Sk-cl-c-130 Rev.c Steel Connection (Beam Connection)

 

JOINT OPERATING BODY

PERTAMINA-HESS JAMBl MERANG

r pEuTamlNn

Eg

OB NO

9468

ENGINEERS AND CONSTRUCTORS

rlxtlb.i,rf<

SK- C L - C

CALCLILATION

130 1 OF 25

PAGE :

PT. TRIPATRA

REV.

DOC. NO.

JAMBl MERANG DEVELOPMENT GAS PR PRODUCTION ODUCTION FACI FACILITIES LITIES

STANDARD CALCU LATION FOR STEEL CONNECTION (BEA M CONNEC TION) TION)

.

JOB - JAMBI MERANG :

FOR COMM ENTIAPPROVAL ENTIAPPROVAL

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\.

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Approved whh Comments

ENGR

REV

M

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DATE

PAGES

DESCRIPTION

PREP D

CHK D

APP D

By

Date

CLIENT

 

J AMB AMB

MER A N G GA S PR OD U C TION FA C IILITI LITIES ES D EVELOPMEN T C A LC U LA TION

C LCUL

TION FOR STEEL CONNECTION CONNECTION

T BLE OF CONTENTS

Page 1

GENER

................

.....................................................................

3

1 1

Purpose

3

12

Code and Standard

3

13

Docu ment Reference

3

2

M

3

BE

4

L

TERI

LS

. . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . .... . . . . . . .

3 4

M TO COLU UM MN MOMENT CONNECTION

31

A b b r e v ~ a t ~ o ....... .n......

32

Detai Detaill Beam to Column Momen t Connect Connection ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

5

33

Calculation of Allowable Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

7

34

Calculation of Allowable Moment

35

Exam ple Calculation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

BE

..........................................................................

M TO COLUM N PIN CONNECTION WITH GUSSET PL

4

I0 15

TE

41

A b b r e v ~ a t ~ o...... n

42

Detail Beam Colum n IJin Connection With Gusset Platc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

16

3

Calculation Of Allowable Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

17

4

Calcul Calculati ation on Of Allowable

..........................................................

21

4 5

.......................................................................................

Tension

Exam ple Calculation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Table

Beam to Column Moment Connection Capacity

Table 2

Beam Pin Connection

9468 SK CL 130 C

15

P age 2

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J AM AM B

M E R A N G G A S P R O D U C T I O N F A C I L IT IT I E S D E V E L O P M E N T CALCULATION

CALCULATION FOR STEELCONNECHON

1

GE NE RAL 11

Purpose This calculation calculation is to determ ine the allowable forces of standard connection for steel steel structure for EPC Gas Production Facilities Ja~nbiMerang M erang Pro.ject. This manual is intended t guide the engineer about the iterns that shall be checkedlconsidered in calculating steel member connection capacity

12

Codes and Standards AW S D1.l, Str Structur uctural al Welding Code Steel Steel,, America Americann Weldi Welding ng Soc iety. AISC 9 ' Edition. ASD Manual of Steel Construction, Americann Ins America Insti titut tutee of Stee Steell Co nst r~~ cti on ASTM , American Societ) for Testing an andd Materials

13

Documents Reference Gener al Specifica tion for Civil and Structure Specification for Structural Steel

GL, SP C 100 G L SP S 600

MATERIALS Structural Steel AST M A36 or JIS G 3 101-SS4 101-SS400 00 or equival equivalent. ent. Specified minimum yield stress : F, = 2400 kglcm2 Allowable s hear stress : F, = 4070 kglcm2 = 960 kglcm 2 Specified Specif ied m inimum tensile strength : F,, 4070 hgI hgIcm2 cm2

net area ) gross area )

=

Steel Ste el Pipe ASTM A53 Grade -B Specified minimum yield stress :

I. ,

=

2400 kglcm7

High Strength Bolt Bolt ASTM A-325 Typ e-[, Black Oxide Allowable shear stress : F,,, 1470 kgIcm2 Allowable tension stress : F,I, 3090 kglc1n2 =

