Design Report of Steel Structure

DESIGN REPORT OF STEEL SHED WITH MEZZANINE FLOOR.

By Engr. Md. Humayun Kabir Jony

Structural Engineer

B.Sc. Engg. (Civil)

JUNE, 2016

STEEL STRUCTURE DESIGN i

DESIGN REPORT

TABLE OF CONTENTS

1 INTRODUCTION ................................................................................................................... 1

2 DESIGN CONSIDERATION ................................................................................................. 1

3 CRANE RUNWAY BEAM DESIGN ..................................................................................... 2

CRANE GANTRY GIRDER DESIGN (BS5950-1:2000) .............................................. 3

4 WIND LOAD CALCULATION ............................................................................................. 9

5 ANALYSIS OF FRAME ...................................................................................................... 10

5.1 ANALYTICAL MODEL IN SAP2000 ................................................................................ 10

5.2 FLOOR PLAN OF THE STRUCTURE IN SAP2000 ..................................................... 11

5.3 METHOD OF ANALYSIS & DESIGN ................................................................................. 15

5.4 LOAD COMBINATION .......................................................................................................... 15

5.5 APPLICATION OF LOAD AND ANALYSIS ..................................................................... 16

6 DESIGN OF CONNECTION ............................................................................................... 23

6.1 DESIGN OF CONNENCTION JOINT AT BASEPLATE ............................................... 23

BP1 (FOR COLUMN-UB406X178X54) ...................................................................................... 23



CONNECTION JOINT (CJ1) ............................................................................................................. 43





List of Figures and Tables

Figure 5.1: 3D View of Analytical Model ........................................................................ 10

Figure 5.2: Mezzanine Floor ............................................................................................. 11

Figure 5.3: Shed Roof Plan ............................................................................................... 11

Figure 5.4: Elevation Grid-1 ............................................................................................. 11

Figure 5.5: Elevation Grid-7 ............................................................................................. 12

Figure 5.6: Elevation Grid-A ............................................................................................. 12

Figure 5.7: Elevation Grid-B~I ......................................................................................... 13

STEEL STRUCTURE DESIGN ii

DESIGN REPORT

Figure 5.8: Elevation Grid-K ............................................................................................. 13

Figure 5.9: Elevation Grid-L ............................................................................................. 14

Figure 5.10: Elevation Grid-M .......................................................................................... 14

Figure 5.11: Applied Dead Load on Inner Bays. .............................................................. 16

Figure 5.12: Applied Dead Load on Outer Bay Grid-A ................................................... 17

Figure 5.13: Applied Dead Load on Outer Bay Grid-M. .................................................. 17

Figure 5.14: Applied Live Load on Inner Bays. ............................................................... 18

Figure 5.15: Applied Wind Load on Inner Bays (Wleft), When wind perpendicular to

Ridge. ................................................................................................................................. 18

Figure 5.16: Applied Wind Load on Inner Bays (Wright). ............................................... 19

Figure 5.17: Applied Wind Load on Inner Bays (Wx+ & Wx-), When wind parallel to

Ridge. ................................................................................................................................. 19

Figure 5.17: Shear Force & Bending Moment Diagram of Frame at Grid A. .................. 20

Figure 5.18: Shear Force & Bending Moment Diagram of Frame at Grid M. ................. 20

Figure 5.19: Shear Force & Bending Moment Diagram of Frame at Grid B~I. .............. 20

Figure 5.20: Shear Force & Bending Moment Diagram of Frame at Grid K. .................. 21

Figure 5.21: Shear Force & Bending Moment Diagram of Frame at Grid L. .................. 21

Figure 5.22: Design of Structural Members in 3D View (DCR Ration <1.0 , All Passed).

........................................................................................................................................... 22

Figure 5.23: Design of Structural Members at Mezzanine Floor (DCR Ration <1.0, All

Passed). .............................................................................................................................. 22

Figure 5.24: Base Reactions (Envelope, Max.). ................................................................ 23

Figure 6.1: Connection Joints Location & ID ................................................................... 43

Figure 6.2: Moment Connection (CJ5) Location. ............................................................. 55

List of Tables

Table 1.1: Basic Information ............................................................................................... 1

STEEL STRUCTURE DESIGN 1 | P a g e

DESIGN REPORT

1 INTRODUCTION

The type of the project is Steel shed with a mezzanine floor.

Table 1.1: Basic Information

Information Description

Structural System Shed of Steel Structure.

Number of Stories GF+ Mezzanine Floor.

Floor Heights Eave Height=6.942m, Ridge Height=8.142m. Mezzanine

Floor Height=3.75m from FGL.

Shed Roof Slope 1:8

2 DESIGN CONSIDERATION

Built up members: fy = 275 N/mm2 (BS 4360 Gr. 43A / BSEN000025 JR)

Hot rolled members: fy = 275 N/mm2 (BS 4360 Gr. 43A / BSEN000025 JR)

Cold Formed Members: fy = 345 N/mm2 (ASTM A446 Gr. D)

Sheeting / Decking panels: fy = 345 N/mm2 (ASTM A446 Gr. D)

Bracing Members: Rods – Fu = 402 N/mm2 (ASTM A605 Gr. 43A)

Bracing Members: Pipe – fy = 340.30 N/mm2 (ASTM A53 or Eq.)

Bracing Members: Others – fy = 275 N/mm2 (BS 4360 Gr. 43A)

Anchor Bolts: Fu = 402 N/mm2(ASTM A605, A36)

High strength Bolts: Pt = 450 N/mm2 (BS 3692 Gr. 8.8 or ASTM 325)

Welding Electrode: E-70XX for Gr. 50 steel, (Min thick. of weld =6mmUNO)

E-6003 for Gr. 36 steel, (Min thick. of weld =6mmUNO)

Design live load on mezzanine floor =2KN/m2

Design dead load for floor finish on mezzanine=2KN/m2

Design live load on shed roof=0.56 KN/m2 (57kg/m2)

Design dead load on shed roof=0.2 KN/m2 (20kg/m2)

Collateral Force=0.2 KN/m2(20kg/m2)

Wind Load: Wind Speed 46 m/s with a minimum load =0.98 KN/m2 (100 Kg/m2)

Design Code: AISC.

Deflection: Horizontal sway of frame = H/300 for any load combination

Vertical deflection of frame = Span / 250 for Live loads only.

Analysing Software for main frame: CSI SAP v18.1.1

Design Software for Crane runway beam: Tekla Tedds v2016.

Design of Connection joints: Bentley RAM Connection V8i (10.00.00.129)


DESIGN REPORT

3 CRANE RUNWAY BEAM DESIGN

Crane Data (assumption): Courtesy: ABUS Kransysteme or Equ. GmBH – EOT Crane

ZLK.

