abutment stability check brg 103+500

7/24/2019 Abutment Stability Check Brg 103+500

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ESTIMATE OF QUANTITIES OF THE SUPER STUCTURE

No. of Spans = 1

No. of Girders in a Single Span 4

Total No of Girdes in the Bridge = 4

No. of Deck slabs = 1

No. of Diaphragm in per Span = 4

Total No of Diaphragms in the Bridge = 4

No. of Guard Rail osts per Span er direction = 1!

Tota No. of Guard Rail osts = "#

No. of Guard Rails per Span = !$

Total No. of Guard Rails = !$

%&ge. Thickness of the %sphalt '.(. = )$ mm

*nit 'eight of (oncrete = #4.) +N , m"


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Girders Dimen- Girders Dimen- Deck Dimen- Diaphr-

Dimen- nd-Sect /id-Sect 0 mm le&ation lan 0 mm Slab 0 mm

0 mm 0 mm 0 mm 1$$ 1$$ #4$$$ 12)

31 )$$ )$$ !$$ !$$ t 1$ 1)$

3# 4)$ 4)$ #"5$$ 5$$ 12)

3" 1)$ 1)$ )$$ #)

34 12) 12) #) 1$$

3) 1)$ 1)$ 1)$

61 #)$ Dimen- Bridge Dimen- G.R.ost 1#)$

6# 12) 0 mm 3-Section 0 mm 12#)

6" #) #) 31 5$$ 3 #$$ 122)

64 1$$ 1$$ 3# "!)$ 6 1)$ #$$

6) 1)$ 3" 111#.) 1$)$

6! 1)$ 34 ###)

1)$$ 1)$$ Dimen- G.Rails

Dimen- (urbs 0 mm 0 mm

0 mm 3 1$$

3 $$ 6 1)$

6 "$$ 7 144$

#4$$$

ESTIMATE OF QUANTTITES AND THEIR RESPECTIVE DEAD WEIGHTS

3g1

8deck-s

34

3g#

3)

8g 3

16

#

71 6"

7#

64

6)

hd

8d1

8d#

3d

8deck-s

hg

8deck-s


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1 G9RDRS

m" +N m" +N +N

$.$4) 1.1$#) ".)" 544.155"2) 544.1554

m" +N".)"2) 54)."$15

# D(+ S8%B

m" +N +N

".44 541.52! 541.52!

" D9%:R%G/S

m" +N +N

1.242# 4#.$"! 4#.$"!

4 (*RBS 0 S9D '%8+S No. = #

m" +N +N

11.)# ##.#4 ##.#4

) G*%RD R%98 ;STS

m" +N +N

1.$$ #4.!5! #4.!5!

! G*%RD R%98S

Backfill /aterial 1.)

lem98 %D98 (% (>-1 '.'%88S (>-# TR%NS;/ >.'%88 B.'%88 .(.8%N B%(+>98 S.'%8+S R%989NG %.S8%B

Dim.

3 1$"$$ 1$$$$ "$$ 51$$ 51$$ 51$$ $$ #$$ 4)$$6 1)$ 1#$$ 5)$ !$$ !#$$ #!$ "$$ 1$)$ #)$

7 !"$$ !$$$ "$$ "$$ 5$$ 112) "$$ "$$ 4)$$ 4)$$ 2"$$

31 #4$$ #4$$ 1$$$$ 2)

3# 2) 2) 51$$ 1)#)

3" 1)#) #!4$ "$$

34 "$$ 124$ "$$

3) #"2) #!#$

3! 4#$$ "$$

32 5$$

3 "$$ 4)$

35 "$$

61 )!$$ )!$$ !$$$ 5)$

6# #)$$ "#$ #"2) )!$$

6" "1$$ 4)$$ 1)#) "#$64 ")$$ "$$$

6) 1#$$ "$$

6! 5)$ 2)

62 "$$

6 "$$

98 %D 'T.

1 +N. mm m

5.2$$5 5.2"") #"".!$4 $ $

%ll the eccentricities are A.r.t the bottom face of ile (ap toeC denoted b sub-script .

;RTS (>-# Nos. #

)

< < 'T.

+N mm m

4.$$5 4."" 11).55# 1)$ $.1)

(;N(RT 9N T: G*%RD R%98S %ND G*%RD R%98 ;STS S:;*8D B (%8(*8%TD %S R %(T*%8 NosC D

G*%RD R%98S %ND G*%RD R%98 ;STS.


