Single Box

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1 / / 11116 6 334400996655884488..xxllss//SSuummmmaarryy

SUMMARY OF STRUCTURAL CALCULATION OF PROTECTOR BOX SUMMARY OF STRUCTURAL CALCULATION OF PROTECTOR BOX

1 D

1 Deessiiggn n DDiimmeennssiioonns s aannd d BBaar r AArrrraannggeemmeennttss CCaasss s I I RRooaad d !!BBMM11""""##

B1.1 x H1.0 B1.1 x H1.0 C Clleeaarrwwiiddtthh mm 11..1100 C Clleeaarrhheeiigghhtt mm 11..0000 H Heeiigghhttooffffiilllleett mm 00..1155 T

Thhiicckknneessss SSiidde e wwaallll ccmm 2200..00 T

Tooppssllaabb ccmm 2200..00 B

Boottttoommssllaabb ccmm 2200..00

Co

Coeer of rr of reineinfoforcercemement bant barr !b!betwetweeeen con concrncrete sete s"r"rfacface and ce and cenenter oter of reif reinfonforcercemement bant bar#r# S

Siidde e wwaallll $$""ttssiiddee ccmm 55..00 %%nnssiiddee ccmm 55..00 T

Toop p ssllaabb &&ppppeerr ccmm 55..00 '

'oowweerr ccmm 55..00 B

Boottttoom m ssllaabb ''oowweerr ccmm 55..00 &

&ppppeerr ccmm 55..00

B

Baar r aarrrraannggeemmeenntt !!ddiia a ( ( ssppaacciinng g ppeer r ""nniit t lleennggtth h oof f 11..0 0 mm##

S

Siidde e wwaallll ''oowweer r oo""ttssiiddee TTeennssiille e bbaarr mmmm )

)iissttrriibb""ttiioon n bbaarr mmmm *

*iiddddlle e iinnssiiddee TTeennssiille e bbaarr mmmm )

)iissttrriibb""ttiioon n bbaarr mmmm &

&ppppeer r oo""ttssiiddee TTeennssiille e bbaarr mmmm )

)iissttrriibb""ttiioon n bbaarr mmmm

T

Toop p ssllaabb &&ppppeer r eeddggee TTeennssiille e bbaarr mmmm )

)iissttrriibb""ttiioon n bbaarr mmmm '

'oowweer r mmiiddddllee TTeennssiille e bbaarr mmmm )

B

Boottttoom m ssllaabb ''oowweer r eeddggee TTeennssiille e bbaarr mmmm )

)iissttrriibb""ttiioon n bbaarr mmmm &

&ppppeer r mmiiddddllee TTeennssiille e bbaarr mmmm )

+

+iilllleett &&ppppeer r eeddggee ++iilllleet t bbaarr mmmm '

'oowweer r eeddggee ++iilllleet t bbaarr mmmm

$

$ DesigDesign n ParamParameterseters

&

&nniitt,,eeiigghhtt --eeiinnffoorrcceeddCCoonnccrreettee 22.. B

Baacckkffiillllssooiill !!wweett## 11..// !!ss""bbmmeerrggeedd## 11..00

'

'iiee''ooaadd CCllaassssooffrrooaadd CCllaassss%% !!BB**110000## T

Trr""cck k llooaad d aat t rreeaar r wwhheeeell  1100..00 ttf f %%mmppaacct t ccooeeffffiicciieenntt !!ffoor r CCllaasss s % % tto o %%  rrooaadd## CCii 00..33

0.0 0.0 

eeddeessttrriiaan n llooaadd !!ffoor r CCllaasss s   rrooaaddss## 00

C

Coonnccrreettee ))eessiiggnnSSttrreennggtthh 114455 !!114455## 66lllloowwaabblle e CCoommpprreessssiie e SSttrreessss 7700

6

6lllloowwaabblle e SShheeaarriinng g SSttrreessss 55..55

--eeiinnffoorrcceemmeennt t BBaarr 66lllloowwaabblle e TTeennssiille e SSttrreessss 11880000 !!&&228 8 ddeeffoorrmmeed d bbaarr## 9iieelld9 diinng g ooiinnt t oof f --eeiinnffoorrcceemmeennt t BBaarr 3388000000

9

9oo""nngg::ss**oodd""ll""ss--aattiioo nn 22

C

Cooeeffffiicciieennt t oof f ssttaattiic c eeaarrtth h pprreessss""rree aa 00..55 T;pe of box c"lert

T;pe of box c"lert

12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 12@150 γ γ cc tf<mtf<m33 γ γ _ss _tf<m_tf<m33 γ γ _ss:: _tf<m_tf<m33 !)=.0m# !)=.0m# !)>.0m# !)>.0m# tf<m tf<m22 σ σckck kgf<cmkgf<cm22 σ σcaca kgf<cmkgf<cm22 ττaa kgf<cmkgf<cm22 σ σsasa kgf<cmkgf<cm22 σ σs;s; kgf<cmkgf<cm22

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S

STTRRUUCCTTUURRAAL L CCAALLCCUULLAATTIIOON N OOF F PPRROOTTEECCTTOOR R BBOOXX TT%%&&ee' ' BB11((11""m m ) ) **11((""""mm Soi Co+er De&t,'

Soi Co+er De&t,' 1

1 DimeDimensionnsions and Parames and Parametersters

Basic Parameters Basic Parameters



aa@@ CCooeeffffiicciieennt ot of sf sttaattiic ec eaarrtth ph prreessss""rree &nit weight of water !t<m3# &nit weight of water !t<m3# &nit weight of soil

&nit weight of soil !dr;# !t<m3#!dr;# !t<m3# &nit weight of soil !sat"rated# !t<m3# &nit weight of soil !sat"rated# !t<m3# &nit weight of reinforced concrete !t<m3# &nit weight of reinforced concrete !t<m3# Concrete )esign Strength

Concrete )esign Strength 6llowable Stress of Concrete 6llowable Stress of Concrete

6llowable Stress of -einforcement Bar 6llowable Stress of -einforcement Bar 6llowable Stress of Shearing

6llowable Stress of Shearing !Concrete#!Concrete# 9ielding oint of -einforcement Bar 9ielding oint of -einforcement Bar n

n@@ 99oo""nngg::s s **oodd""ll""s s --aattiioo +

+aa@@ SSaaffeett; ; ffaaccttoor r aaggaaiinnsst t ""pplliifftt Basic Dimensions

Basic Dimensions H

H@@ %%nntteerrnnaal l HHeeiigghht t oof f BBoox x CC""lleerrtt B

B@@ %%nntteerrnnaal l ,,iiddtth h oof f BBoox x CC""lleerrtt H

Hff@@ ++iilllleet t HHeeiigghhtt

tt11@@ TThhiicckknneesss s oof f SSiidde e ,,aallll tt22@@ TThhiicckknneesss s oof f TToop p SSllaabb

tt33@@ TThhiicckknneesss s oof %f %nneerrt t !!BBoottttoom m SSllaabb## B

BTT@@ AArroosss s ,,iiddtth h oof f BBoox x CC""lleerrtt H

HTT@@ AArroosss s HHeeiigghht t oof f BBoox x CC""lleerrtt )

