Step by Step Design of PSC Girder by Working Stress Method

8/9/2019 Step by Step Design of PSC Girder by Working Stress Method

1/50

DESIGN OF PSC GIRDER

WORKING STRESS METHOD

1.0 SALIENT FEATURES AND DESIGN DATA1 c/c of pier to face of irt!a"" #

$ a%&"e of '(e! #

) Spa% * c/c of +eari%&', #

- "e%&t of preca't &irer #

Spa% * c/c of teporar '2pport' , for preca't &irer #

3 No of &irer' #

4 c"c i'ta%ce of te &irer' #

5 c"ear carria&e !a #

6 !it of footpat 7 A89 #

10 !it of eia% #11 O:era"" !it of te ec( #

1$ !it of ec( '"a+ +eo% ce%tre "i%e of o2ter &irer #

1) tic(%e'' of ec( '"a+ #

1- tic(%e'' of e% iapra& #

1 Grae of co%crete for ;S8 &irer M

for R88 ec( '"a+ M

T


2/50

# ).000

"* PROPER+IES OF CO'POSI+E SEC+ION

A # 1.),1 #

# 0.-8- #

# 1.(1- #

$.$ SE8TION AT SU;;ORT *1=$,

'ae a' a+o:e for iffere%t 'ectio%'

).0 8AL8ULATION OF 9ENDING MOMENTS AND SHEAR

FOR8ES AT @ARIOUS SE8TIONS

).1 9M SF DUE TO SELF WEIGHT OF GIRDER

).$ 9M SF DUE TO DIA;HRAGMS

).) 9M SF DUE TO INSITU DE8K SLA9

).- 9M SF DUE TO SU;ERIM;OSED DEAD LOAD

). 9M SF DUE TO @EHI8ULAR LI@E LOAD

).3 9M SF DUE TO FOOT;ATH LI@E LOAD

).4 SUMMAR< OF 9ENDING MOMENTS AND SHEAR FOR8ES AT

@ARIOUS SE8TIONS

-.0

(.1 * CA/E POSI+IONS A+ 'IDSPAN AND ANCORAGES

c!"e o 1

Tpe of ca+"e # 5 T 1)

Area of ca+"e 65.4- # 456.6$

UTS # 156.4$0-45

a' of pre'tre'' $1

Tota" "e%&t of &irer # $-.300

Di'ta%ce of A%cora&e fro Mi 'pa% # 12.200

DIS+ANCES OF ARIO3S SEC+IONS FRO' S3PPOR+ AND 'IDSPAN

C!"e fo&ce

8a+"e' are 'tre''e fro +ot te e%.

8a"c2"atio% of force' i% te ca+"e' +efore a% after '"ip *'"ip # 3

$ Ic# $

t%

t

$" %"

8A9LE ;ROFILE OF O3+ER GIRDER 4G15G-*

$.

(&/$.


3/50

Sectio% "e%&t of ( # 0.00$ A%&"e 2 # 0.14

'ectio% teta ca"c2"ate

" i% *, (B" µ∗θ for eac

Fo&ce Di!#&!

8a"c2"atio% of '"ip

SUMMAR< OF 8A9LE FOR8E AFTER SLI;C

HORIONTAL 8A9LE FOR8E 8OM;ONENTS *F # ;8OS*,,

@ERTI8AL 8A9LE FOR8E 8OM;ONENTS *F # ;SIN*,,

*CA/E E/ONGA+ION

E"o%&atio% # f > L !ere= A > E f # A:era&e ca+"e force at refere%ce 'ectio%

L # Le%&t of ca+"e *i% ,

A #

E #

4.0 EFFE8T OF FIRST STAGE ;RESTRESS

4.1 STRESSES IMMEDIATEL< AFTER I't STAGE ;RESTRESS

4.$ 8AL8ULATION OF LOSSES DUE TO I't STAGE ;RESTRESS

1 * /osses d7e to c&ee i coc&ete

* c".11.$ of IR8C15 $000 ,

8reep 'trai% i% perio +et!ee% ) a' (2

10 a' ,,

6.$$E0- .-0E0- # ).5$E0- per 100 (&/c$ 'tre'' i% c

ce%troi of pre'tre''i%& 'te

# ).5$E00- >

# $.05E0-

# creep 'trai% > o2"2' of e

# $.05E0- >

# (0-.))

2 * /osses d7e to sh&i:!#e of coc&ete

* c".11.) of IR8C15 $000 ,

Sri%(a&e of co%crete i% te perio of - ) a' a% 10

>#(∗"7µ∗θ e>

θ i% ra

Area of ca+"e *i% $,


4/50

# 0.000-) 0.000) # 1.)0E0-

# 1.)0E0- >

# 2-).-0

) * /oss d7e to E!stic sho&tei# * c".11.1 of IR8C15 $000 ,

# 1.6E703

# -000 Fc

# 000 $0

# $$)30.3465

# $$)303.465

Mo2"ar ratio # 1.6E703 # 5.4$

$$)303.465

Lo'' D2e to E"a'tic Sorte%i%& # -.-1 >

$# 2),.26

( * /oss d7e to &e!