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11,#),#$1)$2?$#?"# 1" ("@55555@555@!1$@11$@11$@1


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11,#),#$1)$2?$#?"# 14 ("@55555@555@!1$@11$@11$@1


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11,#),#$1)$2?$#?"# 1) ("@55555@555@!1$@11$@11$@1


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11,#),#$1)$2?$#?"# 1! ("@55555@555@!1$@11$@11$@1


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11,#),#$1)$2?$#?"# 12 ("@55555@555@!1$@11$@11$@1


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11,#),#$1)$2?$#?"# 1 ("@55555@555@!1$@11$@11$@11$@ST%B989T6 (:(+

T:


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("@55555@555@!1$@11$@11$@11$@ST%B989T6 (:(+ ;> ND %B*T/NTS.ls

STABI)IT* ANA)*SIS OF THE END ABUTMENTS+ TO CHEC, FACTOR OF SAFET* AGAINST S)IDING AND OVERTURNING

89E 8;%D ;N T: %B*T/NT = "5."11) T;NS 9/%(T >%(T;R =9/ = 1.#)

14.!!4!4"4

64 32

35

6" 3!

3

h

6#

h,#

3# 3" 34 3)

h,#.)

61

31

NOTE . Wen a"e/uatel( "esi0ne" &ein%!&ce" c!nc&ete a11&!ac sla# is su11!&te" at !ne en" #( tea#ut$ent ten n! H!&i2!ntal 1&essu&e "ue t! li3e l!a" su&ca&0e nee" #e c!nse"e&e"'

R>? DS9GN ;> :9G:'%6 BR9DGS 0 B%SD ;N %%S:T; 8R>D BR9DGS DS9GN S(9>9(%T9;NS

B6 R9(:%RD /. B%R+R F%6 %. *(+TT

Dimension mm m Dimension mm m

31 !$$$ ! 61 1#$$ 1.#

3# "$$$ " 6# )!$$ ).!

3" "$$ $." 6" !$$ $.!

34 #4$$ #.4 64 #!$ #.!

3) "$$ $." h 1$$$ 1$.$3! 112) 1.12) ' 51$$ 5.1

32 "$$ $."

3 2) $.2)

35 "$$ $."

mm

8ength of %pproach slab = 4)$$.$$

These &alues should be *nit 't. of (oncrete = #4

entered manual. *nt 't. of Backfill /ateria = 1.)

Psu1-st&

'8.8.

= +N , m#

8.8.

B.>.

'8.8.

;9NT O-O

+N , m"

h


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("@55555@555@!1$@11$@11$@11$@ST%B989T6 (:(+ ;> ND %B*T/NTS.ls

Degrees Radians

%ngle of 9nternal >riction of the Backfill /aterial = = ") $.!1$!)#4

(oefficient of >riction betAeen the Base Soil and (oncrete = = $.!

(efficient of %cti&e arth ressure = +a = = $.#2$55$$)

A DESTABI)I4ING FORCES AND THEIR MOMENTS ABOUT POINT O - O

5 )OAD DUE TO THE BAC,FI))

+N

= #"!1.))$1#

m

oint of application of the load = h , #.) = 4.$"#

+N - m5)#1.22$$

6 HORI4ENTA) THRUST DUE TO )IVE )OAD AND ITS IMPACT

+N

= "!4.)#4))1

m

oint of application of the load = h , # = ).$4

+N - m

1"2.#$"2"

7 )ATERA) )OAD DUE TO EARTHQUA, + SEISMIC )OAD

""$.2$5! 8ateral should be placed at the deck slab le&el of the bridge.

m

oint of application of the load = h = 1$.$

+N - m

""").125#

.

B STABI)I4ING FORCES AND THEIR MOMENTS

1 8;%D ;> T: S*R STR*(T*R +N

""

mm m

""$$ "."

+N -m

1#1".5

/0o-oB.>.

= B.>.

h , #.) =

/0o-o89

= 89

h , # =

P8atera

l = 1$ H of the dead load of the sub-structure 0 elements framed Aith the pile cap

P8ateral

=

/0o-o8ateral

= 8ateral

h =

Psup-str

=

ccentricit of the Psu1-st&

fr;m the toe of the ile (ap 0 oint ; - o is?

sup-str

=

/0o-osup-str

= su-str

sup-str

=

1 SIN

1 + SIN

P BF= 1

2 Ka BF h2 W

PL+I= Ka WL .L . h W


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("@55555@555@!1$@11$@11$@11$@ST%B989T6 (:(+ ;> ND %B*T/NTS.ls

6 DEAD )OADS OF THE SUB-STRUCTURE E)EMENTS AND THEIR ECCENTRICITIES W'R'T' POINT O-O

S. No. 8/NT 'T. ;-; /;-;

+N m m +N - m

1 98 (% 12# " " )14

# (> - 1

#.1 1 !.4 1.# 4.) ".#.# # !.$2! 1.""""""" 4.!"""""" "1.##!

