OFFICE EXTENSION AT AL KHUWAIR

296357890.xls11/26/2015

DATA DETAIL 2

FORCES (factored) MEMBER DATALoad combination No 6 254 254 73 mmMax moment (M) 174 kN-m Column flange thk 14.2 mmMax shear (S) 261 KN Column web thk 8.6 mmMax axial load (comp) 25 KN 457 191 60 mm

Rafter flange thk 8.6 mmMATERIAL Rafter web thk 6.3 mmColumn grade 43 End plate size 737 200 16 mmRafter grade 43 col-beam slope angle (O) 0 degBolt grade 8.8 Haunch length 421 mmPlate grade 43 Haunch depth 170 mm

Haunch slope angle (b) 22 degRoot radius 7.6 mmFillet weld to flange 8 mmFillet weld to web 8 mm

BOLT SCHEME Allowable max stressBolt dia 20 mm In shear (ps) for bolts 375 N/mm2 CL 6.3.2.1Nos of bolts 8 Nos In tension (pt) for bolts 560 N/mm2 CL 6.3.4.2Bolt pitch (p) 120 mmBolt spacing Beam 457 191 60 120ed1 30 mm 25 ed1s1 160 mms2 0 mm s1 160s3 297 mms4 160 mm s2 0s5 70 mmed2 20 mm s3 297

End plate ht reqd 737 mmMin End plate width reqd 254 mm Haunch s4 160

s5 70End plate ed2

col 254 254 73

stiffener plates

BOLTS COLUMN FLANGE CAPACITY END PLATEDia of bolt 20 Moment due to max bolt force (Mmax) 329.83 Nm Size of End plate 737 200 16Tension capacity of bolt 137.3 kN Moment carrying capacity 1993.5 Nm Plate thickness reqd. 8.1580835 mmBolt load 24.324 kN safe Plate thickness provided 16 mm

safe COLUMN WEB safeBEAM FLANGE AT UPPER BOLT Shear in column webCapacity of flange 451.72 kN Tension capacity of S1 mm length of web 378.4 kN Max shear in col web above bott flange 80.1 kNTension in top flange 50.84 kN Total max load on bolt 25.42 kN shear capacity 360 kN

safe safe safeBuckling resistance AT BOTTOM FLANGE OF HAUNCH Bottom( haunch)flange to end plateArea of effective section 5358.4 mm2 Local bearing capacity of web 353.804 kN Ver.componant of flange force 138.07927 kNBuckling resistance 1473.6 kN stiffener plate not required Load on weld 0.36146406 kN/mmTotal Rection at bott fl (Fc) 341.61 kN weld thickness 8 mm

safe Capacity of weld 1.204 kN/mmsafe 0

WELD DESIGN

Top flange to end plate Web to end plate Web to rafterAssumed fillet weld 8 mm Design load for weld design 8.59301 kN 7.09 kNLoad fr bolts above flange 25.42 kN Load on weld 0.06777 kN/mm Capacity of web 220 kNLoad on weld 0.1331 kN/mm weld thickness 8 mm safeCapacity of weld 1.204 kN/mm Capacity of weld 1.204 kN/mm

safe safe

Column size UB/UC

Rafter size UB

Load on web (at 2nd row of bolt plastic dist)

OFFICE EXTENSION AT AL KHUWAIR

296357890.xls11/26/2015

OFFICE EXTENSION AT AL KHUWAIR

296357890.xls11/26/2015

OFFICE EXTENSION AT AL KHUWAIR

296357890.xls11/26/2015

DESIGN CONSULTANTSP B 2682 RUWI

NEW SHED AT RUSYALMB PETROLIUM

1465296357890.xls

11/26/2015

DATA DETAIL 2

FORCES (factored) MEMBER DATALoad combination No 6 Column size UB/UC 254 254 73 mmMax moment (M) 174 kN-m Column flange thk 14.2 mmMax shear (S) 261 KN Column web thk 8.6 mmMax axial load (comp) 25 KN Rafter size UB 457 191 60 mm

0 Rafter flange thk 8.6 mmMATERIAL 0 Rafter web thk 6.3 mmColumn grade 43 End plate size 737 200 16 mmRafter grade 43 col-beam slope angle 0 degBolt grade 8.8 Haunch length 420.765Plate grade 43 Haunch depth 170BOLT SCHEME 0 Haunch slope angle (b) 22 degBolt dia 20 mm Root radius 7.6 mmNos of bolts 8 Nos Allowable max stressBolt pitch (p) 120 mm In shear (ps) for bolts 375Bolt spacing 0 In tension (pt) for bolts 560ed1 30 mm dist of bolts from Bott bolts1 160 mm d1 620 mm 384400s2 0 mm d2 540 mm 291600s3 297 mm d3 173 mm 29929s4 160 mm d4 13 mm 169s5 70 mm d5 mm 0ed2 20 mm