=

Ordinar) Ordina r) Bolt AST M A-307 Grade-A, Black Oxide. = 700 kglc1n2 Allowable sh ear stres stresss F,I, 1400 kglcm Allowable tcnsion stress : =

9468 SK CL 130 C

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J AM AM B

M E R A N G G A S P R O D U C T I O N F A C I L I T IE IE S D E V VE ELOPMENT CALCULATION

3

BEA M TO C OLU MN MOMEN T C ON N EC TION TION

31

Abbreviation

v

Allowable sh ear of bolt bolt Allowable shear of connected beam Allowable shear of w elding

v4 MI M2 M3 N M 11,m Fv A bolt d tf tw twb Fy Pu Fp Ft Fv Lv

Allowab le bolt bearing on end plate Allowab le Inom ent du e to bolt tension tension Allowab le mom ent of end plate plate Allowab le moment of connected connected beam length and and width width of end plate plate bea ring) number of bolt allowable shear per one bolt bolt cross section area of bolt depth of steel shape proper-t proper-ties ies thick ness of flange steel steel shape properties properties thick ness of web steel shape properties properties thickness thickness of beam beam web Specif Specif iied ed r n in i~ nu ~nield strength of steel Specified Tensile strength strength of the conne cted material Allowab le bearing stress Allow able tension stress stress Allowab le shear str stress ess distan ce center of hole to edge of end plate leg of fillet fillet weld on web o f beam req uirement d ue to shear stress minimum spacing distance fr o n ~ uter face of flange flange to web toe of fill fillet et

v2 v3

k

 

:

k

:

tP :

db bp Pec Pe Me ff Ff P Bfb Wx Ab Af A K Ca Cb

9468-SK-CL-130-C

: : :

end plate thickness moment inertia bolt diameter effective column flange length effectiv e horizontal horizontal bolt distance analog ous to Pe for end plate effectiv e bolt bolt drstancc drstancc from top of beam beam flang e extrem e iibred iibred bending m onient in end plate plate thickness of colurnn flange flange force bolt distance from top of beam flange beam flange width in end plate s ection ection ~n od ulu s f beam beam total area o f bolt tension section area of tension tension flange section area of web, clear of llang c effective length factor coe llicient used of numerical values bending coefficient depen dent upon Inolilent Inolilent gradient

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J AM AM B

9468 SK CL 130 C

M E R A N G G A S P R O D U C T I O N F A C I L IT IT I E S D E V E L O P M E N T CALCULATION

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J AM AM B

M E R A N G G A S P R O D U C T I O N F A C IL IL I T IIE E S D E V EL EL O P M E N T CALCULATION

32

9468 SK CL 130 C

D e ta t a iill B e am a m T o C o l u n ~ nMoment Connect ion

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JAMB1 JAM B1 MER ANG GAS P RODU CTION FACILITI FACILITIES ES DEVELOPMENT CALCULATION

3 3

Calculation

f Allowable Shear

Allowable shear of this connection is the the srnallest srnallest value amo ng V I V2, V3, V4 and is shown as follows : Allowable shear of bolt VI VI

=

n . Fv , A bolt

where n Fv

=

=

numb er o f bolts bolts allowable shear per one bol boltt

(AIS C 9th Ed. Table 53-2) 53-2)

Allowable shear of connected connected beam V2 V2

(d - 2tf - 2Sc)

s

w b . 0 . 4 x Fy

Allowable shear of welding V3

where : E70= 0.3 x 62x 70.31 1300 kglcm' leg offillct weld on w eb of beam requirement due to shear stress g =

Allow able bolt bearing on end plate V4

whcre Fp Pp Fp Fp Lv

=

=

=

allowable bearing strcss 1.2 Fu; if Lv 1.5db and s 3db 0.5 Fu (sldb 0.5); if L v 1.5db and s < 3 db ( L v . F u ) / 2 d b I 1 . 2 F u ; L v < 1. 1.5db distance center of hole to ed ge of end pla plate te

(AI SC 9th Ed. 33-1) (AISC 9th Ed. 33-5) 33-5) (AISC 9th Ed . 33-3) 33-3)