* c".11.- of IR8C15 $000 ,

U"tiate te%'i"e 'tre%&t of !ire' # 18.,))

U"tiate te%'i"e 'tre%&t of 19 + 1) te%o% # 16

# ).6)

Area of eac 'tra% # 0.98,(

No. of ca+"e' # $.00 * $.00 of 16 T 1)E2i:a"e%t N 16 T 1) ca+"e' # $ > 15.4303

15.4303

# $.00

Referri%& c". of De'i&%

A:era&e force i% ca+"e'

# 299.)) = )01.,9 = )0-.), =

6

# )03.)$ t.

# )03.)$ UTS

).6) > $

# 0.-)0 UTS

A:era&e 'tre'' i% ca+"e' # )03.)$ > 1.00E70)

$.00 > 15.43

Lo'' 2e to re"a>atio% of H # 513).6) > )

# >21).)(

:#;c2.

Mo2"2' of E"a'ticit of Stee"= E' (&/c$.

Mo2"2' of E"a'ticit of 8o%crete= Ec

(&/c$.

:#;c2.

...

:#;c2.


5/50

Tota" "o'' # -0.)) 7 $). 7

# 682.,-

a&e "o'' # 35$.4 > 100 #

513).6) a&e "o'' 2e to e"a'tic 'orte%i%& # $)4.$3 > 100

513).6)

i.e Ist!t!eo7s oss # 2.91

9a"a%ce "o'' # 5.)3 $.61

.-3

$0 i&er "o'' # 6.--

5.0 EFFE8T OF SE8OND STAGE ;RESTRESS

5.1 STRESSES IMMEDIATEL< AFTER II% STAGE ;RESTRESS

5.$ 8AL8ULATION OF LOSSES DUE TO II% STAGE ;RESTRESS

'ae a' i% 1't 'ta&e

5.) ADDITIONAL LOSS IN I't STAGE DUE TO II% STAGE ;RESTRESS

1 * Aitio%a" 'tre'' c.& of 8a+"e' # ErrC1$ -.-1

# E&&?-12

2 * /oss d7e to C&ee i coc&ete

8reep 'trai% i% co%crete # .-0E0- > ErrC1$

100 100

# ErrC1$

Lo'' 2e to 8reep i% co%crete # ErrC1$ > 1.6E703

# E&&?-12

) * /oss d7e to Sh&i:!#e i coc&ete

Sri%(a&e 'trai% at $% 'ta&e # ).00E0-

Lo'' 2e to 'ri%(a&e i% co%crete # ).00E0- > 1.6E703

# -8-.00

( * /oss D7e to E!stic Sho&tei# # ErrC1$ > 3.3)

$

# E&&?-12

# ErrC1$ 7 ErrC1$

# E&&?-12

Lo'' # ErrC1$ > 100

513).6)

ErrC1$

$0 i&er "o'' # E&&?-12

...

:#;c2.

...

...

:#;c2.

...

:#;c2.

...

:#;c2.

:#;c2.

... +ot! /oss

:#;c2.


6/50

6.0 STRESS DUE TO DIFFERENTIAL SHRINKAGE

For A&e of ;reca't U%it 2pto 90 a'

Differe%tia" 'ri%(a&e 'trai # 2.00E>0(

re2ctio% factor for creep effect M -

o2"2' of e"a'ticit of co%crete # 000.00 >J Fc# 000.00 >J -

Differe%tia" ' # 5.30E0 > ).)E70

Area of effecti:e ec( '"a+ # )00.000 > $.0

Te%'i"e force i% te '"a+ 2e to iffere%tia" 'ri%(a&e

Moe%t i% te &irer 2e to iffere%tia" 'ri%(a&e

10.0 RE8A;ITULATION OF STRESSES U;TO SER@I8E

10.1 8HE8K FOR STRESSES AT @ARIOUS STAGES OF LOADING

I * CEC@ FOR 'AI'3' CO'PRESSIE S+RESSES

A' per c".4.1 of IR8C15 $000

Te 8opre''i:e 'tre'' i% te e>tree fi+re of co%crete ieiate" after pre'tre''i%& or afte

te tra%'fer of pre'tre'' +efore a""o!i%& for f2rter "o''e' 2e to 'ri%(a&e creep 'a"" %ot

e>ceeC

i , 0.(- > c2+e 'tre%&t at te tie of tra%'fer

A' per c".4.$ of IR8C15 $000

Te copre''i:e 'tre'' i% te e>tree fi+re of co%crete after a""o!i%& for a"" "o''e' eiter 2ef2"" D.L or f2"" D.L L.L 'a"" +e 0.)) fc(C # 0.)) >

# 1(8.-0

1 * S+RESS CEC@ I''EDIA+E/$ AF+ER 1st S+AGE PRES+RESSING

Referri%& c". of De'i&%

Ma>. 8opre''i:e Stre'' # ,0.(8 * At Sectio%

Te 1't Sta&e ;re'tre''i%& i' o%e after ) a' of ca'ti%& of &irer or

te co%crete a' attai%e a c2+e 'tre%&t of 200

Te a>. peri''i+"e cop. 'tre''C

i , 0. > $00 # 100

+he !