)@@ CCooeerriinng g ))eepptthh A

Awwdd@@ &&nnddeerrggrroo""nnd d ,,aatteer r ))eepptthh ffoor r CCaasse e 118 8 22 h

hiiww@@ %%nntteerrnnaal l ,,aatteer r ))eepptthh ffoor r CCaasse e 118 8 22 for Case 38  for Case 38  Coer of -(bar

Coer of -(bar Basic Conditions Basic Conditions Top

Top Slab Slab d2d2 0.050.05 mm CCllaassssiiffiiccaattiioon n oof f ''iie e llooaad d bb; ; ttrr""cckk CCllaassss Side ,

Side ,all all d1d1 0.050.05 mm TT**@@ TTrr""cck k llooaad d oof f **iiddddlle e TTiirree Bottom

Bottom Slab Slab d3d3 0.050.05 mm %%ii@@

aamm@@ AArroo""nnd cd coonnttaacct lt leennggtth oh of *f *iiddddlle e TTiirree bm@

bm@ Aro"nd contact wAro"nd contact width of *iddle Tidth of *iddle Tireire 

TT--@@ TTrr""cck k llooaad d oof f --eeaar r TTiirree

aarr@@ AArroo""nnd d ccoonnttaacct t lleennggtth h oof f --eeaar r TTiirree br@

br@ Aro"nd contact wAro"nd contact width of -ear idth of -ear TireTire 

TT++@@ TTrr""cck k llooaad d oof f ++rroonnt t wwhheeeell

aaff@@ AArroo""nnd d ccoonnttaacct t lleennggtth h oof f ++rroonnt t TTiirree bf@

bf@ Aro"nd contact wAro"nd contact width of +ront Tidth of +ront Tireire 

pp@@ eeddeessttrriiaan n llooaadd

Dimension o- -rame Dimension o- -rame

H

H00@@ HHeeiigghht t oof f ffrraammee tt22<<2 2   H H   tt B

B00@@ ,,iiddtthhooffffrraammee BBtt11 )

)11@@ CCooeerriinng g ddeepptth h aat t mmiiddddlle e oof f ttoop p ssllaabb ) )   tt22<<22 γ γ w@w@ γ γ d@d@ γ γ s@s@ γ γ c@c@ σ σck@ck@ σ σcaca σ σsa@sa@ ττa@a@ σ σs;@s;@ %mpact coefficient !) %mpact coefficient !)≧≧.0m@08 )=[email protected]#.0m@08 )=[email protected]# B0 B0 H0 H0 t2 t2 H H t3 t3 tt11 BB tt11 )1 )1 H H BT BT B B t1 t1 t1t1 t3 t3 HT HT Hf Hf Hf Hf t2 t2 ) ) Awd Awd

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<117 !1#30?75//.xls8'oad

Load distri./tion o- tr/0 tire

!1# *iddle tire:s acting point@ center of the top slab a# distrib"ted load of middle tire

tm@ distrib"ted load of middle tire 2T*!1%i#<!am:bm:#  1.547 am:@ length of distrib"ted load 2)1.45bm  5.250

bm:@ width of distrib"ted load 2)am  3.200

b# distrib"ted load of rear tire

tr@ distrib"ted load of rear tire not reach to top slab 0.0000 ar:@ length of distrib"ted load 2)1.45br  5.250

br:@ width of distrib"ted load 2)ar  3.200

c# distrib"ted load of front tire

tf@ distrib"ted load of front tire not reach to top slab 0.0000 af:@ length of distrib"ted load 2)1.45bf  5.250

bf:@ width of distrib"ted load 2)af  3.200

!2# *iddle tire:s acting point@ on the side wall a# distrib"ted load of middle tire

tm@ distrib"ted load of middle tire 2T*!1%i#<!am:bm:#  1.547 am:@ length of distrib"ted load 2)1.45bm  5.250

b# distrib"ted load of rear tire

tr@ distrib"ted load of rear tire not reach to top slab 0.0000 ar:@ length of distrib"ted load 2)1.45br  5.250

!3# -ear tire:s acting point@ on the side wall a# distrib"ted load of rear tire

tr@ distrib"ted load of rear tire 2T-!1%i#<!ar:br:#  1.547 ar:@ length of distrib"ted load 2)1.45br  5.250

b# distrib"ted load of middle tire

tm@ distrib"ted load of middle tire not reach to top slab 0.0000 am:@ length of distrib"ted load 2)1.45bm  5.250

!# Combination of load distrib"tion of track tire

Case.'1@ t1  1.547 tf<m28 B  1.300 m Combination for Case.'2 t2  0.0000 tf<m28 B  0.000 m

Case.'2@ t1  1.547 tf<m28 B  1.300 m )istrib"ted load total

t2  0.0000 tf<m28 B  0.000 m Select the combination case of for Case.'28 which is the largest load %n case of coering depth !)# is oer 3.0m8 "niform load of 1.0 tf<m2 is applied on the top slab of c"lert instead of lie load calc"lated aboe.

Distri./tion oad .% &edestrian oad

t1  0.000 tf<m2

$ Sta.iit% Ana%sis Against U&i-t

6nal;sis is made considering empt; inside of box c"lert.

+sd<&>+a +s 3.122? >1.2 ok

where8 d@ Total dead weight !t<m# d 7.55/ tf<m &@ Total "plift !t.m#

& 2.100 tf<m

,s@ ,eightofcoeringsoil ,s  .050

,c@ Selfweightofboxc"lert ,c  2.50/

&BTDHTDγ w

BTDE!)(Awd#D!γ s−γ w#AwdDγ dF !HTDBT(HDB2DHfG2#Dγ c

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7<117 !1#30?75//.xls8'oad 2 Load 0a0/ation

Case 1' Bo) C/+ert Inside is Em&t%3 Undergro/nd 4ater /& to To& sa.3 Tra0 oad Case( L1

1# +erti0a oad against to& sa.