Minimum column flan ge thickness thickness wlo sti stiffene ffenerr requirement Effective column flange length length bp 2.5 (2Pf + tlb) bp Effective horizontal bolt distance Pcc Pec =(gl2)-kl-(db/4)use:kl=0.75 =

=

where In = C a C Cbb ( A ~I ~I A W ) ' ( ~ e c l d b ) ~ Ca 1.13 9468-SK-CL-130-C

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J AMB AMB

M

Ff tfc

3 4

(l =

MER A N G GA S PR OD U C TION FA C IILITI LITIES ES D EVELOPMEN T C A LC U LA TION

+ 0.5P

H

d [ 6 ~ e 1 0 . 7 5 F y .p)]]

LqI- ;

Calculation of Allowable Momcnt

Allowable ni o~ ne nt f this connection connection part is is the smallest smallest value amo ng M I . M 2 , ~ 3 , . and show n as follows: follows:

Weff,

Force equilibrium : where

Weff

8. ff

1 2

-d,

=

ZAbhY

4( ~ 4 7

wi

bj

=thic kne ss of column column flange location ol' neutral axis from bottom edge of plate (inpu t data, by trial trial and e rror) of bolt tension from neutral axis c.g

Z Ab =t ota l aarea rea of bolt bolt tension. tension. Mom ent Inertia Inertia of bolt bolt

ly

9468-SK-CL-130-C

=

Z Ab.dy

+

Weff

,d3

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J AMB AMB

Section Modulus

MER A N G GA S PR OD U C TION FA C ILI ILITIES TIES D EVELOPMEN T C A LC U LA TION

:

Allowab le mom ent due to bolt bolt tension tension MI MI

=F t. Sb'

where Ft fv

=

(442 4.39f~') ~ Vmin I ( n Abolt)

(AI SC 9th Ed. table 53-3)

Allowab le moment of end plate plate M2

Maxim um tension tension at flange due to to Me

M2

=

where In Ca Cb

= = = = =

tP bp Ff Me Pe Pf bfb

tt)

:

=

bp Fb Pe

( F f 0 . 5 P ) (d

= = = =

=

C a C b ( ~ f l ~ w ) (' ~ e l d b ) ' constant 1.13 (bfb I bp)Ii2 bfb 2.5 cm (maxim i~ni ffecti ffective ve width) 0.75Fy P f ( d bl4) end plate thickness end plate width Flange lbrce extre me fibrc bcnding mome nt in in end plate effective bolt distance distance liom top of bearn flange bolt di sta nc e Fro Fro111 top o f bean1 fla ng e beam flange width in end plate

(AISC 9th Ed. F2-1)

Allowab le mom ent of connected connected beam beam M3

Wx

9468 SK CL 1304

=

sectt ion sec ion ~n od ul u s f beam beam

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JAMB1 JAMB1 MERANG G AS PR ODUCTION FACILITIES DEVELOPMENT CALCULATION

Check of minimum spacing and and minimum edgc distance Minimum spacing 2 213d 213dbb ( m m )

<

s

Minimum edge distance

(AISC 9th Ed. table 53-5) 53-5)

35

Example Calculation MH 148 with properties d

148 mm , tf

9 mm, tw

6 mm, bf

I00 mm, Ix

1.02E+05

with type connection type A llSB

:

m

4, n

2 M 22

Allowable shear of this connection is the s~nallest alue among V1, V2, V3, V4 and is show11 as follows: Allowable shear of bolt bolt VI V1

n . Fv . A bolt

=1nxnx~vxx14xd~~ 4 2 700 3.1414 (2.2)' 21276 kg Allowable shear of co~inected eeam am V2

Allow able bolt hearing on end plate plate V3

F p = 1.2Fu; if L v 2 1.5 dba nd s23 db Fp 0.5 Fu (sldb - 0.5) ; if Lv 1.5d b and s Fp =( Lv . F u )l 2d b < 1.2Fu;Lv< 1.5db