7/50

Te $% Sta&e ;re'tre''i%& i' o%e after 10 a' of ca'ti%& of &irer or

te co%crete a' attai%e a c2+e 'tre%&t of )(6.-

Te a>. peri''i+"e cop. 'tre''C

i , 0. > )-3. # 14).$

+he !


8/50

11.0 ULTIMATE STRENGTH 8HE8K

( Vide cl.12 of IRC:18 - 2000 )

REF * F!i7&e " $ied of Stee

Mult = 0.9 x db x As x fp

!e"eAs = A"e# of !i$! te%sile steel

fp = t!e ultite te%sile st"e%$t! of steel

db = t!e dept! of t!e be#& f"o& t!e i&u& co&p"essioc$ of steel te%do%s

REF * F!i7&e " c&7shi# of coc&ete i co&essio oe

Mult =

!e"e

b = idt! of eb= t!e idt! of '#%$e

t = t!ic%ess of '#%$e

1$.0 SHEAR FOR8E 8AL8ULATION

1$.1 8AL8ULATION OF SHEAR REINFOR8EMENT AT @ARIOUS SE8TIONS

1$.$ MA SHEAR AND 8ORRES;ONDING 9ENDING MOMENT

@2 # 1.$ * S.F1 7 S.F$, 7 $ * SF), 7 $.*S.F-,

M2 # 1.$ * M1 7 M$, 7 $ *M), 7 $.*M- ,

( t - & )

c* she!& &eifo&ceet

1$.) 8HE8K FOR MAIMUM SHEAR

M#xi&u& s!e#" fo"ce = bd x 0.0- ( t )

0.1*+ bd+$f

c( $,

) 0.8(

f -b)(d

+-t,2) x t f

c(

f

!* 3ti!te she!& &esist!ce of sectio 7c&!c:ed i fe


9/50

1$.- ;RO@ISION FOR HORIONTAL SHEAR

o"i3o%t#l s!e#" st"ess =

1$. DESIGN OF TRANS@ERSE REINFOR8EMENT

("efe" cl +11.4 IRC:22-198+)

5!e lo%$itudi%#l s!e#" fo"ce V6 pe" u%it le%$t! s!#ll %ot exceed

(i) 0.76s fc 6s = le%$t! of s!e#" pl#%e(ii)

As = u& of c,s #"e# of ste

As V6 - 0.086s fc

1).0 DEFLE8TION 8AL8ULATIONS

M#x. de'ectio% u%de" # 6 c#usi%$ # . &o&e%t of ; M ; :

= - x

(8 < I

!e"e >6 =


10/50

0.7 0.2

= 0.2170

= M#x. p"est"essi%$ fo"ce #t #%c!o"#$e e%d

= t.

= 0.217

0

= 0.217 x 0

= 0.00 t.

e"&issible st"ess fo" e - 714 st = 0.8* x 7140

= /+10.4

A"e# of steel "eDui"ed = 0.00 = 0.00

/+10.4

P&ovided SPIRA/

20 5 8 &o7ds 1 o

A"e# of ste = /.172 x 8 x 1

= 2-.1)

B 0.00 SAFE

16.0 +ee&!t7&e #&!diet?

5!e te&pe"#tu"e $"#die%t e?ect s!#ll be e@#lu#ted #s pe" IRC: + fo" "ise #%

5!e e?ect of te&pe"#tu"e di?e"e%ce it!i% t!e C $i"de" #%d dec sl#b s!

positi@e #%d "e@e"se te&pe"#tu"e di?e"e%ces #s s!o% i% E$ belo.

1*.8 10.+

!1=0./!F0.14& !1 7 0.*

!2=0./!F0.10& !2

0.8

!/=0./!F0.14& !/

2.1 +.+

+'t

(

(

+'t

... +'t

$,c&$.

...

c2.

c2. ...


11/50

positi@e te&pe"#tu"e di? "e@e"s

5!e p"ocedu"e #dopted fo" lo%$itudi%#l #%#lsis fo" te&pe"#tu"e $"#die%t is

i% t!e text G"id$e ec e!#@iou"G b C. #&bl.

Assu&e t!#t t!e dec expe"ie%ces te&pe"#tu"e c!#%$e !ic! i%duces st"es

"i$idl "est"#i%ed t!"ou$!out #%d t!e% t!e e?ects of "ele#si%$ t!e t!eo"eticsupe"i&posed.