6cting'oad !tf<m2# ,top 0.5?5 dAwdDgd!)(Awd#Dgs d 2.4000 t1 t1 1.547 t2 t2 0.0000 1 ./30

$# ,ori5onta oad at to& o- side 6a

6cting 'oad !tf<m2# Horiontal press"re b; track tire

1aDwe1 1 0.443/ we1 1.547 tf<m2 2aDwe2 2 0.0000 we2 0.0000 tf<m2 3aDgdDAwd 3 1.3500 aDgsD!)1(Awd#  0.1000 5gwD!)1(Awd# 5 0.1000 h1 2.323/

2# ,ori5onta oad at .ottom o- side 6a

6cting'oad !tf<m2# 1aDwe1 1 0.443/ 2aDwe2 2 0.0000 3 1.3500  1.3000 5 1.3000 h2 .423/

7# se- 6eig,t o- side 6a

6cting'oad !tf<m# ,sw 0./00 8# gro/nd rea0tion 6cting'oad !tf<m2# ,bot 0.5?5 ,top ,top 0.5?5 ,s,swD2<B0 ,s 0.43/5 d d 2.4000 t1 t1 1.547 t2 t2 0.0000

,iw 0.0000 hiw@intern

&p(&<B0 & (1.715 I .5715

s/mmar% o- resistan0e moment

%tem  H x ; *

!tf<m# !tf<m# !m# !m# !tf.m<m# acting poin Self weight top slab 0.440 ( 0.7500 ( 0.5031

side wall !left# 0./00 ( 0.0000 ( 0.0000 e  B0<2 ( side wall !right# 0./00 ( 1.3000 ( 0.720

inert 0.440 ( 0.7500 ( 0.5031 gro"nd reac

load on top slab d 3.5100 ( 0.7500 ( 2.2/15

t1 2.011? ( 0.7500 ( 1.3044

t2 0.0000 ( 0.7500 ( 0.0000

soil press"re side wall !left# ( .22/7 ( 0.531? 2.2?1 side wall !right# ( (.22/7 ( 0.531? (2.2?1

internalwater 0.0000 ( 0.7500 ( 0.0000

"plift (2.1000 ( 0.7500 ( (1.3750

total 5.?2?? 3./5

9# oad against in+ert

6cting 'oad !tf<m2# d 2.4000 t1 1.547 t2 0.0000 ,top 0.5?5 ,s 0.43/5  5.5/15 ,top !t2DBTHfG2#Dγ c<B0 3aDγ dDAwd aDγ sD!)1H0(Awd# 5γ wD!)1H0(Awd# ,swt1DHDγ c ,bot!t3DBTHfG2#Dγ c<B0 ,iw!hiwDB(2HfG2#Dγ w<B0 J  Σ*<Σ 1  Σ<Bo 2  Σ<Bo

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/<117 !1#30?75//.xls8'oad Case $' Bo) C/+ert Inside is Em&t%3 Undergro/nd 4ater /& to To& sa.3 Tra0 oad Case( L$

6cting'oad !tf<m2# ,top 0.5?5 dAwdDgd!)(Awd#Dgs d 2.4000 t1 t1 1.547 t2 t2 0.0000 1 ./30 $# ,ori5onta oad at to& o- side 6a

1aDwe1 1 0.443/ we1 1.547 tf<m2 2aDwe2 2 0.0000 we2 0.0000 tf<m2 3aDgdDAwd 3 1.3500 aDgsD!)1(Awd#  0.1000 5gwD!)1(Awd# 5 0.1000 h1 2.323/ 2# ,ori5onta oad at .ottom o- side 6a

6cting'oad !tf<m2# 1aDwe1 1 0.443/ 2aDwe2 2 0.0000 3 1.3500  1.3000 5 1.3000 h2 .423/ 7# se- 6eig,t o- side 6a

,iw 0.0000 hiw@intern

&p(&<B0 & (1.715

I .5715 s/mmar% o- resistan0e moment

%tem  H x ; *

!tf<m# !tf<m# !m# !m# !tf.m<m# acting point

Self weight top slab 0.440 ( 0.7500 ( 0.5031

inert 0.440 ( 0.7500 ( 0.5031 gro"nd reac

load on top slab d 3.5100 ( 0.7500 ( 2.2/15

t1 2.011? ( 0.7500 ( 1.3044

t2 0.0000 ( 0.7500 ( 0.0000

soil press"re side wall !left# ( .22/7 ( 0.531? 2.2?1 side wall !right# ( (.22/7 ( 0.531? (2.2?1

internalwater 0.0000 ( 0.7500 ( 0.0000

"plift (2.1000 ( 0.7500 ( (1.3750

total 5.?2?? 3./5

6cting 'oad !tf<m2# d 2.4000 t1 1.547 t2 0.0000 ,top 0.5?5 ,s 0.43/5 total  5.5/15 ,top !t2DBTHfG2#Dγ c<B0 3aDγ dDAwd aDγ sD!)1H0(Awd# 5γ wD!)1H0(Awd# ,swt1DHDγ c ,bot!t3DBTHfG2#Dγ c<B0 ,iw!hiwDB(2HfG2#Dγ w<B0 J Σ*<Σ 1 Σ<Bo 2 Σ<Bo

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Case 2' Bo) C/+ert Inside is F/3 Undergro/nd 4ater /& to in+ert3 Tra0 oad Case( L1

6cting'oad !tf<m2# ,top 0.5?5 d 2.4000 t1 t1 1.547 t2 t2 0.0000 1 ./30 $# ,ori5onta oad at to& o- side 6a

1aDwe1 1 0.443/ we1 1.547 tf<m2

2aDwe2 2 0.0000 we2 0.0000 tf<m2

3 1.00  0.0000 h1 2.213/ 2# ,ori5onta oad at .ottom o- side 6a

6cting'oad !tf<m2# 1aDwe1 1 0.443/ 2aDwe2 2 0.0000 3 2.5200  (1.0000 h2 2.2?3/ 7# se- 6eig,t o- side 6a

,iw 0./115 hiw@intern

&p0 & 0.0000

I 7.?// s/mmar% o- resistan0e moment

%tem  H x ; *

!tf<m# !tf<m# !m# !m# !tf.m<m# acting poin

Self weight top slab 0.440 ( 0.7500 ( 0.5031

inert 0.440 ( 0.7500 ( 0.5031 gro"nd reac

load on top slab d 3.5100 ( 0.7500 ( 2.2/15

t1 2.011? ( 0.7500 ( 1.3044

t2 0.0000 ( 0.7500 ( 0.0000

soil press"re side wall !left# ( 2.407 ( 0.5?75 1.7131 side wall !right# ( (2.407 ( 0.5?75 (1.7131

internalwater 1.0550 ( 0.7500 ( 0.7/5/

"plift 0.0000 ( 0.7500 ( 0.0000

total ?.0/? 5.?052

6cting 'oad !tf<m2# d 2.4000 t1 1.547 t2 0.0000 ,top 0.5?5 ,s 0.43/5 total  5.5/15 ,top !t2DBTHfG2#Dγ c<B0 d)Dγ d 3aDγ dD)1 ,(γ wD0 3aDγ dD!)1H0# ,(γ wDH ,swt1DHDγ c ,bot!t3DBTHfG2#Dγ c<B0 ,iw!hiwDB(2HfG2#Dγ w<B0 J Σ*<Σ 1 Σ<B 2 Σ<B

(11)

10<117 !1#30?75//.xls8'oad Case 7' Bo) C/+ert Inside is F/3 Undergro/nd 4ater /& to in+ert3 Tra0 oad Case( L$