Crane Capacity: 10.0 T

Operation: Cab operated

Weight of Bridge: 5.6T (55.8 KN)

Weight of Hoist/Crab: 0.75 T (7.48 KN)

Wheel Base: 2.0m

Minimum approach from support: 0.75m

Maximum lift: 6.00m

No. of wheels: 4

Crane Bridge Span: 18.2m

Runway (Gantry) Girder Span: 5.485 m

Max. Vertical deflection (Gantry): Span/600

Max. Horizontal deflection: Span/500


DESIGN REPORT

For crane runway beam design, Tekla Tedds v2016 has been used. Input & Calculation

as Follows:

CRANE GANTRY GIRDER DESIGN (BS5950-1:2000)

TEDDS calculation version 1.0.05

1. CRANE & GIRDER DETAILS

Crane details

Self weight of crane bridge (excl. crab); Wcrane = 55.8 kN

Self weight of crab; Wcrab = 7.5 kN

Crane safe working load (SWL); Wswl = 100.0 kN

Span of crane bridge; Lc = 18200 mm

Minimum hook approach; ah = 750 mm

No. of wheels per end carriage; Nw = 2

End carriage wheel centres; aw1 = 2000 mm

Class of crane; Q3

No. of rails resisting crane surge force; Nr = 1

Self weight of crane rail; wr = 0.5 kN/m

Height of crane rail; hr = 100 mm

Gantry girder details

Span of gantry girder; L = 5485 mm

Gantry girder section type; Composite with top channel

Gantry girder ‘I’ beam; UB 406x178x74

Top channel; UPN 240

Grade of steel; S 275

Leg length of channel to beam flange fillet weld; s = 6 mm

2. LOADING, SHEAR FORCES & BENDING MOMENTS

Unfactored self weight and crane rail UDL

Beam, channel and crane rail self weight udl; wsw = [(Massbm + Massch) gacc] + wr = 1.6 kN/m

Maximum unfactored static vertical wheel load

From hook load; Wh = Wswl (Lc - ah)/(Lc Nw) = 47.9 kN

Crane Bridge

Span of crane bridge, L

Safe Working Load, WCrab weight, W

Minimum hook approach, a

Crane bridge weight, Wswl

crab crane

h

c

Bogie centres, aw1

= =Wheel centres, aw1

Bogie wheel centres, aw2

Gantry Girder

Elevation on Crane Bridge

2 Wheel End Carriage 4 Wheel End Carriage

Crab

aw1- aw2


DESIGN REPORT

From crane self weight (incl. crab); Ws = [Wcrane/2 + Wcrab (Lc-ah)/Lc]/Nw = 17.5 kN

Total unfactored static vertical wheel load; Wstat = Wh + Ws = 65.5 kN

Maximum unfactored dynamic vertical wheel load

From BS2573:Part 1:1983 - Table 4

Dynamic factor with crane stationary; Fsta = 1.30;

Dynamic wheel load with crane stationary; Wsta = (Fsta Wh) + Ws = 79.9 kN

Dynamic factor with crane moving; Fmov = 1.25;

Dynamic wheel load with crane moving; Wmov = Fmov Wstat = 81.8 kN

Max unfactored dynamic vertical wheel load; Wdyn = max(Wsta,Wmov) = 81.8 kN

Unfactored transverse surge wheel load

Number of rails resisting surge; Nr = 1

Proportion of crab and SWL acting as surge load; Fsur = 20 %

Unfactored transverse surge load per wheel; Wsur = Fsur (Wcrab + Wswl)/(Nw Nr) = 10.7 kN

Unfactored transverse crabbing wheel load

Unfactored transverse crabbing load per wheel; Wcra = max(Lc Wdyn/(40 aw1),Wdyn/20) = 18.6 kN

Unfactored longitudinal braking load

Proportion of static wheel load act’g as braking load; Fbra = 10 %

Unfactored longitudinal braking load per rail; Wbra = Fbra Wstat Nw = 13.1 kN

Ultimate loads

Loadcase 1 (1.4 Dead + 1.6 Vertical Crane)

Vertical wheel load; Wvult1 = 1.6 Wdyn = 131.0 kN

Gantry girder self weight udl; wswult = 1.4 wsw = 2.2 kN/m

Loadcase 2 (1.4 Dead + 1.4 Vertical Crane + 1.4 Horizontal Crane)

Vertical wheel load; Wvult2 = 1.4 Wdyn = 114.6 kN

Gantry girder self weight udl; wswult = 1.4 wsw = 2.2 kN/m

Horizontal wheel load (surge); Wsurult = 1.4 Wsur = 15.0 kN

Horizontal wheel load (crabbing); Wcrault = 1.4 Wcra = 26.1 kN

Maximum ultimate vertical shear force

From loadcase 1; Vv = Wvult1 (2 - aw1/L) + wswult L/2 = 220.1 kN

Ultimate horizontal shear forces (loadcase 2 only)

Shear due to surge; Vsur = Wsurult (2 - aw1/L) = 24.6 kN

Shear due to crabbing; Vcra = Wcrault = 26.1 kN

Maximum horizontal shear force; Vh = max(Vsur,Vcra) = 26.1 kN

Ultimate vertical bending moments and co-existing shear forces

Bending moment loadcase 1; Mv1 = (Wvult1/L) (L-aw1/2) (L/2-aw1/4) + wswult L2/8 =

248.3 kNm

Co-existing shear force; Vv1 = Wvult1 [1 - aw1/(2L)] = 107.1 kN

Bending moment loadcase 2; Mv2 = (Wvult2/L) (L-aw1/2) (L/2-aw1/4) + wswult L2/8 =

218.3 kNm

Co-existing shear force; Vv2 = Wvult2 [1 - aw1/(2L)]= 93.7 kN

Ultimate horizontal bending moments (loadcase 2 only)

Surge moment; Msur = (Wsurult/L) (L - aw1/2) (L/2 - aw1/4) = 27.6 kNm

Crabbing moment; Mcra = Wcrault (aw1/L) (L - aw1) = 33.1 kNm

Maximum horizontal moment; Mh = max(Msur, Mcra) = 33.1 kNm


DESIGN REPORT

3. SECTION PROPERTIES

Beam section properties

Area; Abm = 94.5 cm2

Second moment of area about major axis; Ixxbm = 27310 cm4

Second moment of area about minor axis; Iyybm = 1545 cm4

Torsion constant; Jbm = 62.8 cm4

Channel section properties

Area; Ach = 42.3 cm2

Second moment of area about channel major axis; Ixxch = 3599 cm4

Second moment of area about channel minor axis; Iyych = 247 cm4

Torsion constant; Jch = 19.8 cm4

Composite elastic section properties

Position of neutral axis above bottom flange; yna = [(Abm Dbm/2) + Ach (Dbm + tch - Cych)]/(Abm + Ach)

= 266.2 mm

Second moment of area about major axis; Ixx = Ixxbm+Abm(yna-Dbm/2)2+Iyych+Ach(Dbm+tch-Cych-yna)2

= 38504 cm4

Second moment of area about minor axis; Iyy = Iyybm + Ixxch = 5144 cm4

Elastic modulus about major axis (top); Zxxtop = Ixx/(Dbm tch - yna) = 2467 cm3

Elastic modulus about major axis (bottom); Zxxbtm = Ixx/yna = 1446 cm3

Elastic modulus about minor axis; Zyy = Iyy/(Dch/2) = 429 cm3

Radius of gyration about minor axis; ry = [Iyy/( Abm + Ach)]1/2 = 6.13 cm

Composite plastic section properties

Plastic modulus

Area of one flange of beam; Afl = Tbm Bbm = 2872 mm2

Position of equal area axis below top of channel; yea=tch+Tbm+[(Abm+Ach)/2-tchDch-

(Bbm+2Tch)Tbm]/(2Tch+tbm)=61.4 mm

Plastic modulus about major axis

Channel web component above equal area axis; Suchw = Dch tch( yea- tch/2) = 129.1 cm3;