#." " "5.$! $.4"2) ".2"2) 14).5!2)

" '. '%88S

".1 a 2#.)2! #.1 !.#2) 4)).4144

".# b )5.) ".451!!!!2 2.!!!!!!!2 4).)

"." c #").#$! 1.22) ).5!#) 14$#.41)2

".4 d 2$.)! $.4"2) 4.!1#) "#).4)

4 (> - # 11).55# $.1) ).)) !4".2))!

) TR%NS;/ 1)".52# $.)2) ".)2) ))#."24))

! >. '%88 4$!.##4 $.1) ".1) 1#25.!$)!

2 B. '%88 12).)5"! $.1) 4."#) 2)5.44#"#

S. '%8+S )1.4 #.#) !.1#) "12.)#

5 R%989NGS 4)."! #.#) !.1#) #22."1$ B%(+>988

1$.1 a 1#21.2"41 $.4"2) ".2"2) 42)".1$!#

1$.# b #$"#.)$"!1 1.!"2) 4.5"2) 1$$").4!!

1$." c 44)."2 #.) !.1) #2"5.1"452

1$.4 d 03-hatched "$.2"42#) #.)) ).) 1$!.$514

11 %. S%8B 152.1 #.#) !.1#) 1#$2.#"2)

1# %S:. '.(. "5.4# #.#) !.1#) #41.442)

T;T%8 8;%DS %ND2!$".)5" ""#5#.2!)

/;/NTS %B;*T ; - ;

TOTA) S)IDING FORCE

"$)!.54)!" +N

TOTA) RESISTING FORCE

!51.5)"5

TOTA) OVERTURNING MOMENTS

14!54.1)"1

TOTA) RESISTING MOMENTS

4!1$!.!!)

FACTOR OF SAFET* AGAINST S)IDING

= #.#)4)##5

FACTOR OF SAFET* AGAINST OVERTURNING

Psliding

= B.>.

89

8ateral

=

Presist.

= 0 sup-str

sub-str

(oeff of friction =

M0o-o;.T.

= /0o-oB.>.

/0o-o89

/0o-o8ateral

=

M0ooresis

= /0o-osup-str

/0o-osub-str

=

( F.O . S. ) sliding = P r esisting

P sliding


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= ".1"22)2"#( F.O .S . )O .T.= M(oo )resis

M(oo )O .T.


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("@55555@555@!1$@11$@11$@11$@ST%B989T6 (:(+ ;> ND %B*T/NTS.ls

TO CHEC, STRESSES AT BASE OF THE FOOTING

O -O

7

T;T%8 '9G:T ;> T: S*B-STR*(T*RC S*R-STR*(T*R %ND B%(+>988

;ER T: 98 (%?

114!.)5 +N

4!1$!.!!) +N - m

589:8'5;75 +N - m

NT /;/NT %B;*T ;9NT ; - ; 9S?

75856';778 +N - m

TO FIND OUT THE POSITION OF THE RESU)TANT )OAD ON THE PI)E CAP

8arteral

Psup-str

sub-str

sub-str

sub-str

89

B.>.

sub-str

Mresis

=

MO'T'

ND %B*T/NTS.ls

m in.

'idth of the section = 1$ "5".2$$

Depth of the section = 1.# 42.#441

ffecti&e depth of the section = 1.1"2) 44.2"42

(rushing strength of the concrete = = " ksi.

6eild strength of steel = = !$ ksi.

Bar J used in the pile cap resisting the moment = !

%rea of the bar used = $.44

Total No. of bars used in the pile cap to resist the moment = )4

Total area of steel used = #".2!

%ll these &alues Aith a star sign should be entered manual.

= 5'86@@@: in.

= ;9;8'@5 + - in.

Rati! !% M" an" Mu is. M" Mu < VA)UE

B TO CHEC, SHEAR CAPACIT* OF THE PI)E CAP

TOTA) APP)IED SHEAR AT FACE OF THE SUPPOR + PI)ES IS.

+N +

< VA)UE VA)UE

< VA)UE

in.#

in.#

" #

$

" %

a = !s " %

0.85 "#$ b

Md=0 .9!s" %(da/2)

&

& u


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SHEAR CAPACIT* OF THE PI)E CAP

+

= 5985'9::

Rati! !% te sea& ca1acit( an" a11lie" sea& is.

= VA)UE

&$=0. 85 2 "#$ b d

& $

& u

abutment stability check brg 103+500

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