6cting'oad !tf<m2# ,top 0.5?5 d 2.4000 t1 t1 1.547 t2 t2 0.0000 1 ./30

$# ,ori5onta oad at to& o- side 6a

1aDwe1 1 0.443/ we1 1.547 tf<m2

2aDwe2 2 0.0000 we2 0.0000 tf<m2

3 1.00  0.0000 h1 2.213/

2# ,ori5onta oad at .ottom o- side 6a

6cting'oad !tf<m2# 1aDwe1 1 0.443/ 2aDwe2 2 0.0000 3 2.5200  (1.0000 h2 2.2?3/

7# se- 6eig,t o- side 6a

,iw 0./115 hiw@intern

&p0 & 0.0000

I 7.?//

s/mmar% o- resistan0e moment

%tem  H x ; *

!tf<m# !tf<m# !m# !m# !tf.m<m# acting point Self weight top slab 0.440 ( 0.7500 ( 0.5031

inert 0.440 ( 0.7500 ( 0.5031 gro"nd reac

load on top slab d 3.5100 ( 0.7500 ( 2.2/15

t1 2.011? ( 0.7500 ( 1.3044

t2 0.0000 ( 0.7500 ( 0.0000

soil press"re side wall !left# ( 2.407 ( 0.5?75 1.7131 side wall !right# ( (2.407 ( 0.5?75 (1.7131

internalwater 1.0550 ( 0.7500 ( 0.7/5/

"plift 0.0000 ( 0.7500 ( 0.0000

total ?.0/? 5.?052

6cting 'oad !tf<m2# d 2.4000 t1 1.547 t2 0.0000 ,top 0.5?5 ,s 0.43/5 total  5.5/15

S/mmar% o- Load Ca0/ation

,top !t2DBTHfG2#Dγ c<B0 d)Dγ d 3aDγ dD)1 ,(γ wD0 3aDγ dD!)1H0# ,(γ wDH ,swt1DHDγ c ,bot!t3DBTHfG2#Dγ c<B0 ,iw!hiwDB(2HfG2#Dγ w<B0 J  Σ*<Σ 1  Σ<Bo 2  Σ<Bo

(12)

%tem 1 h1 h2  ,sw 1 Case !tf<m2# !tf<m2# !tf<m2# !tf<m2# !tf<m# !tf<m2# Case.1 ./30 2.323/ .423/ 5.5/15 0./00 .5715 Case.2 ./30 2.323/ .423/ 5.5/15 0./00 .5715 Case.3 ./30 2.213/ 2.2?3/ 5.5/15 0./00 7.?// Case. ./30 2.213/ 2.2?3/ 5.5/15 0./00 7.?//

(13)

12<117 !1#30?75//.xls8'oad Cass I Road 1(8 m 0.5 1.00 t<m3 1./0 t<m3 2.00 t<m3 2.0 t<m3 145 kgf<m2 70 kgf<m2 100 kgf<m2 5.5 kgf<m2 3000 kgf<m2 2 1.2 1.00 m 1.10 m 0.15 m 0.20 m 0.20 m 0.20 m 1.50 m 1.0 m 1.50 m 1.50 m ! )# 0.00 m 1.00 m 1 10.00 t 0.3 0.20 m 0.50 m 10.00 t 0.20 m 0.50 m 2.50 t 0.20 m 0.50 m 0.00 t<m2 3<2 1.200 m 1.300 m 1.700 m !> 0.25m# !> 0.25m# !> 0.25m#

(14)

tf<m28 B  1.300 m m m tf<m28 B  0.000 m m m tf<m28 B  0.000 m m m tf<m28 B  1.300 m m m tf<m28 B  0.000 m m m tf<m28 B  0.000 m m m tf<m28 B  1.300 m m m tf<m28 B  0.000 m m m tf<m28 B  0.000 m m m !2# !2# !3# !3# a#  b# a#  c# a#  b# a#  c# 1.547 1.547 1.547 1.547 1.547 tf<m28 o the top slab.

tf<m tf<m

(15)

(16)

l water depth 0.00 m of res"ltant force 0.750 m  0.000 m tion .5715 tf<m2 .5715 tf<m2   7Σe<BoG2  ( 7Σe<BoG2 

(17)

(18)

l water depth 0.00 m of res"ltant force 0.7500 m  0.0000 m tion .5715 tf<m2 .5715 tf<m2   7Σe<BoG2  ( 7Σe<BoG2 

(19)

1/< 117 !1#30?75//.xls8 'oad l water depth 1.000 m of res"ltant force 0.7500 m  0.0000 m tion 7.?// tf<m2 7.?// tf<m2   7Σe<BoG2  ( 7Σe<BoG2 

(20)

l water depth 1.000 m of res"ltant force 0.7500 m  0.0000 m tion 7.?// tf<m2 7.?// tf<m2   7Σe<BoG2  ( 7Σe<BoG2 

(21)

(22)

7 Ana%sis o- Pane Frame

Case 1' Bo) C/+ert Inside is Em&t%3 Undergro/nd 4ater /& to To& sa.3 Tra0 oad Case( L1

1# Calc"lation of 'oad Term

h1 Horiontal ress"re at top of side wall 2.32

h2 Horiontal ress"re at bottom of side wall .42

1 ertical ress"re!1# on top slab ./3

2 ertical ress"re!2# on top slab 0.000

 -eaction to bottom slab 5.5/1

a )istance from Loint B to far end of 2 1.300 m

b )istance from Loint B to near end of 2 0.000 m

H0 Height of plane frame 1.200 m

B0 ,idthofplaneframe 1.300 m

t1 Thickness of side wall 0.200 m

t2 Thicknessoftopslab 0.200 m

t3 Thickness of inert !bottom slab# 0.200 m

   

2# Calc"lation of Bending *oment at Loint

k1  1.0  0.?231  0.?231 k1 0 k3 _(3k1 k1 k2 0 (3k1 0 k2 _k1 _(3k1 _ k3 ₀ _k1 _(3k1 k1 k1 k1 k1 (k1 - 0

6s load has bilateral s;mmetr;8 the e"ation shown below is formed.

- 0 2k1k3 k1 = k1 2k1k2 2.?231 1.0 = (0.333??21 1.0 2.?231 0.2/4???21

B; soling aboe e"ation8 the res"lt is led as shown below.

tf<m2 tf<m2 tf<m2 tf<m2 tf<m2 C_6B  C_)C  !2h13h2#H₀2_<70 C_B6  C_C)  !3h12h2#H₀2_<70 C_BC  C_CB  1B₀2_{<12  E!a}2_(b2_#B 0 2_{<2 ( 2B} 0!a 3_(b3_{#<3  !a}_(b_{#<F2<B} 0 2 C₎₆  C₆₎  B₀2_<12 k2  H0t₂3_<!B0t 1 3_# k3  H0t₃3_<!B0t 1 3_# 2!k1k3# θ₆ C_6B ( C₆₎ 2!k1k2# θ_B C_BC ( C_B6 2!k1k2# θ_C C_C) ( C_CB 2!k1k3# θ₎ C₎₆ ( C_)C θ₆  (θ₎ θ_B  (θ_C θ₆ C_6B ( C₆₎ θ_B C_BC ( C_B6 θ₆ θ_B B 6 !t1# H0

(23)

22<117 !2#30?75//.xls*SK

 (0.1744  (0.155?1

 0.155?1  0.1744

θ₆ θ_C

(24)

 (0.7312  0.53/1  (0.53/1  0.53/1  (0.53/1  0.7312  (0.7312  0.7312

2# Calc"lation of )esign +orce 2(1# Side ,all in left

a# Shearing +orce at Loint

w1 'oadatend6 .42

w2 'oadatendB 2.32

Bending moment at end 6 (0.7312

Bending moment at end B 0.53/1

' 'ength of member !H0# 1.200 m

ch rotectie coering height 0.050 m

t Thickness of member !height# 0.200 m

d Mffectie height of member 0.150 m

 2.32 tf

 (1.4?4 tf

b# Shearing +orce at 2d point from Loint

Shearing force at the point with a distance of 2d from Loint is calc"lated b; following e"ation.