9468 SK CL 130 12

<

3 db

( AI A I SC SC 9 th E dd.. 5 3 - 1 ) (AISC 9th Ed. 53-5) ( A IS I S C 9 tthh E d. d. 5 3 - 3 )

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JA JAMB1 MB1 MERANG G AS PRODUCTION FACIL FACILITI ITIES ES DE VELOPMENT CALCULATION

Allow able shear of welding V4

where

:

A llow llow ab able le for force ce V m ax is V m inim un~ m ong V l , V 2, V 3, V 4. So n ~ a x 5 84 k For completed othcr shapes can be sseen een oonn the ta table ble of be beam am to co lu n~ n omen t connecti connection. on. Allowable m omen t of this connect connection ion is the smallest value amon g MI,M 2,M 3 and is shown as follows : +

Allowable m omen t due to bo bolt lt tcns tcnsion ion M

where Ft

I

:

(442 - 4 . 3 9 f ~ * ) ~ (44'' (44

4.39* 2.43

(AISC 9th Ed. table 53-3)

) I2

43.71 ksi fv

Vmin I (n

.

[51841( [51 841(n14 n14

Abolt) 2.22 *2* 4)]* 7.54 '

2.204611000

- 2.43 hsi y

Iyb

+

= M - b d l =308-40-90= 14

d2 [2y'

I4

222 [2* 7 g2

1781nm

2 (y- al -a212]+(br d )'II33 2 (1 78-4078-40-50)' 50)']+( ]+( 100*90)'/3

Allowable mom ent due to bo bolt lt tens tension ion M2 M2

(Ff - 0.5 P ) (d - t f ) = I : f ( m 2 . b - 2 . a l -10 19909 (308 2*40 2*40 9)ll 9)llO O 276734 kg-cm Where : 4 Me (a m . I'c) Ff 4 162.450 / ( I .0 055 4 0 4499 * 3 00.. 9 6655 ) 19909 kglcr kglcrnn N te2 0.75 Fyl6 Me 150 19 19'' *0.7 5 24001(6* 100) 1 6 2 . 4 5 0 k g --cc m 9468 SK CL 130 C

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JA JAMB MB MERANG GAS PRODUCTION FAC FACILIT ILITIES IES DEVELOPMENT CALCULATION

am =

Pc

=

Ca

C a . C b . ( ~ f l ~ w )(l'eldb) ~ ' 1.13 0.81 65 (I 1538.5) 1538.5) ' (30 965122)' 965122)' 054049 'f (dbl 4) al db/4 0.707 *g 40-2214 0 707 30 965 cm 1.13 (constant)

-

-

Cb ( b f m ) ' (1001150 (1001150)) ' 0.8165 (Afl Aw) [bf tf ] I (d 2 *tf) tw] [100*9] I [(I4 8 2 9) 61 1.15385 =

=

=

=

=

+ Allowable moment of connection beam '.M3

M3

=

=

where 0.617y . W x 0.6 *2400 1. 1.38E+0 38E+0.5 .5 198720 kg-cm

:

s

Ss

sectt iion sec on ~n od ul u s f beam beam

A l lo lo w a bbll e m o m e n t M ~ n a xs M minimum minimum amo ng M I, M2. M3. So Mmax

=

198720 kg cm

For completed other shapes can bc seen on the table attached of beam to colu~nnmoment colu~nnmoment connection.

9468-SK-CL-130-C

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JAMB1 MERANG G AS PRODUCTION FACILITIES DEVELOPMENT CALCULATION

Table 1 BE

M TO COLUMN MOMENT CONNECTION

Fy 2400 kgicm2 Fu 4070 kgicm2 Weld electrode 62 ksi grade 60 E60XX ) Fvbolt 700 kg/cm2 kg/cm2 Ftbo lt 1400 kg/cm2