Sectio &oe&ties?

5!e t!e"l st"esses s!#ll be e@#lu#ted fo" e#c! of t!e lo%$itudi%#l &e&be

sep#"#tel fo" di?e"e%t dept! #%d fo" solid sl#b i% t!e c#%tile@e" po"tio% #%d

HR t!e te"i#l p"ope"ties s!#ll

#) CoeJcie%t of t!e"l exp#% = 0.0000114

fo" co%c"ete #%d steel

b) Modulus of el#sticit = 0.4 ti&es t!e s!o"t te"& &odulu

= 0.4 x /./4


12/50

REF

REF

HR


13/50

HR


14/50

HR


15/50


16/50

REF

1

e&

%o'

(0

(0

2>6

$

0.1990

0.22),

0.2)12

>

-

)

)


17/50

0.--)

0.9(-

0.)90

-

,>1,

4

6

11

1$

1)

1

13

15

at ac( e%,

-

)

)


18/50

*i% (N,

# 0 T 1) > 65.4-

#

# 1.6E70-

$6

)0

)1

at2rit a%

at2rit

%crete at te

e".

-.-1

100

"a'ticit of H.T 'tee"

1.6E703

a'

$.

N/$.


19/50

1.6E703

* c".10.1.1 of IR8C15 165 ,

* c".10.$ of IR8C15 165 ,

'tre'' i% co%crete at te

tie of 'tre''i%&

5.4$

to%%e'

> 15.4))

to%%e'

7 0 of 16 T 1)7 0 > 15.4303

)08.)9 = )10.(9 = )12.-6

# 816).9)--

> 0.54

c$.

:#;c2.


20/50

$1).)- 7 $)4.$3

5.)3

))

)-

)4

)5

7 5.00


21/50

)6

# 0.-)0

# ))-10.$

# 28.8-

# 400

# $13))6.44 (&

# 216.)( t

-0

-)

o-0

- > - ,

after

SAFE

(&/c$.

:#;c2.

c$.

:#;c2.

...


22/50

after

6 > 6 ,

*Sectio% 6 > 6 ,

* At Sectio% ( > ( ,

* At Sectio% 6 > 6 ,

* At Sectio% 6 > 6 ,

:#;c2.

...


23/50

-

% ed$e to t!e

-4

-5

1

-


24/50

3

el pe" u%it le%$t!

4

'ectio%.

6

1-1

x 0.04//


25/50

f#ll i% te&pe"#tu"e

ll be de"i@ed f"o& t!e

0.24 !1=0.2! F 0.24&

0.24 !2=0.2! F 0.24&

0.2 !/=0.24! F 0.2&

0.2 !7=0.24! F 0.2&

c2.


26/50

te&pe"#tu"e di?

#s $e%e"#ll discussed

ses !ile t!e dec is

l "est"#i%ts #"e

s of t!e $"id

s!#ll be #s s!o% belo.

e

s

2

/7.88

*.87


27/50

7.12

c& f"o& c$

c& f"o& c$

c& f"o& c$

c& f"o& c$

$c&

t&

HR


28/50

HVA6


29/50

12.9/

c& f"o& c$

c& f"o& c$

c& f"o& c$c& f"o& c$

c& f"o& c$

$c&

HR


30/50

HR


31/50

REF * CA/C3/A+ION OF ENDING 'O'EN+ AND SEAR FORCES A+ ARIO3S

SEC+IONS

Fo""o!i%& 'ectio%' are co%'iere for te e'i&% of ;S8 &irer

Sectio% 00 '2pport

Sectio% 11 e% of tic(%i%& of !e+

Sectio% $$ i of tic(%i%& of !e+

Sectio% )) 'tart of tic(%i%& of !e+

Sectio% -- 0.)L

Sectio% 0.-L

Sectio% 33 0.L i 'pa%

REF I ENDING 'O'EN+ D3E +O SE/F EIG+ OF GIRDER 4'1*Wei&t of i'pa% 'ectio% # REF >

Wei&t of '2pport 'ectio% # REF >

Wei&t of e% tic(%i%& #

9.M S.F. at :ario2' SE8TION

'ectio%' 2e to 11 $$

SELF WEIGHT

M 1 0.00 )4.00

S.F. 1 0.00 0.33

REF ENDING 'O'EN+ D3E +O INSI+3 DIAPRAG' = DEC@ S/A 4'2*

8a"c2"atio% of !ei&t of ec( '"a+

!it of ec( '"a+ o% &irer #

tic(%e'' of ec( '"a+ #

!ei&t of ec( '"a+ #

Diapra& # REF > REF >

9.M S.F. at :ario2' SE8TION


iapra&

M $ 0.00 $3.00

S.F. $ 0.00 0.-4

).) ENDING 'O'EN+ D3E S3PERI'POSED DEAD /OAD 4')*

9e%i%& oe%t 2e to '2peripo'e ea "oa i' ta(e% fro o2tp2t of Gri a%

S2peripo'e ea "oa

UDL o% o2ter e+er


32/50

Reactio% 2e to cra'+arrier

o% &irer G1 a% G)

*a, cra' +arrier # 0.))) >

*+, !eari%& coat f"oor "oa # 0.03 >

*c, rai"i%& # 0.$ >

9.M S.F. at :ario2'


SIDL

M ) 3-.00 6.$0

S.F. ) 0.00 4-.)