Channel web component below equal area axis; Slchw = 0.0 cm3;

Channel flange component above equal area axis; Suchfl = 2 Tch (yea- tch)2/2 = 35.0 cm3;

Channel flange component below equal area axis; Slchfl = 2Tch( Bch- yea)2/2 = 7.3 cm3;

Beam top flange component above eq area axis; Submtfl = Afl( yea- tch- Tbm/2)) = 125.9 cm3;

Beam top flange component below eq area axis; Slbmtfl = 0.0 cm3;

Beam web component above equal area axis; Submw = tbm( yea- (tch+ Tbm))2/2 = 6.1 cm3;

Beam web component below equal area axis; Slbmw = tbm(tch+ Dbm- Tbm- yea)2/2) = 565.2 cm3;

Beam bottom flange component; Sbmbfl = Afl (tch + Dbm - Tbm/2 - yea) = 1013.7 cm3

Plastic modulus about major axis;

Sx=Suchw+Slchw+Suchfl+Slchfl+Submtfl+Slbmtfl+Submw+Slbmw+Sb

mbfl= 1882 cm3

Torsion constant, J

Torsion constant; J = Jbm + Jch = 82.6 cm4

Torsional index, x (Annex B.2.4.1)

Position of top shear centre from top of section; sct = [(Dch tch2/2) + Afl (tch + Tbm/2)]/[(Dch tch) + Afl] =

11.9 mm

Distance between flange shear centres; hs = Dbm + tch - Tbm/2 - sct = 402.4 mm

Torsional index; x = 0.566 hs [(Abm + Ach)/J]1/2 = 29.3

Buckling parameter, u (Annex B.2.3)


DESIGN REPORT

Buckling parameter; u = [4 Sx2 (1 - Iyy/Ixx)/((Abm + Ach)2 hs

2)]1/4 = 0.798;

Flange ratio/monosymmetry index, /(sagging moment) cl. 4.3.6.7

2nd moment of area of top flange about minor axis; Itf = Ixxch + TbmBbm3/12 = 4369.9 cm4

2nd moment of area of btm flange about minor axis; Ibf = TbmBbm3/12 = 771.1 cm4

Flange ratio (sagging moment); sag = Itf/(Itf + Ibf) = 0.850

Monosymmetry index (sagging moment); sag = 0.8 ((2 sag) - 1) (1 + 0.5 Bch/(Dbm + tch)) =

0.616

Section properties of top flange only

Elastic modulus; Ztf = Itf/(Dch/2) = 364.2 cm3

Plastic modulus; Stf = Sxxch + Tbm Bbm2/4 = 486.5 cm3

Steel design strength

Maximum steel thickness; T = max(Tbm,Tch) = 16.0 mm

From BS5950-1:2000 - Table 9

Steel design strength; py = 275 N/mm2

Section classification (cl. 3.5.3)

Parameter epsilon; = (275 N/mm2/py)1/2 = 1.000;

Channel flange (outstand element of comp. flange); ratio1 = Bch/Tch = 6.538;

Channel web (internal element of comp. flange); ratio2 = Bbm/tch = 18.895;

Channel web (internal element of comp. flange); ratio3 = (Dch/2 - Bbm/2 - Tch)/ tch = 1.816;

Beam flange (outstand element of comp. flange); ratio4 = (Dch/2 - Tch)/Tbm = 6.688;

Beam web (conservatively assume n.a is middepth); ratio5 = dbm/tbm = 37.937;

Flange classification; Class 1 plastic

Web classification; Class 1 plastic

Overall section classification; Class 1 plastic

Shear buckling check (cl. 4.2.3)

Ratio d upon t; d_upon_t = dbm/tbm = 37.937;

PASS - d/t <= 70 - The web is not susceptible to shear buckling

4. DESIGN CHECKS

Vertical shear capacity (cl. 4.2.3)

Vertical shear capacity of beam web; Pvv = 0.6 py tbm Dbm = 647.1 kN

PASS - Vv <= Pvv - Vertical shear capacity adequate (UF1 = 0.340)

Loadcase 1 - Vv1 <= 0.6Pvv - Beam is in low shear at position of max moment

Loadcase 2 - Vv2 <= 0.6Pvv - Beam is in low shear at position of max moment

Horizontal shear capacity (cl. 4.2.3)

Horizontal shear capacity of beam flange; Pvhbm = 0.6 py 0.9 Tbm Bbm = 426.5 kN

Horizontal shear capacity of channel web; Pvhch = 0.6 py tch Dch = 376.2 kN

Combined horizontal shear capacity; Pvh = Pvhbm + Pvhch= 802.7 kN

PASS - Vh <= Pvh - Horizontal shear capacity adequate (UF2 = 0.032 - low shear)

Vertical bending capacity (cl. 4.2.5)

Vertical bending capacity of composite section; Mcxz = 1.2 py min(Zxxtop,Zxxbtm) = 477.2 kNm

Mcxs = py Sx = 517.6 kNm

Mcx = min(Mcxz,Mcxs) = 477.2 kNm

PASS - Mv1 <= Mcx - Vertical moment capacity adequate (UF3 = 0.520)

Effective length for buckling moment (Table 13)

Length factor for end 1; KL1 = 0.75

Length factor for end 2; KL2 = 0.75

Depth factor for end 1; KD1 = 0.00


DESIGN REPORT

Depth factor for end 2; KD2 = 0.00

Effective length; Le = L (KL1 + KL2)/2 + (Dbm + tch) (KD1 + KD2)/2 = 4114

mm

Lateral torsional buckling capacity (Annex B.2.1, 2.2 & 2.4)

Slenderness ratio; = Le/ry = ;

Slenderness factor; v = 1/[(4 sag (1 - sag) + 0.05 (/x)2 + sag2)0.5 +

sag]0.5 = 0.769;

Section is class 1 plastic therefore; w = 1.0

Equivalent slenderness; LT = u v (w) = 41.2;

Robertson constant; LT = 7.0

Limiting equivalent slenderness; L0 = 0.4 (2 ES5950/py)0.5 = 34.3;

Perry factor; LT= 2 LT (LT - L0)/1000 = 0.096;

Euler buckling stress; pE = 2 ES5950/LT2 = 1193.5 N/mm2

Factor phi; LT = [py + (LT + 1) pE]/2 = 791.6 N/mm2

Bending strength; pb = pE py/[LT + (LT2 - pE py)0.5] = 245.3 N/mm2

Buckling resistance moment; Mb = pb Sx = 461.8 kNm

Equivalent uniform moment factor; mLT = 1.0

Allowable buckling moment; Mballow = Mb/mLT = 461.8 kNm

PASS - Mv1 <= Mballow - Buckling moment capacity adequate (UF4 = 0.538)

Horizontal bending capacity (loadcase 2 only) cl. 4.2.5

Horizontal moment capacity of top flange; Mctf = min(py Stf,1.2 py Ztf) = 120.2 kNm

PASS - Mh <= Mctf - Horizontal moment capacity adequate (UF5 = 0.276)

Combined vertical and horizontal bending (loadcase 2 only)

Cross section capacity (cl. 4.8.3.2)

Section utilisation; UF6 = Mv2/Mcx + Mh/Mctf = 0.733;

PASS - Section capacity adequate (UF6 = 0.733)

Member buckling resistance (cl. 4.8.3.3.1)