9468 SK CL 130 C

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JAMB MERANG GAS PRODUCTION FACILITIES DEVELOPMENT CALCULATION

9468 SK CL 130 C

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J AM AM B

M E R A N G G A S P R O D U C T I O N F A C IIL L I T IE IE S D E V E L O P M E N T CALCULATION

CONNECTION BEAM CO LUMN PIN CONNECTION W ITH GUSSET PLATE

41

Abbreviation

v

v2 v3 v4 v5 V6 v7 T T2 T3 N, M n. m Fv A bolt d tf tw tg twb FY

bp PCC

thickness bcam wcb Specified of m inimum yield yield strength of steel Specified Tensile strength oS the connc cted material Allowable bearing stress Allowab le tensio tensionn strcss Allowab le shear stress stress distance center ol hole to edge of end plate leg leg of fil fillet let weld weld on w eb of beam requ ire~n ent u e to to shear stress minimurnn spac ing minimur distance from outer face of flange to w eb toe of tillet tillet end plate thickness mom ent incrti incrtiaa bolt diameter effective column flange length effective horizontal bolt distance

Pe Me ff 1:s Pf 13t b Wx z Ab e

effective bolt distance Prom top of beam flange extre me tibred ben ding molllent in in end plate thickness of column Ilange flange forcc bolt distance distance from top oP bc a~ n lange beam flange width i n end plate scctii on ~ no du l us f be scct bean an11 total area o f bol boltt tension eccentricity

u

Fp Ft Fv Lv g I

tP I

db

9468 SK CL 130 C

Allowable shear of bolt bolt Allow able bolt bearing bearing on gu sset plate plate Allowable shear of beam weblgusset platc tcar out (blocl; shcar) Allowable shear on beam webigusset plate locall be nding strcs s on gusset plate loca Allowable bearing bearing capacity of beam beam web Allowab le capacity capacity bascd on gussct w elding shcar capacity Allowab le tension tension capacity du e to bolt shear Allowab le tension tension capacity duc to bearing bearing o plate Gross tension capacity of gusset plate plate and beam web length and width of end plate (bearing) numb er of bolt bolt allowable shear per one bolt cros s section area of bolt depth o f steel steel sha pe properties thickness of flange steel shape properties thickness of web steel shape properties t h iicc kn kn es es s o f g ~ ~ s s clate t

age

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M E R A N G G A S P R O D U C T I O N F A C I L I TI TI E S D E V E L O P M E N T CALCULATION

Detaill Con nection Detai nection Beam To Column Pin Connection With Gus set Plate Plate

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JAMB JAMB MERAN G GAS PRODU CTION FAC FACILIT ILITIES IES DEVELOPMENT CALCULATION

Detail Connection Beam To Beam IJin Connection With Gusset Plate

4 3

Calculation O f Allowable Shear

The capacity o f the connection is the smallest value value am ong

4 3 1

:

VI ,V2, ,V2, V3,V4, V 5,V6,V7.

Allowable Allowabl e Bolt She ar V1

For Connection

fvh

ype

stress on bolt B due to vertical vertical load load V l a

frnb

stress on bolt B due to m om ent M = V la = { ~ l a ( l h + s ~ ) r ) / ( ~Arh i) ~

fv

= d (f ~b )~ +(f m b )~

lh

sp )

Fv

therefore :

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JA AM MB

M E R A N G G A S P R O D U C T I O N F A C I L IIT TIES DEVELOPMENT CALCULATION

For Connection Connection Tvp e 11

fvb

=

=

fiiib

=

=

stress on bolt B Vlb/(n.Ab) stress on bolt

fvb

therefore

:

+ finb

fi

4.3.2

due to M

=

+ s p + st?)

Vl b

Vlb(lh+sp+s/2)/(6.Ab)

fv

Vlb

6

due to vertica verticall load V l b

=--

Fv

z

4

?

l / n + ( 1 1 7 + s p + 0 .5 * .s ) / .s

Allowab le Bolt Bearing On Gusset Plate V2 For Connection Type I : v

I II * d h * .tg

=

(1 n)

+ [{(lh+ s p ) r ) /

where : s p

15 ~ n m

x r i2 r

(AISC (AISC (AISC

Ed. 53-1) 9 ' Ed. 53-3) 9 ' Ed . 53-5) 9 '

For C onnec tion T yp e 11 11 :

v

433

=

p * dh .tg

1

n

+ (lh + sp + 0,5 * .Y

s

B e am am W e b / Gusset Plate Tear Out

Bloc Block k Sh ea r V3

Since in this type of connection the beam is not cooped then the b eam web tear out is not necessary to check. The tear out check will be applied only on gusset plate.