!i# %n case of x1  0.300 m Sx1  1.105 tf !ii# %n case of x2  0.?00 m Sx2  (1.010 tf c# Bending *oment  (0.731  (0.53/

The maxim"m bending moment occ"rs at the point of that shearing force e"al to ero.

 2.31? (.423/ x  1.0000 x2 8 x 

Bending moment at x  0.5//0 m isN

 0.050 *_6B  k1!2θ₆ θ_B# ( C_6B tf ･m *_B6  k1!2θ_Bθ₆#C_B6 tf ･m *_BC  k2!2θ_Bθ_C# ( C_BC tf ･m *_CB k2!2θ_Cθ_B#C_CB tf ･m *_C)  k1!2θ_Cθ₎# ( C_C) tf ･m *_)C k1 !2θ₎ θ_C#C_)C tf ･m *₎₆  k3!2θ₎θ₆# ( C₎₆ tf ･m *₆₎  k3!2θ₆θ₎#C₆₎ tf ･m tf<m2 tf<m2 *_6B tf ･m *_B6 tf ･m S_6B  !2w1w2#'<7 ( !*_6B*_B6#<' S_B6  S_6B ( '!w1w2#<2 Sx  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *6  *_6B tf ･m *B  (*_B6 tf ･m Sx  0  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *max  S_6Bx ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} 6B tf ・m w1 w1 w1 w2 w1 w1

(25)

(26)

2(2# Top Slab

w1 &niformload ./3

w2 &niformload 0.000

a )istance from end B to near end of w2 0.000 m

b 'ength of "niform load w2 1.300 m

Bending moment at end B (0.53/1

Bending moment at end C 0.53/1

' 'ength of member !Bo# 1.300 m

 3.1/ tf

 (3.1/ tf

in case of 0.000 m <= x <= _{1.300 m} !i# %n case of x1  0.300 m Sx1  1.7?5 tf !ii# %n case of x2  1.000 m Sx2  (1.7?5 tf c# Bending *oment  (0.53/  (0.53/

The maxim"m bending moment occ"rs at the center of member d"e to s;mmetr; loading distrib"tion.

Bending moment at x  0.750 m isN

 0./5

2(3# Side ,all in right

w1 'oadatendC 2.32

w2 'oadatend) .42

Bending moment at end C (0.53/1

Bending moment at end ) 0.7312

 1.4?4 tf tf<m2 tf<m2 *_BC _tf･m *_CB tf ･m S_BC  !w1'w2b#<2(!*_BC*_CB#<' S_CB  S_BC (w1' ( w2b Sx  S_BC ( w1x ( w2!x(a# *B  *_BC tf ･m *C  (*_CB tf ･m *max  S_BCx ( w1x2_{<2 ( w2!x(a#}2_{<2  *} BC tf ・m tf<m2 tf<m2 *_C) tf ･m *_)C tf ･m S_C)  !2w1w2#'<7 ( !*_C)*_)C#<' b a w1 x *_BC B *_C) *_)C x ' C )

(27)

27<117 !2#30?75//.xls*SK

 (2.32 tf

(28)

!i# %n case of x1  0.300 m Sx1  1.010 tf !ii# %n case of x2  0.?00 m Sx2  (1.105 tf c# Bending *oment  (0.53/  (0.731

 1.4?74 (2.323/ x (1.0000 x2 8 x 

 0.0?/7

2(# Bottom Slab

w1 -eaction at end ) 5.5/1

w2 -eaction at end 6 5.5/1

Bending moment at end B (0.73122

Bending moment at end C 0.73122

' 'ength of member !B0# 1.300 m

 3.72/ tf

 (3.72/ tf

!i# %n case of x1  0.300 m Sx1  1.?5 tf !ii# %n case of x2  1.000 m Sx2  (1.?5 tf c# Bending *oment  (0.731  (0.731

The maxim"m bending moment occ"rs at the point of that shearing force e"al to ero. Sx  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *C  *_C) tf ･m *)  (*_)C tf ･m Sx  0  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *max  S_C)x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} C) tf ・m tf<m2 tf<m2 *₎₆ tf ･m *₆₎ tf ･m S₎₆  !2w1w2#'<7 ( !*₎₆*₆₎#<' S₆₎  S₎₆ ( '!w1w2#<2 Sx  S₎₆( w1x ( !w2 ( w1#x2_<!2'# *)  *₎₆ _tf･m *6  (*₆₎ tf ･m Sx  0  S₎₆ ( w1x ( !w2 ( w1#x2_<!2'# x w2 6 *₆₎

(29)

2/<117 !2#30?75//.xls*SK

 3.72/0 (5.5/15 x 8 x 

 0.5/

*max  S₎₆x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *}

(30)

Case $' Bo) C/+ert Inside is Em&t%3 Undergro/nd 4ater /& to To& sa.3 Tra0 oad Case( L$

h2 Horiontal ress"re at bottom of side wall .42

   

k1  1.0  0.?230/  0.?230/ k1 0 k3 _(3k1 k1 k2 ₀ _(3k1 0 k2 _k1 _(3k1 _ k3 ₀ _k1 _(3k1 k1 k1 k1 k1 (k1 - 0

- 0 2k1k3 k1 = k1 2k1k2 2.?231 1.0 = (0.333??21 1.0 2.?231 0.2/4???21

 (0.1744  (0.155?1  0.155?1  0.1744 tf<m2 tf<m2 tf<m2 tf<m2 tf<m2 C_6B  C_)C  !2h13h2#H₀2_<70 C_B6  C_C)  !3h12h2#H₀2_<70 C_BC  C_CB  1B₀2_{<12  E!a}2_(b2_#B 0 2_{<2 ( 2B} 0!a 3_(b3_{#<3  !a}_(b_{#<F2<B} 0 2 C₎₆  C₆₎  B₀2_<12 k2  H0t₂3_<!B0t 1 3_# k3  H0t₃3_<!B0t 1 3_# 2!k1k3# θ₆ C_6B ( C₆₎ 2!k1k2# θ_B C_BC ( C_B6 2!k1k2# θ_C C_C) ( C_CB 2!k1k3# θ₎ C₎₆ ( C_)C θ₆  (θ₎ θ_B  (θ_C θ₆ C_6B ( C₆₎ θ_B C_BC ( C_B6 θ₆ θ_B θ₆ θ_C θ_B θ₎ B 6 !t1# H0