Uniform moment factors; mx = 1.0

my = 1.0

Case 1; UF7 = mx Mv2/(py Zxxbtm) + my Mh/(py Ztf) = 0.880;

Case 2; UF8 = mLT Mv2/Mb + my Mh/(py Ztf) = 0.803;

PASS - Buckling capacity adequate (UF7&8 = 0.880)

Check beam web bearing under concentrated wheel loads (cl. 4.5.2.1)

End location

Maximum ultimate wheel load; Wvult1 = 131.0 kN

Stiff bearing length (dispersal through rail); b1 = hr + tch = 110 mm

Bearing capacity of unstiffened web; Pbw = [b1 + 2 (Tbm + rbm)] tbm py = 423.0 kN

PASS - Wvult1 <= Pbw - Web bearing capacity adequate (UF9 = 0.310)

Check beam web buckling under concentrated wheel loads (cl. 4.5.3.1)

End location - top flange not effectively restrained rotationally or laterally

Maximum ultimate wheel load; Wvult1 = 131.0 kN

Stiff bearing length (dispersal through rail); b1 = hr + tch = 110 mm

Effective length of web; LEweb = 1.2 dbm = 432 mm

Buckling capacity of unstiffened web;

Pxr=1/225tbm/[(b1+2(Tbm+rbm))dbm]1/20.7dbm/LEwe

bPbw

Pxr = 121.3 kN


DESIGN REPORT

FAIL - Wvult1 > Pxr - Web buckling capacity exceeded (UF10 = 1.080)

Check channel to beam flange weld

Maximum vertical shear force; Vv = 220.1 kN

Shear stress on weld; vw = Vv Ach (Dbm + tch - Cych - yna)/(2 0.7 s Ixx) =

38.5 N/mm2

From BS8110-1:2000 Table 37

Allowable weld stress for grade S275 steel; pw = 220 N/mm2

PASS - vw <= pw - 6 mm continuous fillet welds are adequate (UF11 = 0.175)

Allowable deflections

Allowable vertical deflection = span/600; vallow = L/limitv = 9.1 mm

Allowable horizontal deflection = span/500; hallow = L/limith = 11.0 mm

Calculated vertical deflections

Modulus of elasticity; E = ES5950 = 205 kN/mm2

Due to self weight; sw = 5 wsw L4/(384 E Ixx) = 0.2 mm

Due to wheels at position of maximum moment

First wheel; v1 = Wstat(L/2-aw1/4)[3L2-4(L/2-aw1/4)2]/(48EIxx) =

2.7 mm

Second wheel; v2 = Wstat (L/2-3aw1/4) [3L2-4(L/2-

3aw1/4)2]/(48EIxx)

v2 = 1.8 mm

Total vertical deflection; v = sw + v1 + v2 = 4.8 mm

PASS - v <= vallow - Vertical deflection acceptable (Actual deflection = span/1153)

Calculated horizontal deflection

Due to surge (wheels at position of max moment)

First wheel; h1 = Wsur(L/2-aw1/4)[3L2-4(L/2-aw1/4)2]/(48EItf) =

3.9 mm

Second wheel; h2 = Wsur (L/2-3aw1/4) [3L2-4(L/2-

3aw1/4)2]/(48E Itf)

h2 = 2.6 mm

Total horizontal surge deflection; hs = h1 + h2 = 6.5 mm

Horizontal crabbing deflection; hc = Wcra aw1 (L2 - aw12)3/2/(15.588 L E Itf) = 6.5

mm

Maximum horizontal deflection; h = max(hs,hc) = 6.5 mm

PASS - h <= hallow - Horizontal deflection acceptable (Actual deflection = span/838)

For crane load applying to frame:

Max unfactored dynamic vertical wheel load; Wdyn = max(Wsta,Wmov) = 81.8 kN

Unfactored transverse crabbing load per wheel; Wcra = max(Lc Wdyn/(40 aw1),Wdyn/20) = 18.6 kN


DESIGN REPORT

4 WIND LOAD CALCULATION

About

Total length of the Building,L = 58.4 m

Total width of the Building,B = 19.56 m

Eave height,h = 6.942 m

Wall height,z = 3.7 m

Slope,q = 7.13 degrees

Bay spacing = 5.5 m

Purlin spacing = 1.5 m

Wind speed,Vb = 165.6 km/h

Side wall span = 6.52 m

Exposure type = A

Importance factor,CI = 1

Colatteral Load = 0.1 KN/m2

Live Load = 0.57 KN/m2

Dead load on Mazzanine Floor = 2 KN/m2

Live load on Mazzanine Floor = 2 KN/m2

Weight of Roof sheet = 4.31 Kg/m2 Thickness: 0.45

Weight of Purlin = 5.07 Kg/m Size: 200Z18

Mean roof height,h = 6.94 m

CC = 47.2x10-6

Cz = 0.368

Ch = 0.441

qz = 0.476 KN/m2

qh = 0.571 KN/m2

CG = 1.567

Dead Load on Roof = 0.43 KN/m

Colatteral Load on Roof = 0.55 KN/m

Live Load on Roof = 3.14 KN/m

Dead Load on Mazzanine Floor = 11.00 KN/m

Live Load on Mazzanine Floor = 11.00 KN/m

Windward Leeward Side wall Others Others

Cp = 0.8 -0.35 -0.7 0.7 -1.25

Wind Load on Frame (KN/m) = 3.28 -1.72 -4.08 2.87 -6.15

RoofNormal to ridge

Wall

LOAD CALCULATION-GABLE FRAME Instruction

Windward

-0.06 & -0.84

-0.3 & -4.13

Leeward

-0.7

-3.44

Wind

L

B

Plan

WindZ

h

ElevationL

q


DESIGN REPORT

5 ANALYSIS OF FRAME

5.1 ANALYTICAL MODEL IN SAP2000

Figure 5.1: 3D View of Analytical Model


DESIGN REPORT

5.2 FLOOR PLAN OF THE STRUCTURE IN SAP2000

The mezzanine floor plan of the structure are as follows:

Figure 5.2: Mezzanine Floor

Figure 5.3: Shed Roof Plan

Figure 5.4: Elevation Grid-1


DESIGN REPORT

Figure 5.5: Elevation Grid-7

Figure 5.6: Elevation Grid-A


DESIGN REPORT

Figure 5.7: Elevation Grid-B~I

Figure 5.8: Elevation Grid-K


DESIGN REPORT

Figure 5.9: Elevation Grid-L

Figure 5.10: Elevation Grid-M


DESIGN REPORT

5.3 METHOD OF ANALYSIS & DESIGN

Depending on the type of project, there are several well-established methods among which

Finite Element Method (FEM) is perhaps the most sophisticated and all-encompassing

one. For analysis and design checking of the building, powerful finite element based

structural design software package SAP2000 v18.1.1 has been employed for analysis. A

full three dimensional modelling of the structure has been developed using frame and shell

elements. At base level, the columns are assumed to be held hinged due to hinge

connection of baseplate.

5.4 LOAD COMBINATION

The basic sources of loads are described in earlier section. These loads are applied on the

model in basic categories. These are as follows:

Load Case 1: Floor finish, Sand Filling Load and partition wall (DL).

Load Case 2: Live load on roof (LL)

Load Case 3: Wind Load (Wleft)

Load Case 4: Wind Load (Wright)

Crane load has been applied as dead load.

Self-weight of structure (SW) is calculated automatically & added to DL by the software.

