 2 1 Fs = R { c l ( W cos kh Wsin ) tan } ( RWsin kh Wy ) Fs R m i kn/m i m W i kn/m i i kh 39
43 yg m 2 Fsmin Fsa MRMT knm /m MD X X Y Y R 40
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63 3 Section 3.1 g 3.1 3.1: : 64 3 g=9.85 m/s 2 g=9.791 m/s 2 36, km ( ) 1 () 2 () 3 9.8 m/s 2 3.2 3.2: : a) b) 5 15 4 1 1. 1 3 14. 1 3 kg/m 3 2 3.3 1 3 5.8 1 3 kg/m 3 3 2.65 1 3 kg/m 3 4 6 m 3.1. 65 5
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arctan arctan arctan arctan 2 2000 π = 3 + 8 = 3.25 ( ) 2 8 650 π = 4 = 3.6049 9 550 π = 3 3 30 π = 3.622 264 π = 3.459 3 + 0 7 = 3.4085 < π < 3 + 7 = 3.4286 380 π = 3 + 77 250 = 3.46 5 3.45926 < π < 3.45927
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Study on Retaining Wall Design For Circular Deep Shaft Undergoing Lateral Pressure During Construction 2003 3 Study on Retaining Wall Design For Circular Deep Shaft Undergoing Lateral Pressure During Construction
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(1.2) T D = 0 T = D = 30 kn 1.2 (1.4) 2F W = 0 F = W/2 = 300 kn/2 = 150 kn 1.3 (1.9) R = W 1 + W 2 = = 1100 N. (1.9) W 2 b W 1 a = 0
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1. 4cm 16 cm 4cm 20cm 18 cm L λ(x)=ax [kg/m] A x 4cm A 4cm 12 cm h h Y 0 a G 0.38h a b x r(x) x y = 1 h 0.38h G b h X x r(x) 1 S(x) = πr(x) 2 a,b, h,π
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構造計算例鉄筋コンクリート造擁壁の構造計算例 1 常時 1-1 設計条件 (1) 擁壁の型式及び高さ型式 : 片持梁式鉄筋コンクリート造 L 型擁壁擁壁の高さ :H'=3.00m 擁壁の全高 :H =3.50m () 外力土圧の作用面は縦壁背面とする 上載荷重 : q=10kn/ mフェンス荷重 ( 水平力 ) : 1kN/ m (3) 背面土土質の種類 : 関東ローム土の単位体積重量 :γs=16.0/
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