(31)

(32)

 (0.7312  0.53/1  (0.53/1  0.53/1  (0.53/1  0.7312  (0.7312  0.7312

w1 'oadatend6 .42

Bending moment at end B 0.53/1

 2.31? tf

 (1.4?74 tf

!i# %n case of x1  0.300 m Sx1  1.105 tf !ii# %n case of x2  0.? m Sx2  (1.010 tf c# Bending *oment  (0.731  (0.53/

 2.31? (.423/ x  1.0000 x2 8 x 

Bending moment at x  0.5//0 m isN

 0.050 *_6B  k1!2θ₆ θ_B# ( C_6B tf ･m *_B6  k1!2θ_Bθ₆#C_B6 tf ･m *_BC  k2!2θ_Bθ_C# ( C_BC tf ･m *_CB k2!2θ_Cθ_B#C_CB tf ･m *_C)  k1!2θ_Cθ₎# ( C_C) tf ･m *_)C k1 !2θ₎ θ_C#C_)C tf ･m *₎₆  k3!2θ₎θ₆# ( C₎₆ tf ･m *₆₎  k3!2θ₆θ₎#C₆₎ tf ･m tf<m2 tf<m2 *_6B tf ･m *_B6 tf ･m S_6B  !2w1w2#'<7 ( !*_6B*_B6#<' S_B6  S_6B ( '!w1w2#<2 Sx  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *6  *_6B tf ･m *B  (*_B6 tf ･m Sx  0  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *max  S_6Bx ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} 6B tf ・m w1 w1 w1 w2 w1 w1

(33)

(34)

2(2# Top Slab

Bending moment at end B (0.53/1

Bending moment at end C 0.53/1

 3.1/ tf

 (3.1/ tf

in case of 0.000 m <= x <= _{1.300 m} !i# %n case of x1  0.300 m Sx1  1.7?5 tf !ii# %n case of x2  1.000 m Sx2  (1.7?5 tf c# Bending *oment  (0.53/  (0.53/

 0./5

w2 'oadatend) .42

Bending moment at end C (0.53/1

tf<m2 tf<m2 *_BC tf ･m *_CB tf ･m S_BC  !w1'w2b#<2(!*_BC*_CB#<' S_CB  S_BC (w1' ( w2b Sx  S_BC ( w1x ( w2!x(a# *B  *_BC _tf･m *C  (*_CB tf ･m *max  S_BCx ( w1x2_{<2 ( w2!x(a#}2_{<2  *} BC tf ・m tf<m2 tf<m2 *_C) tf ･m *_)C tf ･m S_C)  !2w1w2#'<7 ( !*_C)*_)C#<' b a w1 x *_BC B *_C) *_)C x ' C )

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3<117 !2#30?75//.xls*SK

 1.4?4 tf

 (2.32 tf

(36)

!i# %n case of x1  0.300 m Sx1  1.010 tf !ii# %n case of x2  0.?00 m Sx2  (1.105 tf c# Bending *oment  (0.53/  (0.731

 1.4?74 (2.323/ x (1.0000 x2 8 x 

 0.0??

2(# Bottom Slab

 3.72/ tf

 (3.72/ tf

The maxim"m bending moment occ"rs at the point of that shearing force e"al to ero. Sx  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *C  *_C) tf ･m *)  (*_)C tf ･m Sx  0  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *max  S_C)x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} C) tf ・m tf<m2 tf<m2 *₎₆ _tf･m *₆₎ _tf･m S₎₆  !2w1w2#'<7 ( !*₎₆*₆₎#<' S₆₎  S₎₆ ( '!w1w2#<2 Sx  S₎₆( w1x ( !w2 ( w1#x2_<!2'# *)  *₎₆ tf ･m *6  (*₆₎ _tf･m Sx  0  S₎₆ ( w1x ( !w2 ( w1#x2_<!2'# x w2 6 *₆₎

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37<117 !2#30?75//.xls*SK

 3.72/0 (5.5/15 x 8 x 

 0.5/

*max  S₎₆x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *}

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Case 2' Bo) C/+ert Inside is F/3 Undergro/nd 4ater /& to in+ert3 Tra0 oad Case( L1

h2 Horiontal ress"re at bottom of side wall 2.2?

   

- 0 2k1k3 k1 = k1 2k1k2 2.?231 1.0 = (0.5173?21 1.0 2.?231 0.1255?21

 (0.250/  (0.22/07  0.22/07  0.250/ tf<m2 tf<m2 tf<m2 tf<m2 tf<m2 C_6B  C_)C  !2h13h2#H₀2_<70 C_B6  C_C)  !3h12h2#H₀2_<70 C_BC  C_CB  1B₀2_{<12  E!a}2_(b2_#B 0 2_{<2 ( 2B} 0!a 3_(b3_{#<3  !a}_(b_{#<F2<B} 0 2 C₎₆  C₆₎  B₀2_<12 k2  H0t₂3_<!B0t 1 3_# k3  H0t₃3_<!B0t 1 3_# 2!k1k3# θ₆ C_6B ( C₆₎ 2!k1k2# θ_B C_BC ( C_B6 2!k1k2# θ_C C_C) ( C_CB 2!k1k3# θ₎ C₎₆ ( C_)C θ₆  (θ₎ θ_B  (θ_C θ₆ C_6B ( C₆₎ θ_B C_BC ( C_B6 θ₆ θ_B θ₆ θ_C θ_B θ₎ B 6 !t1# H0

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 (0.55152  0.415  (0.415  0.415  (0.415  0.55152  (0.55152  0.55152

w1 'oadatend6 2.2?

Bending moment at end B 0.415

 1.24 tf

 (1.24/ tf

!i# %n case of x1  0.300 m Sx1  0.42 tf !ii# %n case of x2  0.?00 m Sx2  (0.710 tf c# Bending *oment  (0.552  (0.42

 1.27? (2.2?3/ x  0.0333 x2 8 x 

Bending moment at x  0.724/ m isN

 (0.105 *_6B  k1!2θ₆ θ_B# ( C_6B tf ･m *_B6  k1!2θ_Bθ₆#C_B6 tf ･m *_BC  k2!2θ_Bθ_C# ( C_BC tf ･m *_CB k2!2θ_Cθ_B#C_CB tf ･m *_C)  k1!2θ_Cθ₎# ( C_C) tf ･m *_)C k1 !2θ₎ θ_C#C_)C tf ･m *₎₆  k3!2θ₎θ₆# ( C₎₆ tf ･m *₆₎  k3!2θ₆θ₎#C₆₎ tf ･m tf<m2 tf<m2 *_6B tf ･m *_B6 tf ･m S_6B  !2w1w2#'<7 ( !*_6B*_B6#<' S_B6  S_6B ( '!w1w2#<2 Sx  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *6  *_6B tf ･m *B  (*_B6 tf ･m Sx  0  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *max  S_6Bx ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} 6B tf ・m w1 w1 w1 w2 w1 w1

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(42)

2(2# Top Slab

Bending moment at end B (0.42

Bending moment at end C 0.42

 3.1/ tf

 (3.1/ tf

in case of 0.000 m <= x <= 1.300 m !i# %n case of x1  0.300 m Sx1  1.7?5 tf !ii# %n case of x2  1.000 m Sx2  (1.7?5 tf c# Bending *oment  (0.42  (0.42

 0.552

w2 'oadatend) 2.2?