These basic load cases are analysed by SAP2000. The results are then combined as per

AISC LRFD automatically by the software.


DESIGN REPORT

5.5 APPLICATION OF LOAD AND ANALYSIS

A static analysis is performed using the following loadings and combinations of loads

mentioned earlier. Some pictorial representation of applied load & analysis results are

shown in figures below.

Figure 5.11: Applied Dead Load on Inner Bays.


DESIGN REPORT

Figure 5.12: Applied Dead Load on Outer Bay Grid-A

Figure 5.13: Applied Dead Load on Outer Bay Grid-M.


DESIGN REPORT

Figure 5.14: Applied Live Load on Inner Bays.

Figure 5.15: Applied Wind Load on Inner Bays (Wleft), When wind perpendicular

to Ridge.


DESIGN REPORT

Figure 5.16: Applied Wind Load on Inner Bays (Wright).

Figure 5.17: Applied Wind Load on Inner Bays (Wx+ & Wx-), When wind parallel

to Ridge.


DESIGN REPORT

Figure 5.18: Shear Force & Bending Moment Diagram of Frame at Grid A.

Figure 5.19: Shear Force & Bending Moment Diagram of Frame at Grid M.

Figure 5.20: Shear Force & Bending Moment Diagram of Frame at Grid B~I.


DESIGN REPORT

Figure 5.21: Shear Force & Bending Moment Diagram of Frame at Grid K.

Figure 5.22: Shear Force & Bending Moment Diagram of Frame at Grid L.


DESIGN REPORT

Figure 5.23: Design of Structural Members in 3D View (DCR Ration <1.0 , All

Passed).

Figure 5.24: Design of Structural Members at Mezzanine Floor (DCR Ration <1.0,

All Passed).


DESIGN REPORT

Figure 5.25: Base Reactions (Envelope, Max.).

6 DESIGN OF CONNECTION

6.1 DESIGN OF CONNENCTION JOINT AT BASEPLATE

BP1 (FOR COLUMN-UB406X178X54)

Current Date: 6/5/2016 3:23 AM

Units system: SI

File name: D:\My Works\Sojib Vai\RAM Connection\1.BP.cnx\

Steel connections Results _________________________________________________________________________________________________

_____________________________________________________________________________

Connection name : Pinned BP

Connection ID : 1 _____________________________________________________________________________

Family: Column - Base (CB)


DESIGN REPORT

Type: Base plate

Description: BP1

Design code: AISC 360-10 LRFD, ACI 318-08

DEMANDS

Description Pu Mu22 Mu33 Vu2 Vu3 Load type

[KN] [KN*m] [KN*m] [KN] [KN]

--------------------------------------------------------------------------------------------

DL 56.00 2.00 5.00 14.00 3.05 Design

--------------------------------------------------------------------------------------------

Design for major axis

Base plate (AISC 360-10 LRFD) GEOMETRIC CONSIDERATIONS

Dimensions Unit Value Min. value Max. value Sta.

References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Base plate

Longitudinal dimension [mm] 482.60 421.65 --

Transversal dimension [mm] 254.00 196.75 --

Distance from anchor to edge [mm] 60.00 6.35 --

Weld size [1/16in] 6 3 --

table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.20

DESIGN CHECK

Verification Unit Capacity Demand Ctrl EQ Ratio

References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Concrete base

Axial bearing [N/m2] 1.894406E07 0.00 DL0.00

DG1 3.1.1;

Base plate

Flexural yielding (bearing interface) [KN*m/m] 43.78 0.00 DL0.00

DG1 Eq. 3.3.13

Flexural yielding (tension interface) [KN*m/m] 43.78 8.67 DL0.20

DG1 Eq. 3.3.13

Column

Weld capacity [KN/m] 2194.16 254.12 DL0.12

p. 8-9,

Sec. J2.5,

Sec. J2.4,

DG1 p. 35

Elastic method weld shear capacity [KN/m] 1462.77 19.42 DL0.01

p. 8-9,

Sec. J2.5,

Sec. J2.4

Elastic method weld axial capacity [KN/m] 2194.16 116.00 DL0.05

p. 8-9,

Sec. J2.5,

Sec. J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DESIGN REPORT

Major axis

Anchors GEOMETRIC CONSIDERATIONS


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors

Anchor spacing [mm] 134.00 80.00 --

Sec. D.8.1

Concrete cover [mm] 123.00 76.20 --

Sec. 7.7.1

Effective length [mm] 313.00 -- 687.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchor tension [KN] 72.35 17.33 DL0.24

Eq. D-3

Breakout of anchor in tension [KN] 53.63 17.33 DL0.32

Eq. D-4,

Sec. D.3.3.3

Breakout of group of anchors in tension [KN] 73.30 56.00 DL0.76

Eq. D-5,

Sec. D.3.3.3

Pullout of anchor in tension [KN] 100.63 17.33 DL0.17

Sec. D.3.3.3

Anchor shear [KN] 37.62 2.33 DL0.06

Eq. D-20

Breakout of anchor in shear [KN] 25.00 2.33 DL0.09

Sec. D.3.3.3

Breakout of group of anchors in shear [KN] 43.79 14.00 DL0.32

Sec. D.3.3.3

Pryout of anchor in shear [KN] 107.27 2.33 DL0.02

Eq. D-4,

Sec. D.3.3.3

Pryout of group of anchors in shear [KN] 146.60 14.00 DL0.10

Eq. D-5,

Sec. D.3.3.3

Interaction of tensile and shear forces [KN] 1.20 1.08 DL0.90

Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Eq. D-32 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.90 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Minor axis


DESIGN REPORT



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors


Sec. D.8.1


Sec. 7.7.1


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DG1 3.1.1


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-20


Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Sec. D.7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.60 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.90


DESIGN REPORT

Major axis

Maximum compression and tension (DL)

----------------------------------------------------------------

Maximum bearing pressure 0.00 [N/mm2]

Minimum bearing pressure 0.00 [N/mm2]

Maximum anchor tension 17.33 [KN]

Minimum anchor tension 1.34 [KN]

Neutral axis angle 0.00

Bearing length 58.89 [mm]

----------------------------------------------------------------

Anchors tensions

Anchor Transverse Longitudinal Shear Tension

[mm] [mm] [KN] [KN]

-------------------------------------------------------------------------

1 -67.00 -156.30 2.33 1.34

2 -67.00 0.00 2.33 9.33

3 -67.00 156.30 2.33 17.33

4 67.00 156.30 2.33 17.33

5 67.00 0.00 2.33 9.33

6 67.00 -156.30 2.33 1.34

-------------------------------------------------------------------------

Major axis Results for tensile breakout (DL)


DESIGN REPORT

Group Area Tension Anchors

[mm2] [KN]

---------------------------------------------------------------

1 240000.00 56.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------

Results for shear breakout (DL)

Group Area Shear Anchors

[mm2] [KN]

-------------------------------------------------------------

1 273780.00 14.00 1, 2, 3, 4, 5, 6

2 180000.00 9.33 2, 3, 4, 5

3 86220.00 4.67 3, 4

-------------------------------------------------------------

Minor axis Results for tensile breakout (DL)


[mm2] [KN]

---------------------------------------------------------------

1 240000.00 56.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------



DESIGN REPORT


[mm2] [KN]