).( ENDING 'O'EN+ AND SF D3E +O EIC3/AR /IE /OAD 4'(*

C!ss ,0R wheeed c&itic!

IM;A8T FA8TOR # 1 7

9.M S.F. at :ario2'


LL c"a'' 40R

M - 101.00 51.13

S.F. - 0.00 -.63

LL i%c" ipact

M - 0.00 0.00

S.F. - 0.00 0.00

C!ss A 2 !es

IM;A8T FA8TOR # 1 7

*Refer cop2ter o2tp2t pa&e' i%c"2i%& re2ctio% factor of 0.6,

9.M S.F. at :ario2'


LL 8"a'' a $"a%e'

M - 0.00 0.00

S.F. - 0.00 0.00

'ectio%' i%c" ipact

M - 0.00 0.00

S.F. - 0.00 0.00


33/50

C!ss A 1 !es

for a> oe%t

REF REF REF

IM;A8T FA8TOR # 1 7

*Refer cop2ter o2tp2t pa&e' i%c"2i%& re2ctio% factor of 0.6,

9.M S.F. at :ario2'


LL 8"a'' a $"a%e'

M -

S.F. -

'ectio%' i%c" ipactM - 0.00 0.00

S.F. - 0.00 0.00

Foot!th /ive /o!d

effecti:e 'pa% L # REF c/c +eari%&

9a'ic i%te%'it ;? # 00

I%te%'it of "oa ; # ;? *

# 00 *

# REF

!it of footpat # 1.

"oa o% (er+ # )3.0 >

9.M S.F. at :ario2'


FOOT;ATH LL

M - 0.00 0.00

S.F. - 0.00 0.00

).- ENDING 'O'EN+ AND SF D3E +O /A3NCING 4'-*

9.M S.F. at :ario2'


LL c"a'' 40R

M 0.00 0.00

S.F. 0.00 0.00

(&/$.

(&/$.


34/50

).- S3''AR$ OF ENDING 'O'EN+S AND SEAR FORCES A+

ARIO3S SEC+IONS

9.M. DUE TO SE8TION

ce%tra" $$

'2pport

SELF WEIGHT M1 0.00 )4.00SF1 0.00 0.33

DE8K SLA9 M$ 0.00 $3.00

SF$ 0.00 0.-4

SU;ERIM;OSED M) 3-.00 6.$0

LOAD SF) 0.00 4-.)

@EHI8ULAR M- 0.00 0.00

SF- 0.00 0.00

TOTAL M 3-.00 ).50

SF 0.00 4.-4


35/50

Di'ta%ce of 'ectio% fro Le%&t ofS2pport Mi 'pa% eac 'ectio%

# 0.000 @ALUE

# 0.000 @ALUE 0.000

# $.000 @ALUE $.000

# $.34 @ALUE 0.34

# .50 @ALUE ).14

# 6.0$ @ALUE ).14

# REF @ALUE REF

$.3 # REF t/

$.3 # t/

# @ALUE t/

)) -- 33

-.00 6-.00 113.0 1$$.$

1-.46 6.53 -.6) 0.01

REF

REF

REF t/

$.00 > REF # REF t

)) -- 33

31.0 104.4 1)).10 1-1.36

$$.5- 13.55 4.31 1.33

"'i'


36/50

1 > $.- # 0.500 t/

1 > $.) # 0.10

1 > $.- # 0.-50 t/

SE8TION

)) -- 33

-1.6 $.05 11.65 $0.5-

$.)6 $-.0) 1$.4 -.6)

-. # REF

3 7 REF

SE8TION

)) -- 33

-1.$) 4$.4) 1)1.31 130.6

)4.04 )-.0$ $0.06 $5.-

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

-. # REF

3 7 REF

SE8TION

)) -- 33

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

t/$


37/50

1.5 0.-

REF REF REF

-. # REF

3 7 REF

SE8TION

)) -- 33

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

'

-0L)00 ,

6

-0 > REF )00 ,

6

'a )3.0

1. # 0.$4- t/

$

SE8TION

)) -- 33

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

SE8TION

)) -- 33

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

(&/$.