Bending moment at end C (0.42

tf<m2 tf<m2 *_BC tf ･m *_CB tf ･m S_BC  !w1'w2b#<2(!*_BC*_CB#<' S_CB  S_BC (w1' ( w2b Sx  S_BC ( w1x ( w2!x(a# *B  *_BC tf ･m *C  (*_CB tf ･m *max  S_BCx ( w1x2_{<2 ( w2!x(a#}2_{<2  *} BC tf ・m tf<m2 tf<m2 *_C) tf ･m *_)C _tf･m S_C)  !2w1w2#'<7 ( !*_C)*_)C#<' b a w1 x *_BC B *_C) *_)C x ' C )

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2<117 !2#30?75//.xls*SK

 1.24/ tf

 (1.24 tf

(44)

!i# %n case of x1  0.300 m Sx1  0.710 tf !ii# %n case of x2  0.?00 m Sx2  (0.42 tf c# Bending *oment  (0.42  (0.552

 1.2447 (2.213/ x (0.0333 x2 8 x 

 (0.105

2(# Bottom Slab

 3.72/ tf

 (3.72/ tf

 3.72/0 (5.5/15 x 8 x  Sx  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *C  *_C) tf ･m *)  (*_)C tf ･m Sx  0  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *max  S_C)x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} C) tf ・m tf<m2 tf<m2 *₎₆ tf ･m *₆₎ tf ･m S₎₆  !2w1w2#'<7 ( !*₎₆*₆₎#<' S₆₎  S₎₆ ( '!w1w2#<2 Sx  S₎₆( w1x ( !w2 ( w1#x2_<!2'# *)  *₎₆ tf ･m *6  (*₆₎ tf ･m Sx  0  S₎₆ ( w1x ( !w2 ( w1#x2_<!2'# x w2 6 *₆₎

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<117 !2#30?75//.xls*SK

 0.72/

*max  S₎₆x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *}

(46)

Case 7' Bo) C/+ert Inside is F/3 Undergro/nd 4ater /& to in+ert3 Tra0 oad Case( L$

h2 Horiontal ress"re at bottom of side wall 2.2?

   

- 0 2k1k3 k1 = k1 2k1k2 2.?231 1.0 = (0.5173?21 1.0 2.?231 0.1255?21

 (0.250/  (0.22/07  0.22/07  0.250/ tf<m2 tf<m2 tf<m2 tf<m2 tf<m2 C_6B  C_)C  !2h13h2#H₀2_<70 C_B6  C_C)  !3h12h2#H₀2_<70 C_BC  C_CB  1B₀2_{<12  E!a}2_(b2_#B 0 2_{<2 ( 2B} 0!a 3_(b3_{#<3  !a}_(b_{#<F2<B} 0 2 C₎₆  C₆₎  B₀2_<12 k2  H0t₂3_<!B0t 1 3_# k3  H0t₃3_<!B0t 1 3_# 2!k1k3# θ₆ C_6B ( C₆₎ 2!k1k2# θ_B C_BC ( C_B6 2!k1k2# θ_C C_C) ( C_CB 2!k1k3# θ₎ C₎₆ ( C_)C θ₆  (θ₎ θ_B  (θ_C θ₆ C_6B ( C₆₎ θ_B C_BC ( C_B6 θ₆ θ_B θ₆ θ_C θ_B θ₎ B 6 !t1# H0

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 (0.55152  0.415  (0.415  0.415  (0.415  0.55152  (0.55152  0.55152

w1 'oadatend6 2.2?

Bending moment at end B 0.42

 1.24 tf

 (1.24/ tf

!i# %n case of x1  0.300 m Sx1  0.42 tf !ii# %n case of x2  0.? m Sx2  (0.710 tf c# Bending *oment  (0.552  (0.42

 1.27? (2.2?3/ x  0.0333 x2 8 x 

Bending moment at x  0.724/ m isN

 (0.105 *_6B  k1!2θ₆ θ_B# ( C_6B tf ･m *_B6  k1!2θ_Bθ₆#C_B6 tf ･m *_BC  k2!2θ_Bθ_C# ( C_BC tf ･m *_CB k2!2θ_Cθ_B#C_CB tf ･m *_C)  k1!2θ_Cθ₎# ( C_C) tf ･m *_)C k1 !2θ₎ θ_C#C_)C tf ･m *₎₆  k3!2θ₎θ₆# ( C₎₆ tf ･m *₆₎  k3!2θ₆θ₎#C₆₎ tf ･m tf<m2 tf<m2 *_6B tf ･m *_B6 tf ･m S_6B  !2w1w2#'<7 ( !*_6B*_B6#<' S_B6  S_6B ( '!w1w2#<2 Sx  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *6  *_6B tf ･m *B  (*_B6 tf ･m Sx  0  S_6B ( w1x ( !w2 ( w1#x2_<!2'# *max  S_6Bx ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} 6B tf ・m w1 w1 w1 w2 w1 w1

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2(2# Top Slab

Bending moment at end B (0.42

Bending moment at end C 0.42

 3.1/ tf

 (3.1/ tf

in case of 0.000 m <= x <= _{1.300 m} !i# %n case of x1  0.300 m Sx1  1.7?5 tf !ii# %n case of x2  1.000 m Sx2  (1.7?5 tf c# Bending *oment  (0.42  (0.42

 0.552

w2 'oadatend) 2.2?