-------------------------------------------------------------

1 240300.00 3.05 1, 2, 3, 4, 5, 6

2 119700.00 1.53 4, 5, 6

-------------------------------------------------------------


DESIGN REPORT



Units system: SI



_____________________________________________________________________________


Connection ID : 2 _____________________________________________________________________________


Type: Base plate

Description: BP1


DEMANDS



----------------------------------------------------------------------------------------------

DL 100.00 2.00 5.00 14.00 3.05 Design

----------------------------------------------------------------------------------------------




References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Base plate





table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.55

DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Concrete base


DG1 3.1.1;

Base plate


DG1 Eq. 3.3.13


DG1 Eq. 3.3.13


DESIGN REPORT

Column


p. 8-9,

Sec. J2.5,

Sec. J2.4,

DG1 p. 35


p. 8-9,

Sec. J2.5,

Sec. J2.4


p. 8-9,

Sec. J2.5,

Sec. J2.4

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Major axis



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors


Sec. D.8.1


Sec. 7.7.1


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


Eq. D-3


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-20


Sec. D.3.3.3


Sec. D.3.3.3


DESIGN REPORT


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Eq. D-32 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.77 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Minor axis



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors


Sec. D.8.1


Sec. 7.7.1


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DG1 3.1.1


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-20


Sec. D.3.3.3


Sec. D.3.3.3


DESIGN REPORT


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Sec. D.7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.65 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


Major axis



DESIGN REPORT

------------------------------------------------------------------






Bearing length -42.86 [mm]

------------------------------------------------------------------

Anchors tensions


[mm] [mm] [KN] [KN]

-------------------------------------------------------------------------

1 74.70 154.40 2.33 24.76

2 74.70 0.00 2.33 16.67

3 74.70 -154.40 2.33 8.57

4 -74.70 -154.40 2.33 8.57

5 -74.70 0.00 2.33 16.67

6 -74.70 154.40 2.33 24.76

-------------------------------------------------------------------------



DESIGN REPORT


[mm2] [KN]

---------------------------------------------------------------

1 420000.00 100.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------



[mm2] [KN]

-------------------------------------------------------------

1 176040.00 4.67 1, 6

2 315000.00 9.33 1, 2, 5, 6

3 420000.00 14.00 1, 2, 3, 4, 5, 6

-------------------------------------------------------------



[mm2] [KN]

---------------------------------------------------------------

1 420000.00 100.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------



DESIGN REPORT


[mm2] [KN]

-------------------------------------------------------------

1 236565.00 1.53 1, 2, 3

2 393435.00 3.05 1, 2, 3, 4, 5, 6

-------------------------------------------------------------


DESIGN REPORT



Units system: SI



_____________________________________________________________________________


Connection ID : 3 _____________________________________________________________________________


Type: Base plate

Description: BP1


DEMANDS



----------------------------------------------------------------------------------------------

DL 128.00 2.00 5.00 14.00 3.05 Design

----------------------------------------------------------------------------------------------




References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Base plate





table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.41

DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Concrete base


DG1 3.1.1;

Base plate


DG1 Eq. 3.3.13


DG1 Eq. 3.3.13

Column


DESIGN REPORT


p. 8-9,

Sec. J2.5,

Sec. J2.4,

DG1 p. 35


p. 8-9,

Sec. J2.5,

Sec. J2.4


p. 8-9,

Sec. J2.5,

Sec. J2.4

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Major axis



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors


Sec. D.8.1


Sec. 7.7.1


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


Eq. D-3


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-20


Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-4,


DESIGN REPORT

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Eq. D-32 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.98 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Minor axis



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors


Sec. D.8.1


Sec. 7.7.1


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DG1 3.1.1


Eq. D-4,

Sec. D.3.3.3


Eq. D-5,

Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-20


Sec. D.3.3.3


Sec. D.3.3.3


Eq. D-4,

Sec. D.3.3.3


DESIGN REPORT


Eq. D-5,

Sec. D.3.3.3


Eq. D-3,

Eq. D-4,

Sec. D.3.3.3,

Eq. D-5,

Eq. D-20,

Sec. D.7 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.88 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


Major axis


-------------------------------------------------------------------




DESIGN REPORT




Bearing length -247.67 [mm]

-------------------------------------------------------------------

Anchors tensions


[mm] [mm] [KN] [KN]

-------------------------------------------------------------------------

1 60.00 175.00 2.33 28.48

2 60.00 0.00 2.33 21.33

3 60.00 -175.00 2.33 14.19

4 -60.00 -175.00 2.33 14.19

5 -60.00 0.00 2.33 21.33

6 -60.00 175.00 2.33 28.48

-------------------------------------------------------------------------



[mm2] [KN]

---------------------------------------------------------------

1 385000.00 128.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------



[mm2] [KN]

-------------------------------------------------------------

1 144375.00 4.67 1, 6

2 288750.00 9.33 1, 2, 5, 6

3 433125.00 14.00 1, 2, 3, 4, 5, 6

-------------------------------------------------------------



DESIGN REPORT


[mm2] [KN]

---------------------------------------------------------------

1 385000.00 128.00 1, 2, 3, 4, 5, 6

---------------------------------------------------------------



[mm2] [KN]

-------------------------------------------------------------

1 225750.00 1.53 1, 2, 3

2 351750.00 3.05 1, 2, 3, 4, 5, 6

-------------------------------------------------------------


DESIGN REPORT

Figure 6.1: Connection Joints Location & ID

CONNECTION JOINT (CJ1)

Current Date: 6/5/2016 10:42 PM

Units system: SI

File name: D:\My Works\Sojib Vai\FINAL\RAM Connection\CJ123.cnx\

Steel connections Results ____________________________________________________________________________________________________

________________________________________________________________________________

Connection name : MEP BCF DG4 HSS D

Connection ID : 1 ________________________________________________________________________________

Family: Beam - Column flange (BCF)

Type: Moment end plate

Description: COL

Design code: AISC 360-10 LRFD

DEMANDS

Beam Right beam Left beam Column Panel

Description Ru Pu Mu PufTop PufBot PufTop PufBot Pu Vu Load type

[KN] [KN] [KN*m] [KN] [KN] [KN] [KN] [KN] [KN]

---------------------------------------------------------------------------------------------------------------------------------------------------------

DL 13.16 7.66 48.00 -117.80 125.46 0.00 0.00 20.00 119.46 Design

CJ1

CJ3 CJ4

CJ2


DESIGN REPORT

---------------------------------------------------------------------------------------------------------------------------------------------------------

GEOMETRIC CONSIDERATIONS


References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Extended end plate

Vertical edge distance [mm] 44.45 26.35 152.40

Sec. J3.5

Horizontal edge distance [mm] 57.15 26.35 152.40

Sec. J3.5

Vertical bolt spacing (external flange) [mm] 139.00 53.33 --

Sec. J3.3

Vertical bolt spacing (internal flange) [mm] 139.00 53.33 --

Sec. J3.3

Horizontal center-to-center spacing (gage) [mm] 88.90 70.30 177.70

Sec. J3.3,

DG4 Sec. 2.4,

DG4 Sec. 2.1,

2.4,

DG16 Sec. 2.5

Outer bolt distance (external flange) [mm] 38.10 32.70 --

DG4 Sec. 2.1

Inner bolt distance (external flange) [mm] 90.00 32.70 --

DG4 Sec. 2.1

Outer bolt distance (internal flange) [mm] 38.10 32.70 --

DG4 Sec. 2.1

Inner bolt distance (internal flange) [mm] 90.00 32.70 --

DG4 Sec. 2.1

Bolt diameter [mm] 20.00 -- 38.10

DG4 Sec. 1.1

Beam

Weld size (external flange) [1/16in] 6 5 --

table J2.4

Weld size (internal flange) [1/16in] 6 5 --

table J2.4

Web [1/16in] 6 5 --

table J2.4

Support


Sec. J3.5 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

PLATE / COLUMN BEHAVIOR

End plate behaviour (external flange)