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)) -- 33

-.00 6-.00 113.0 1$$.$1-.46 6.53 -.6) 0.01

31.0 104.4 1)).10 1-1.36

$$.5- 13.55 4.31 1.33

-1.6 $.05 11.65 $0.5-

$.)6 $-.0) 1$.4 -.6)

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

4).61 $0).5) $31.1) $5.0

3).0$ 0.44 $.11 3.30


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4*-48 i"de" 1-l#te"#ll de'ected M#x &o&e%t

e#& 6,C Lode Axi#l o"ce!e#"-B L !e#"- L5o"sio% L Mo&e%t-B

19* 1 19+ 0 0.019 0 1.+/4 0

7+* 1 19+ 0 0.1/ 0 1.771 0

7+* 1 //* 0 78.+21 0 -1.771 0

19* 1 /74 0 78.*/ 0 -1.+/4 0188 1 //* 0 -78.974 0 4./+/ 0

78/ 1 /74 0 -79.2+2 0 7.8+* 0

188 1 18* 0 9*.+9+ 0 -4./+/ 0

78/ 1 204 0 98.01/ 0 -7.8+* 0

741 1 18* 0 -*0.1/9 0 *.4*9 0

20+ 1 204 0 -+9.98* 0 *.147 0

741 1 /29 0 118.89 0 -*.4*9 0

148 1 /29 0 -11*.+08 0 +.219 0

20+ 1 /4/ 0 118.*/* 0 -*.147 0

799 1 /4/ 0 -11*.12* 0 10.//9 0148 1 92 0 1//.898 0 -+.219 0

20 1 92 0 -1//.898 0 *.19* 0

180 1 1+4 0 -1//.722 0 +.*1 0

799 1 1+4 0 1//.722 0 -10.//9 0

1*/ 1 148 0 -1+1.91* 0 7.*/2 0

180 1 148 0 1+1.91* 0 -+.*1 0

20 1 8/ 0 1+2./9/ 0 -*.19* 0

1* 1 8/ 0 -1+2./9/ 0 9.8/1 0

1*/ 1 177 0 1+8.+1 0 -7.*/2 0

1++ 1 177 0 -1+8.+1 0 7.*/2 0

14 1 4+ 0 -1+9.08* 0 +.217 0

1* 1 4+ 0 1+9.08* 0 -9.8/1 0

1++ 1 1/+ 0 180.+48 0 -7.*/2 0

14 1 /8 0 181.1/4 0 -+.217 0


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41/50

M#x "e#ctio%s

Mo&e%t- L-& 14 1 /8 0 181.1/4 0

-117*.+/2 4+ 0 -1+9.08* 0

117*.4*2 1* 1 4+ 0 1+9.08* 0

-10*2.927 8/ 0 -1+2./9/ 0

10*2.+7* 20 1 8/ 0 1+2./9/ 010*2.+2 92 0 -1//.898 0

-10*2./42 148 1 92 0 1//.898 0

-87+.8+8 /29 0 -11*.+08 0

874.+28 1++ 1 177 0 -1+8.+1 0

87/.107 1/+ 0 180.+48 0

-871.*/9 1*/ 1 148 0 -1+1.91* 0

-442.1 177 0 1+8.+1 0

441.*09 180 1 1+4 0 -1//.722 0

441.212 148 0 1+1.91* 0

-440.*/2 188 1 18* 0 9*.+9+ 0-722.//2 //* 0 -78.974 0

722./1+ 19* 1 19+ 0 0.019 0

-721.8*8 /74 0 78.*/ 0

721.804 20+ 1 204 0 -+9.98* 0

-222.4+* /4/ 0 118.*/* 0

222.41+ 741 1 /29 0 118.89 0

-222./17 18* 0 -*0.1/9 0

222.21/ 7+* 1 //* 0 78.+21 0

181.241 19+ 0 0.1/ 0

-181.241 78/ 1 /74 0 -79.2+2 0

180.9/ 204 0 98.01/ 0

-180.*+9 799 1 /4/ 0 -11*.12* 0

102.+++ 1+4 0 1//.722 0

-102.1/


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-+.217 0 -102.1/

+.217 0 180.9/

-9.8/1 0 -180.*+9

9.8/1 0 222.21/

-*.19* 0 -222./17*.19* 0 722./1+

-+.219 0 -722.//2