Bending moment at end C (0.42

tf<m2 tf<m2 *_BC tf ･m *_CB tf ･m S_BC  !w1'w2b#<2(!*_BC*_CB#<' S_CB  S_BC (w1' ( w2b Sx  S_BC ( w1x ( w2!x(a# *B  *_BC _tf･m *C  (*_CB tf ･m *max  S_BCx ( w1x2_{<2 ( w2!x(a#}2_{<2  *} BC tf ・m tf<m2 tf<m2 *_C) tf ･m *_)C tf ･m S_C)  !2w1w2#'<7 ( !*_C)*_)C#<' b a w1 x *_BC B *_C) *_)C x ' C )

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50<117 !2#30?75//.xls*SK

 1.24/ tf

 (1.24 tf

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!i# %n case of x1  0.300 m Sx1  0.7105 tf !ii# %n case of x2  0.?00 m Sx2  (0.41/ tf c# Bending *oment  (0.42  (0.552

 1.2447 (2.213/ x (0.0333 x2 8 x 

 (0.105

2(# Bottom Slab

 3.72/ tf

 (3.72/ tf

 3.72/0 (5.5/15 x 8 x  Sx  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *C  *_C) tf ･m *)  (*_)C tf ･m Sx  0  S_C) ( w1x ( !w2 ( w1#x2_<!2'# *max  S_C)x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *} C) tf ・m tf<m2 tf<m2 *₎₆ tf ･m *₆₎ tf ･m S₎₆  !2w1w2#'<7 ( !*₎₆*₆₎#<' S₆₎  S₎₆ ( '!w1w2#<2 Sx  S₎₆( w1x ( !w2 ( w1#x2_<!2'# *)  *₎₆ tf ･m *6  (*₆₎ tf ･m Sx  0  S₎₆ ( w1x ( !w2 ( w1#x2_<!2'# x w2 6 *₆₎

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52<117 !2#30?75//.xls*SK

 0.72/

*max  S₎₆x ( w1x2_{<2 ( !w2(w1#x}3_{<!7'#  *}

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.137 0.5// 6 B w1 w1 ' x w1 w1 *_6B *_B6 w1 w1

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w2 w2 * *_CB_CB ' ' C C w1 w1 w2 w2

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.137 .137 0.5// 0.5// 6 6 B B w1 w1 w1 w1 ' ' x x w1 w1 w1 w1 * *_6B_6B * *_B6_B6 w1 w1 w1 w1

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7/.1/7 0.72/ 6 B w1 w1 ' x w1 w1 *_6B *_B6 w1 w1

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S/mmar% o- Interna -or0es

*ember Case * K S !tf#

!tf# at Loint at 2d

Side wall 6 (0.731 3.72/ 2.32 1.105

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!right# Case.1 *iddle 0.050 3.3?3 0.000 (

) (0.731 3.72/ (2.32 (1.105 C (0.53/ 3.1/ 1.4?4 1.010 Case.2 *iddle 0.050 3.3?3 0.000 ( ) (0.731 3.72/ (2.32 (1.105 C (0.42 3.1/ 1.24/ 0.710 Case.3 *iddle (0.105 3.344 0.000 ( ) (0.552 3.72/ (1.24 (0.42 C (0.42 3.1/ 1.24/ 0.710 Case. *iddle (0.105 3.344 0.000 ( ) (0.552 3.72/ (1.24 (0.42 %nert ) (0.731 2.32 3.72/ 1.?5 Case.1 *iddle 0.5/ 2.32 0.000 ( 6 (0.731 2.32 (3.72/ (1.?5 ) (0.731 2.32 3.72/ 1.?5 Case.2 *iddle 0.5/ 2.32 0.000 ( 6 (0.731 2.32 (3.72/ (1.?5 ) (0.552 1.24 3.72/ 1.?5 Case.3 *iddle 0.72/ 1.24 0.000 ( 6 (0.552 1.24 (3.72/ (1.?5 ) (0.552 1.24 3.72/ 1.?5 Case. *iddle 0.72/ 1.24 0.000 ( Check oint !tf ･m#

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/7<117 !3#30?75//.xlsS"m *SK

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8 Ca0/ation o- Re:/ired Rein-or0ement Bar

5(1 Calc"lation of -e"ired -einforcement Bar 1#

Case.1

* 0.7312 70 kgf<m2 h 20 cm!heightofmember#

K 3.72/0 100 kgf<m2 d  15 cm !effectie height of member# S0 2.31? tf n  2 d:  5 cm !protectie coering depth# S2d 1.104 tf c  5.00 cm !distance from ne"tral axis#

b  100 cm e  *<K  14.0 cm 3/.42? kgf<cm2 ! /427 kgf<cm2# check 47.74 (127.04 (37/7/./5 0.3??0 5.7/41 cm2 Case.2 * 0.7312 70 kgf<m2 h 20 cm!heightofmember#

K 3.72/0 100 kgf<m2 d  15 cm !effectie height of member# S0 2.31? tf n  2 d:  5 cm !protectie coering depth# S2d 1.104 tf c  5.00 cm !distance from ne"tral axis#

b  100 cm e  *<K  14.0 cm 3?.30 kgf<cm2 ! ?2705.00? kgf<cm2# check 47.74 (127.04 (37/7/./5 0.027 5.//7 cm2 Case.3 * 0.5515 70 kgf<m2 h 20 cm!heightofmember#

K 3.72/0 100 kgf<m2 d  15 cm !effectie height of member# S0 1.27? tf n  2 d:  5 cm !protectie coering depth# S2d 0.41/ tf c  5.00 cm !distance from ne"tral axis#

b  100 cm e  *<K  15.20 cm 3.472 kgf<cm2 ! 73051 kgf<cm2# check 44.43 (110.0? (33252.41 0.343 .3723 cm2 Case. * 0.5515 70 kgf<m2 h 20 cm!heightofmember#

K 3.72/0 100 kgf<m2 d  15 cm !effectie height of member# S0 1.27? tf n  2 d:  5 cm !protectie coering depth# S2d 0.41/ tf c  5.00 cm !distance from ne"tral axis#

b  100 cm e  *<K  15.20 cm 35.35? kgf<cm2 ! 74/27 kgf<cm2# check 44.43 (110.0? (33252.41 0.344 .554 cm2

The maxim"m re"irement of reinforcement bar is 5.//7 cm2 in Case. 2 from aboe calc"lation.

Case. 1 2 3 

-e"irement 5.7/41 5.//7 .3723 .554 !cm2#

2# Case.1

* 0.53/1 70 kgf<m2 h 20 cm!heightofmember#

K 3.1/0 100 kgf<m2 d  15 cm !effectie height of member# S0 1.4?74 tf n  2 d:  5 cm !protectie coering depth# S2d 1.00?7 tf c  5.00 cm !distance from ne"tral axis#

b  100 cm e  *<K  14.0? cm 3.350 kgf<cm2 ! 7114 kgf<cm2# check 4/.23 (10/1.?5 (31557.4/ 0.3407 .5417 cm2 Case.2 * 0.53/1 70 kgf<m2 h 20 cm!heightofmember#

6t Ooint P6P of side wall

tf ･m σca 

tf σsa 

Soling the form"la shown below8 σc 

σcG3E3σsa<!2n# ( 3K!ec#<!bdG2#FσcG2 ( 7K!ec#σsaσc<!nbdG2# ( 3K!ec#σsaG2<!nG2bdG2#  0

0  σcG3 σcG2 σc

s  nσc<!nσcσsa# 

6sre  !σcDs<2 ( K<!bd##bd<σsa 

tf ･m σca 

tf σsa 

tf ･m σca 

tf σsa 

tf ･m σca 

tf σsa 

6t Ooint PBP of side wall

tf ･m σca 

tf σsa 

0  σcG3 σcG2 σc s  nσc<!nσcσsa#  6sre  !σcDs<2 ( K<!bd##bd<σsa  tf m σca  d1 h d d1 h d