Thick plate behavior controlled by no prying bolt rupture

End plate behaviour (internal flange)


Column flange behavior (external flange)


Column flange behavior (internal flange)


DESIGN CHECK


References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Moment end plate (external flange)


DESIGN REPORT

Flexural yielding [KN*m] 235.62 0.00 DL 0.00

DG4 Eq. 3.10,

Sec. 2.2.3

No prying bolt moment strength [KN*m] 84.08 0.00 DL 0.00

DG4 Eq. 3.7,

Eq. 3.8,

DG4 Eq. 3.7

Bolts shear [KN] 136.83 13.16 DL 0.10

Eq. J3-1

Bolt bearing under shear load [KN] 1060.37 13.16 DL 0.01

Eq. J3-6

Shear yielding [KN] 544.71 58.90 DL 0.11

DG4 Eq. 3.12

Shear rupture [KN] 564.51 58.90 DL 0.10

DG4 Eq 3.14,

AISC 358-05 Eq. 6.9-12,

DG4 Eq. 3.13

Moment end plate (internal flange)


DG4 Eq. 3.10,

Sec. 2.2.3


DG4 Eq. 3.7,

Eq. 3.8,

DG4 Eq. 3.7

Bolts shear [KN] 136.83 13.16 DL 0.10

Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Shear rupture [KN] 564.51 62.73 DL 0.11

DG4 Eq 3.14,

AISC 358-05 Eq. 6.9-12,

DG4 Eq. 3.13

Beam

Web weld shear strength [KN] 531.14 13.16 DL 0.02

Eq. J2-4

Web weld strength to reach yield stress [KN/m] 4372.00 1905.75 DL 0.44

Eq. J2-4,

Eq. J4-1


Eq. J4-3

Flange weld capacity (external flange) [KN] 810.74 117.80 DL 0.15

Eq. J2-4

Flange weld capacity (internal flange) [KN] 810.74 125.46 DL 0.15

Eq. J2-4

Support

Flexural yielding (external flange) [KN*m] 198.03 0.00 DL 0.00

DG4 Eq. 3.20,

Sec. 2.2.3


DESIGN REPORT

Support bolt bearing (external flange) [KN] 956.16 13.16 DL 0.01

Eq. J3-6

Flexural yielding (internal flange) [KN*m] 198.03 49.51 DL 0.25

DG4 Eq. 3.20,

Sec. 2.2.3

Support bolt bearing (internal flange) [KN] 956.16 13.16 DL 0.01

Eq. J3-6

Panel web shear [KN] 676.27 119.46 DL 0.18

Sec. J10-6,

Eq. J10-9

Support - right side

Local web yielding [KN] 618.42 125.46 DL 0.20

DG4 eq. 3.24

Top web bearing [KN] 614.68 117.80 DL 0.19

Eq. J10-4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.59 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DESIGN REPORT



Units system: SI



________________________________________________________________________________

Connection name : CP_5/8PL_2B3/4

Connection ID : 3 ________________________________________________________________________________

Family: Column cap (CC)

Type: Cap Plate

Description: COL


DEMANDS

Description Ru Pu Mu PufTop PufBot Load type

[KN] [KN] [KN*m] [KN] [KN]

-------------------------------------------------------------------------------------------------

DL 0.00 55.00 22.00 0.00 0.00 Design

-------------------------------------------------------------------------------------------------



References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Cap Plate


DG4 Sec. 1.1

Transverse center-to-center spacing (gage) [mm] 125.00 53.33 304.80

Sec. J3.3,

Sec. J3.5

Transverse edge distance [mm] 41.67 26.35 --

Tables J3.4,

J3.5

Longitudinal edge distance [mm] 50.00 26.35 --

Tables J3.4,

J3.5

Beam

Transverse edge distance [mm] 26.35 26.35 --

Tables J3.4,

J3.5

Plate (support side)

Distance from centerline of bolt to nearer surface o... [mm] 50.00 32.70 --

DG4 Sec. 2.1


DESIGN REPORT


table J2.4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Cap Plate

Resulting tension capacity due prying action [KN] 99.75 66.79 DL 0.67

p. 9-10

Beam

Bending [KN*m] 262.35 22.00 DL 0.08

Sec. F13.1


p. 9-10


Eq. J10-2

Web crippling [KN] 377.76 39.29 DL 0.10

Eq. J10-4

Compression buckling of the web [KN] 205.44 39.29 DL 0.19

Eq. J10-8

Support

Weld capacity [KN] 233.19 66.79 DL 0.29

Eq. J2-3 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------



DESIGN REPORT



Units system: SI



_____________________________________________________________________________

Connection name : MEP BS Flush

Connection ID : 4 _____________________________________________________________________________

Family: Beam splice (BS)


Description: CJ2


DEMANDS



-------------------------------------------------------------------------------------------

DL 0.00 0.00 0.00 0.00 0.00 Design

-------------------------------------------------------------------------------------------



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Right side beam

Extended end plate


Sec. J3.5


Sec. J3.5


Sec. J3.3


Sec. J3.3


Sec. J3.3,

DG4 Sec. 2.4,

DG4 Sec. 2.1,

2.4,


DESIGN REPORT

DG16 Sec. 2.5


DG4 Sec. 2.1


DG4 Sec. 2.1


DG4 Sec. 1.1

Beam


table J2.4


table J2.4

Web [1/16in] 6 3 --

table J2.4

Left side beam

Extended end plate


Sec. J3.5


Sec. J3.5


Sec. J3.3


Sec. J3.3


Sec. J3.3,

DG4 Sec. 2.4,

DG4 Sec. 2.1,

2.4,

DG16 Sec. 2.5


DG4 Sec. 2.1


DG4 Sec. 2.1


DG4 Sec. 1.1

Beam


table J2.4


table J2.4

Web [1/16in] 6 3 --

table J2.4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Right side beam



DESIGN REPORT

Flexural yielding [KN*m] 64.84 0.00 DL0.00

DG16 Sec 2.5

No prying bolt moment strength [KN*m] 42.56 0.00 DL0.00

DG16 Sec 2.5

Bolts shear [KN] 87.68 0.00 DL0.00

Eq. J3-1

Bolt bearing under shear load [KN] 552.81 0.00 DL0.00

Eq. J3-6

Shear yielding [KN] 328.60 0.00 DL0.00

DG4 Eq. 3.12



DG16 Sec 2.5


DG16 Sec 2.5


Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Beam

Web weld shear strength [KN] 527.18 0.00 DL0.00

Eq. J2-4

Web weld strength to reach yield stress [KN/m] 4388.32 1905.75 DL0.43

Eq. J2-4,

Eq. J4-1


Eq. J4-3

Flange weld capacity (external flange) [KN] 810.74 0.00 DL0.00

Eq. J2-4

Flange weld capacity (internal flange) [KN] 810.74 0.00 DL0.00

Eq. J2-4

Left side beam



DG16 Sec 2.5


DG16 Sec 2.5


Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12



DG16 Sec 2.5


DG16 Sec 2.5


Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12


DESIGN REPORT

Beam


Eq. J2-4


Eq. J2-4,

Eq. J4-1


Eq. J4-3


Eq. J2-4


Eq. J2-4 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.43 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