+.219 0 441.*09

7.*/2 0 -181.241

-7.*/2 0 102.+++

7.*/2 0 -222.4+*

-7.*/2 0 181.241

+.*1 0 -721.8*8

-+.*1 0 222.41+

-4./+/ 0 -87+.8+84./+/ 0 10*2.+2

1.+/4 0 -117*.+/2

-1.+/4 0 10*2.+7*

*.147 0 -871.*/9

-*.147 0 441.212

-*.4*9 0 -442.1

*.4*9 0 87/.107

-1.771 0 -10*2.927

1.771 0 117*.4*2

7.8+* 0 -10*2./42

-7.8+* 0 874.+28

10.//9 0 -440.*/2

-10.//9 0 721.804


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45/50

2 &o&e%ts


7*0 1 19* 0 7./41 0 1.*77 0

189 1 //9 0 -77.784 0 /./9* 0

198 1 /7* 0 77.421 0 -1.+47 0

747 1 188 0 -107.787 0 +.094 078+ 1 20+ 0 9/.042 0 -/.771 0

1+0 1 //1 0 -147.*78 0 4.*41 0

20* 1 /44 0 14/.09+ 0 -+.211 0

402 1 1++ 0 1*1./9* 0 -4.+*8 0

/7 1 9/ 0 -1*1.0/8 0 4.*41 0

/1 1 87 0 -199.4/ 0 4.*4+ 0

181 1 149 0 199.891 0 -4.+*8 0

29 1 4* 0 -20+.22+ 0 4.*4/ 0

1*7 1 174 0 20+.482 0 -4.+8/ 0

29 1 /9 0 218.2*/ 0 -4.*4/ 01+* 1 1/* 0 218.+29 0 -4.+8 0

1+* 1 174 0 -20+.482 0 4.+8 0

/1 1 4* 0 20+.22+ 0 -4.*4+ 0

1*7 1 149 0 -199.891 0 4.+8/ 0

/7 1 87 0 199.4/ 0 -4.*41 0

1+0 1 9/ 0 1*1.0/8 0 -4.*41 0

181 1 1++ 0 -1*1./9* 0 4.+*8 0

747 1 //1 0 14/.271 0 -+.094 0

402 1 /44 0 -144.10/ 0 4.+*8 0

189 1 188 0 9/.229 0 -/./9* 020* 1 20+ 0 -107./74 0 +.211 0

78+ 1 /7* 0 -77./0/ 0 /.771 0

7*0 1 //9 0 77./9/ 0 -1.*77 0

198 1 19* 0 7.2/4 0 1.+47 0


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Re#ctio%

Mo&e%t- L-& e#& 6,C Lode Axi#l o"ce!e#"-B L!e#"- L

1199.81 1+* 1 1/* 0 218.+29 0

11/8.7+8 29 1 /9 0 218.2*/ 0

11/*.*+9 1*7 1 174 0 20+.482 0

928.8+9 /1 1 4* 0 20+.22+ 092+.+01 181 1 149 0 199.891 0

4//.799 /7 1 87 0 199.4/ 0

4/2.+49 402 1 1++ 0 1*1./9* 0

/++.119 1+0 1 9/ 0 1*1.0/8 0

/+4.917 747 1 //1 0 14/.271 0

114.*99 20* 1 /44 0 14/.09+ 0

114.799 189 1 188 0 9/.229 0

+4.0+ 78+ 1 20+ 0 9/.042 0

+7.*09 198 1 /7* 0 77.421 0

/0.742 7*0 1 //9 0 77./9/ 0-/0.9+2 7*0 1 19* 0 7./41 0

-+7.*1 198 1 19* 0 7.2/4 0

-+4.0+ 78+ 1 /7* 0 -77./0/ 0

-114.798 189 1 //9 0 -77.784 0

-114.8 20* 1 20+ 0 -107./74 0

-/+4.917 747 1 188 0 -107.787 0

-/++.119 1+0 1 //1 0 -147.*78 0

-4/2.0+2 402 1 /44 0 -144.10/ 0

-4/7.119 /7 1 9/ 0 -1*1.0/8 0

-92+.792 181 1 1++ 0 -1*1./9* 0-928.9*+ /1 1 87 0 -199.4/ 0

-11/8.074 1*7 1 149 0 -199.891 0

-11/8.1*4 29 1 4* 0 -20+.22+ 0

-1199.*9/ 1+* 1 174 0 -20+.482 0


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5o"sio% L Mo&e%t-B Mo&e%t- L-&

