abutment stability check brg 103+500
TRANSCRIPT
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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