0End plate ht reqd 737Min End plate width reqd 254

dist from c/c of top fl to c/c of bott most f 627 mmBOLT LOAD By moment @ bott flange I.e. @ A COLUMN FLANGE CAPACITYMcal 44710.5 N-m Dist fr cen line of bolt to c/c of root fillet 51.9 mm

1090498 Dist fr cen line of bolt to prying force (n) 28.4 mmforce in Bolts Effective length of flange per bolt (w) 143.8 mmF1 12.71 kN 329.825 NmF2 12.71 kN Moment carrying capacity 1993.46 Nm py 275F3 11.07 kN safeF4 3.54651 kN Praying force 11.6136 kNF5 0.2665 kN

Total Rection at bott fl (Fc) 341.606 kN COLUMN WEB AT UPPER BOLT

BOLTS Tension capacity of S1 mm length of w 378.4 kN py 275Dia of bolt 20 mm Total max load on bolt 25.4201 kNTensil area of bolt 245.182 safeTension capacity of bolt 137.302 kN COLUMN WEB Bolt load 24.3236 kN AT BOTTOM FLANGE OF HAUNCH root radius

safe Local bearing capacity of web 353.804 kN py 275 b1Max allowable prying force(Q1) 124.592 kN stiffener plate not requiredMin Prying foece (Q) 7.05872 kN STIFFENER PLATEMoment at root of flange with reduced prying force Area reqd in contact with flange 993.763

-2.87876 N-m Trial stiffener plate 2 nos 80 15 mmsafe Area of stiffener plate provided 2400

safe

N/mm2

N/mm2

d12

d22

d32

d42

d52

sum of (d2) mm2

Moment due to max bolt force (Mmax)

mm2

n2

mm2

mm2

DESIGN CONSULTANTSP B 2682 RUWI

NEW SHED AT RUSYALMB PETROLIUM

1465296357890.xls

11/26/2015

END PLATE Buckling resistanceTrial size of end plate 737 200 16 Area of effective section 5358.4Dist fr c/c of bolt to toe of weld (b) 72 mm Buckling resistance 1473.56 kN py 275Dist fr c/c of bolt to prying force (n) 32 mm Total Rection at bott fl (Fc) 341.606 kNEff. Length of end plate 100 mm safeMoment at bolt line and root 457.561 N-m Connection of stiffener to column webpy 275 Effective length of weld 209.6 mmPlate thickness reqd. 8.15808 mm Assumed weld thk 8 mmPlate thickness provided 16 mm Load on weld 0.40745 kN/mm

safe Max load capacity of weld 1.204 kN/mmBEAM FLANGE safepy 275 Shear in column webCapacity of flange 451.715 kN Max shear in col web above bott flange 80.0732 kNTension in top flange 50.8401 kN shear capacity 360.426 kNComp in bott flange 368.457 kN safe

safeWELDSTop flange to end plateAssumed fillet weld 8 mmLoad from bolts above flange 25.4201 kNLoad on weld 0.13309 kN/mmCapacity of weld 1.204 kN/mm

safeWeb to end platebolt force below top flange 12.71 kNCen of bolt to toe of flange weld (bx) 63.4 mm 4020Cen of bolt to toe of web weld (by) 48.85 mm 2386Eff. Length of plate at flange (wx) 74.195 mmEff. Length of plate at web (wg) 91.9365 mmBolt load supported by web (plastic distri. 7.83691 kNBolt load supported by web (elastic distri. 8.59301 kNDesign load for weld design 8.59301 kNLoad on weld 0.06777 kN/mmweld thickness 8 mmCapacity of weld 1.204 kN/mm

safeBottom( haunch)flange to end plateHorizontal comp of flang force (fc) 341.606 kNVertical componant of flange force 138.079 kNLoad on weld 0.36146 kN/mmweld thickness 8 mmCapacity of weld 1.204 kN/mm

safeWeb to rafter

7.09302 kNCapacity of web 219.681 kN

safe

mm2

N/mm2

N/mm2

bx2by2

Load on web (at 2nd row of bolt plastic dist)

DESIGN CONSULTANTSP B 2682 RUWI

NEW SHED AT RUSYALMB PETROLIUM

1465296357890.xls

11/26/2015

cos of angle 1sin of angle 0

cos of angle 0.92712595sin of angle 0.37474988

7.6 mm40.6 mm109 mm

DESIGN CONSULTANTSP B 2682 RUWI

NEW SHED AT RUSYALMB PETROLIUM

1465296357890.xls

11/26/2015

dataanalysis