-4.+8 0 -/0.9+2

-4.*4/ 0 /0.742

-4.+8/ 0 +7.*09

-4.*4+ 0 -+4.0+-4.+*8 0 114.799

-4.*41 0 -114.8

-4.+*8 0 /++.119

-4.*41 0 -/+4.917

-+.094 0 -4/2.0+2

-+.211 0 4/2.+49

-/./9* 0 -92+.792

-/.771 0 92+.+01

-1.+47 0 11/*.*+9

-1.*77 0 -11/8.1*41.*77 0 1199.81

1.+47 0 -1199.*9/

/.771 0 -11/8.074

/./9* 0 11/8.7+8

+.211 0 -928.9*+

+.094 0 928.8+9

4.*41 0 4//.799

4.+*8 0 -4/7.119

4.*41 0 /+4.917

4.+*8 0 -/++.1194.*4+ 0 114.*99

4.+8/ 0 -114.798

4.*4/ 0 +4.0+

4.+8 0 -+7.*1


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&o&e%ts - 7


7*7 1 199 0 -+.948 0 0.012 0

200 1 199 0 -+.89+ 0 0.01* 0

790 1 /79 0 -44.81+ 0 0.027 0

191 1 /71 0 -44.882 0 0.02 0200 1 /79 0 44.+7+ 0 -0.01* 0

7*7 1 /71 0 44.*09 0 -0.012 0

209 1 208 0 -10*.21+ 0 0.074 0

748 1 190 0 -10*.177 0 0.07+ 0

790 1 208 0 107.4++ 0 -0.027 0

191 1 190 0 107.+// 0 -0.02 0

40+ 1 /4* 0 -147.+* 0 0.0/9 0

209 1 /4* 0 144.9+4 0 -0.074 0

1+2 1 /// 0 -147.489 0 0.074 0

748 1 /// 0 144.897 0 -0.07+ 040+ 1 1+8 0 1*0.9+/ 0 -0.0/9 0

18/ 1 1+8 0 -1*0.9+/ 0 0.0/9 0

1+2 1 94 0 1*0.8*9 0 -0.074 0

+2 1 94 0 -1*0.8*9 0 0.074 0

+2 1 8+ 0 199./*/ 0 -0.074 0

49 1 8+ 0 -199./*/ 0 0.074 0

18/ 1 1+1 0 199.74* 0 -0.0/9 0

1*+ 1 1+1 0 -199.74* 0 0.0/9 0

4* 1 49 0 -20+.0++ 0 0.074 0

49 1 49 0 20+.0++ 0 -0.074 0

1*+ 1 17* 0 20+.14 0 -0.0/9 0

1+9 1 17* 0 -20+.14 0 0.0/9 0

1+9 1 1/9 0 218.19* 0 -0.0/9 0

4* 1 71 0 218.11/ 0 -0.074 0


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Re#ctio%s

Mo&e%t- L-& e#& 6,C Lode Axi#l o"ce!e#"-B L!e#"- L

12**.77/ 1+9 1 1/9 0 218.19* 0

-12**.771 4* 1 71 0 218.11/ 0

-1181.*/4 1*+ 1 17* 0 20+.14 0

1181.47/ 49 1 49 0 20+.0++ 01181.1+7 18/ 1 1+1 0 199.74* 0

-1180.9* +2 1 8+ 0 199./*/ 0

-9/4.827 40+ 1 1+8 0 1*0.9+/ 0

9/4.72 1+2 1 94 0 1*0.8*9 0

9/7.8/4 209 1 /4* 0 144.9+4 0

-9/7.7/9 748 1 /// 0 144.897 0

-4/0.8*4 191 1 190 0 107.+// 0

4/0.+87 790 1 208 0 107.4++ 0

4/0.+*8 7*7 1 /71 0 44.*09 0

-4/0.78* 200 1 /79 0 44.+7+ 0/+/.//* 200 1 199 0 -+.89+ 0

-/+/.//* 7*7 1 199 0 -+.948 0

-/+/.24* 790 1 /79 0 -44.81+ 0

/+/.24* 191 1 /71 0 -44.882 0

-11/.//* 748 1 190 0 -10*.177 0

11/.//* 209 1 208 0 -10*.21+ 0

11/./0/ 1+2 1 /// 0 -147.489 0

-11/./0/ 40+ 1 /4* 0 -147.+* 0

+2.+48 +2 1 94 0 -1*0.8*9 0

-+2.+48 18/ 1 1+8 0 -1*0.9+/ 0

+2.+02 49 1 8+ 0 -199./*/ 0

-+2.+02 1*+ 1 1+1 0 -199.74* 0

-/2.8*+ 4* 1 49 0 -20+.0++ 0

/2.*8/ 1+9 1 17* 0 -20+.14 0


50/50

5o"sio% L Mo&e%t-B Mo&e%t- L-&

-0.0/9 0 -/2.8*+

-0.074 0 /2.*8/

-0.0/9 0 +2.+02

-0.074 0 -+2.+48-0.0/9 0 11/./0/

-0.074 0 -11/.//*

-0.0/9 0 /+/.//*

-0.074 0 -/+/.24*

-0.074 0 4/0.+87

-0.07+ 0 -4/0.78*

-0.02 0 -9/7.7/9

-0.027 0 9/7.8/4

-0.012 0 -1180.9*

-0.01* 0 1181.1+70.01* 0 -12**.771

0.012 0 12**.77/

0.027 0 -1181.*/4

0.02 0 1181.47/

0.07+ 0 9/4.72

0.074 0 -9/4.827

0.074 0 4/0.+*8

0.0/9 0 -4/0.8*4

0.074 0 /+/.24*

0.0/9 0 -/+/.//*

0.074 0 11/.//*

0.0/9 0 -11/./0/

0.074 0 +2.+48

0.0/9 0 -+2.+02

Step by Step Design of PSC Girder by Working Stress Method

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Transcript of Step by Step Design of PSC Girder by Working Stress Method