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J AM AM B

MERANG GAS PRODUCTION FACIL LII T I E ES S DEVEL LO OPMENT CALCULATION

s

q

Shear area Shear are

Tens~le rea

I

~~

V3

=

=

Av Av

where

Fv + A t . Ft 0.3 FLI + At Fv Fv

For Type

I

;

For Type

I

;

4.3.4

= =

Av At

= =

Av At

=

=

A l l o w a b l e S h e a r On

Ih 1 ~

/

0.5 Fu )

allow. shear rupture acting on net. Area Av allow tension tension rupture acting on net. Area At

{ n-I) s-dh) + lv-0.5 dl1 lh-0.5 dh ) tg

) tg

lv-0.5 dl1 ) tg s+ .5 dh ) tg

eam

eb

I Gusset Plat V4)

Shear On Beam Beam W eb V4a V 4b

d. tw. 0.4 Fy = d n dh ) tw 0.3 Fu

=

gross area) net.A rea)

n

=

for type 11 connection

Shear On Guss et Plate V4c

=

V4d

=

d - 2 k ) tg. 0.4 Fy

{ d

2 k

)

n dh) tg. 0.3 FLI

gross area ) net.Area) n =

for type If connection

V4 is the smallest value among V4a, V4b. V4c, V4d

9468-SK-CL-130-C

 

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JA JAMB MB MERANG GAS PRODUCTION FACI FACILITI LITIES ES DEVELOPMENT CALCULATION

4.3.5

Local Bending Stress On Gu sset Plate V5)

For Type

Connection

1

(d

tg

V5a

6

2 k ) * Fb lh + .sp

For Type 11 Connection

4. 3.6 3.6

Allowable Allowable Be ar ing Capac ity ity of Be am We b V6)

Ford

<

150

Fp*db*t

V6 Where e

x

z

=Ih+sp+O.5s

Where e

=lh+ sp

Zb = n x n + l ) x s / 6

4.3.7

Allowable Capacity Based on Gusset Welding Shear Capacity V7) for column)

0.3 Fu

V7

Where Aw

x 0.707 x a

x

Lw

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JA JAMB MB MERANG GAS PRODUCTION FACI FACILITI LITIES ES DEVELOPMENT CALCULATION

4.4

Calculation

4.4.1

Tension Capacity du e to Bolt Shear,

Of

llowable

Resultant stress, ft

ft

stress on bolt A due to eccentric mom ent TI x ey / Z b single shea r capacity of bolt vertical eccentric distance between the bolt group center and centerline of connecting bean1

TI

/

n

Ten sion C apacity du e to Bearing on I lat late, e, T 2

Resultant stress, ft T

t

ftl

ft

_<

1.2Fu

= F p x d b x t / ( l / n + ey / Zb ) thickness of beam web or gusset plate plate : mi1 mi111 tw, tg )

Gross Tension C apacity of Gusset Plate a n d Bea Bea m W e b , T 3 T3

where :

0.61;~

1 /

Ag

ey / Zgross )

Ag

gross sectional arca of gusset plate or beam web

Zg

section n~ od ul us f gusset gusset plate plate or beam beam web

Ag Zg Ag Zg

4.4.4

< Fv

ft

stress on bol boltt A due to horirontal force

eY

4.4.3

l l

ft 1 Fv

4.4.2

ftl

Tension

Lg x tg tg x L g / =dxtw 6 tw x d

for gusset plate ) for gusset plate plate ) f o r b ea m ) for beam )

Checking of actual stress against allowable stress stress

where: Va

hence,

allowable shear capacity smallest of V1, V2, V3, V4, V5, V6, V7

Ta

V

T

9468-SK-CL-130-C

 

allowable tension capacity smallest of 1 1. '1'2. T 3 actual actual shear tensileforce force

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