DESIGN REPORT



Units system: SI



________________________________________________________________________________

Connection name : MEP_BS_APEX_F_1/4PL_1B_1B1/2

Connection ID : 5 ________________________________________________________________________________

Family: Beam splice (BS)


Description: CJ4


DEMANDS



-----------------------------------------------------------------------------------------------

DL 5.69 5.35 9.00 0.00 0.00 Design

-----------------------------------------------------------------------------------------------



References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Extended end plate


Sec. J3.5


Sec. J3.5


Sec. J3.3

Haunch vertical bolt spacing [mm] 150.00 32.00 --

Sec. J3.3


Sec. J3.3,

DG4 Sec. 2.4,

DG4 Sec. 2.1,

2.4,

DG16 Sec. 2.5


DG4 Sec. 2.1

Inner bolt distance (haunch flange) [mm] 50.00 24.70 --

DG4 Sec. 2.1


DESIGN REPORT


DG4 Sec. 1.1

Beam


table J2.4


table J2.4

Web [1/16in] 3 2 --

table J2.4

Haunch flange [1/16in] 3 2 --

table J2.4

Haunch to beam [1/16in] 6 2 --

table J2.4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


References -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------



DG16 Sec 2.5


DG16 Sec 2.5


DG16 Sec 2.5

Bolts shear [KN] 94.16 0.00 DL 0.00

Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Moment end plate (bottom flange (Gusset))


DG16 Sec 2.5


DG16 Sec 2.5

Bolt rupture with prying moment strength [KN*m] 39.62 10.05 DL 0.25

DG16 Sec 2.5

Bolts shear [KN] 94.16 5.69 DL 0.06

Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Beam

Web weld shear strength [KN] 265.57 5.69 DL 0.02

Eq. J2-4

Web weld strength to reach yield stress [KN/m] 2186.00 1905.75 DL 0.87

Eq. J2-4,

Eq. J4-1


Eq. J4-3

Flange weld capacity (external flange) [KN] 405.37 14.98 DL 0.04

Eq. J2-4

Flange weld capacity (internal flange) [KN] 405.37 20.33 DL 0.05

Eq. J2-4

Beam haunch

Yielding strength due to axial load [KN] 479.39 20.39 DL 0.04

Eq. J4-1


DESIGN REPORT

Compression [KN] 292.37 0.00 DL 0.00

Sec. J4.4

Flange weld capacity [KN] 405.37 20.33 DL 0.05

Eq. J2-4

Web weld capacity [KN] 1316.50 2.50 DL 0.00

Sec. J2.4,

Eq. J2-9

Local flange bending [KN] 183.78 1.55 DL 0.01

Eq. J10-1


Eq. J10-2

Web crippling [KN] 333.12 0.00 DL 0.00

Eq. J10-4 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


Figure 6.2: Moment Connection (CJ5) Location.

CJ5


DESIGN REPORT



Units system: SI



_____________________________________________________________________________

Connection name : MEP_BCF_DG16_F_3/8PL_1B_1B1/2

Connection ID : 6 _____________________________________________________________________________

Family: Beam - Column flange (BCF)


Description: CJ5


DEMANDS

Beam Right beam Left beam Column Panel

Description Ru Pu Mu PufTop PufBot PufTop PufBot Pu Vu Load type

[KN] [KN] [KN*m] [KN] [KN] [KN] [KN] [KN] [KN]

----------------------------------------------------------------------------------------------------------------------------------------------------

DL 82.47 50.43 103.00 -134.14 184.57 0.00 0.00 53.00 139.57 Design

----------------------------------------------------------------------------------------------------------------------------------------------------



References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Extended end plate


Sec. J3.5


Sec. J3.5


Sec. J3.3

Haunch vertical bolt spacing [mm] 250.00 42.67 --

Sec. J3.3


Sec. J3.3,

DG4 Sec. 2.4,

DG4 Sec. 2.1,

2.4,

DG16 Sec. 2.5


DG4 Sec. 2.1

Inner bolt distance (haunch flange) [mm] 50.00 28.70 --

DG4 Sec. 2.1


DG4 Sec. 1.1


DESIGN REPORT

Beam


table J2.4


table J2.4

Web [1/16in] 6 3 --

table J2.4

Haunch flange [1/16in] 6 3 --

table J2.4

Haunch to beam [1/16in] 6 3 --

table J2.4

Support


Sec. J3.5 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

PLATE / COLUMN BEHAVIOR

End plate behaviour (external flange)

Thin plate behavior controlled by plate yielding

End plate behaviour (internal flange)

Thin plate behavior controlled by plate yielding

Column flange behavior (external flange)

Thin plate behavior controlled by bolt rupture with prying action

Column flange behavior (internal flange)


DESIGN CHECK


References ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------



DG16 Sec 2.5


DG16 Sec 2.5

Resulting tension capacity due prying action [KN] 151.92 0.00 DL0.00

DG16 Sec 2.5


Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Moment end plate (bottom flange (Gusset))


DG16 Sec 2.5


DG16 Sec 2.5

Bolt rupture with prying moment strength [KN*m] 140.69 114.28 DL0.81

DG16 Sec 2.5

Bolts shear [KN] 219.20 82.47 DL0.38

Eq. J3-1


Eq. J3-6


DG4 Eq. 3.12

Beam


Eq. J2-4


DESIGN REPORT


Eq. J2-4,

Eq. J4-1


Eq. J4-3


Eq. J2-4


Eq. J2-4

Beam haunch

Yielding strength due to axial load [KN] 757.55 199.75 DL0.26

Eq. J4-1

Compression [KN] 528.77 0.00 DL0.00

Sec. J4.4

Flange weld capacity [KN] 887.98 176.80 DL0.20

Eq. J2-4

Web weld capacity [KN] 1462.77 53.85 DL0.04

Sec. J2.4,

Eq. J2-9

Local flange bending [KN] 396.00 92.27 DL0.23

Eq. J10-1

Local web yielding [KN] 400.21 92.27 DL0.23

Eq. J10-2

Web crippling [KN] 589.82 0.00 DL0.00

Eq. J10-4

Support

Flexural yielding (external flange) [KN*m] 240.44 0.00 DL0.00

DG4 Eq. 3.20,

Sec. 2.2.3,

DG4 Eq. 3.21

Support bolt bearing (external flange) [KN] 835.71 0.00 DL0.00

Eq. J3-6

Flexural yielding (internal flange) [KN*m] 324.29 114.28 DL0.35

DG4 Eq. 3.20,

Sec. 2.2.3,

DG4 Eq. 3.21

Support bolt bearing (internal flange) [KN] 846.20 82.47 DL0.10

Eq. J3-6

Panel web shear [KN] 722.56 139.57 DL0.19

Sec. J10-6,

Eq. J10-9

Support - right side

Local web yielding [KN] 377.54 184.57 DL0.49

DG4 eq. 3.24

Top web bearing [KN] 355.86 134.14 DL0.38

Eq. J10-5a ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.99 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Documents

Design Report of Steel Structure