BASE PLATE CONNECTIONS
|
|
- Vincent McDaniel
- 6 years ago
- Views:
Transcription
1 SKILLS Project
2 BASE PLATE CONNECTIONS
3 LEARNING OUTCOMES Design process for pinned and fixed column base joints Base-plate resistance Anchor bolt resistance Concrete resistance Weld resistance Application of the component method to pinned and fixed column base joint. 3
4 LIST OF CONTENTS Introduction Pinned column base joint Rigid column base joint Application Conclusion 4
5 INTRODUCTION
6 INTRODUCTION Typical pinned column base joint Column Grout Base plate Concrete foundation Anchor bolt 6
7 INTRODUCTION Typical fixed column base joint Column Base plate Anchor bolts Concrete foundation 7
8 INTRODUCTION Analysis of the joint according to EN Joint is modelled by a typical components : T-stub Two models for loadings : Resistance in compression : T-stub in compression with concrete, Resistance in tension : T-stub in tension (anchor bolts + base plate + column web). F T,Rd F T,Rd F T l eff 8
9 INTRODUCTION Recommended partial safety factors according to EN : g M0 =1 : column web in tension, bending of the base-plate g M2 =1,25 : Anchor bolts in tension/shear, weld resistance Recommended partial safety factors according to EN : g C =1,5 : Concrete in compression, bond anchorage resistance The national annexes may give indications 9
10 PINNED COLUMN BASE JOINT
11 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Evaluation of the resistance in compression of T-stubs in contact with concrete. EN Resistance in compression of the joint : association of resistances of T-stubs in compression. F c,rd Concrete resistance reached : fjd l eff f jd b eff Web T-stub : F c,bw,rd 11 Flange T-stubs : F c,fc,rd
12 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Foundation bearing strength f a b f jd bf j cd EN EN Where: a bf b j coefficient which accounts for diffusion of concentrated force within the foundation. may be taken as 2/3 (see Note) f cd Concrete design strength : fck f ck a cc = 1 g c = 1,5 fcd acc g c Compressive cylinder strength of concrete at 28 days 12
13 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Expression of a bf : a bf d e e f h b = min 1+ ; 1+2 ; 1+2 ; 3 max( hp, bp ) h p b p Note : b j = 2/3 if : e m e m 50 mm min0,2bp 0,2h p d f Axis x-x e h Strength of grout 0,2 f cd Axis y-y e b Else : f jd f cd bp Axis z-z 13 hp
14 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Resistance in compression of a T-stub : F f b l C,Rd jd eff eff EN (6.4) Where: l eff Effective length of the T-stub b eff Effective width of the T-stub such as : c Additional bearing width of the flange : f yp g M0 =1 c t p f jd yp 3f g M0 Yield strength of base plate l eff b t c eff 2 F c,rd t p b eff 14 c t c f jd
15 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Large and short projections : EN t = t fc t = t fc or t wc b eff b eff t p t p f jd f jd b c c c Flange T-stub : Flange T-stub : b t c bc beff t fc2c eff fc 15 c c a) Short projection b) Large projection Web T-stub : b t c eff wc 2
16 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Resistance in compression of a flange T-stub : Where: l min b ; b 2c eff p fc b min c; h h /2 t min c; h /2 t F c,fc,rd jd eff eff eff p c fc c fc f b l c b eff c b eff c c c t fc l eff b fc b p l eff b fc b p c c h c h p Large projection 16 h c h p Short projection
17 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Resistance in compression of the web T-stub : Where: l h 2t 2c 0 eff c fc b 2c t eff wc F c c f b l c,bw,rd jd eff eff c l eff t wc c c b eff t fc h c 17
18 PINNED COLUMN BASE JOINT - RESISTANCE IN COMPRESSION Resistance in compression of the joint : N 2F F C,Rd c,fc,rd c,bw,rd NC,Rd fjd hcpb cp lcp bcp twc 2c Where : h min h ; h 2c cp p c b min b ; b 2c cp p fc c c t fc c l h 2t 2c 0 cp c fc t wc b fc b p c h c h p 18
19 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Joint modelled by a T-stub (anchor bolts, base plate) in tension Evaluation of the tensile resistance of the T-stub 6 possible failure modes : Base plate/anchor bolts (modes 1, 2, 1-2 and 3) Column web (mode 4) and weld F T,Rd F T,1,Rd F T,Rd F T,Rd l eff b) 19
20 Failure modes of base plate/anchor bolts F T,1,Rd PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Mode 1 : Yielding of the base plate Mode 2 : Failure of anchor bolts F T,1,Rd F T,1,Rd F T,2,Rd F T,2,Rd Prying effect Q Q Q Q No prying effect Mode 1-2 : Yielding of the base plate F T,1-2,Rd Mode 3 : Failure of anchor bolts F T,3,Rd F T,3,Rd F T,3,Rd F T,4,Rd F T,4,Rd 20
21 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Mode 4 : Yielding of the column web in tension d F T,4,Rd The prying effect has an influence on the choice of failure modes. Failure modes 1 and 2 are not possible without prying force and are replaced by failure mode
22 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Prying effect and failure modes : EN Table 6.2 Prying effect Presence of prying effect Absence of prying effect F F T,1,Rd T,Rd F T,Rd F T,2,Rd Deformation Q Q Condition L b L * b L b > L * b Resistance of the T-stub F T,Rd FT,1,Rd ; FT,2,Rd min FT,3,Rd ; FT,4,Rd F T,Rd T,1-2,Rd; T,3,Rd min F F FT,4,Rd F F T,3,Rd F T,4,Rd F
23 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Anchor bolt elongation length : L 8d e t t 0,5 k b m p wa EN Table 6.2 Where: t wa d Thickness of the washer Anchor bolt diameter base plate grout k t p e m Concrete 8d 23
24 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Limit anchor bolt elongation length : Where: A s Tensile stress area of one anchor bolt l eff,1 Effective length : l =min l ; l eff,1 eff,cp eff,nc m p/2 t /2 0,8 2a wc w 8,8m A 3 * s b 3 leff,1tp L t wc a w p/2 m EN Table 6.2 Base plate t p 24
25 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Effective lengths of the T-stub : Circular mechanism e m m e Non circular mechanism e m m e EN Table 6.6 p Yield line t wc l eff,cp 2 m eff,nc 4 1,25 l m e 25
26 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Resistance of modes 1 and 1-2: EN Table 6.2 Failure mode Mode 1 Mode 1-2 F T,1,Rd T,1,Rd F T,1-2,Rd F T,2,Rd Yielding of the base plate m Q Q Resistance of the T-stub F T,1,Rd 4M pl,1,rd m F T,1-2,Rd 2M pl,1,rd m Where: t f M m l m l l l 2 p yp pl,1,rd pl,rd eff,1; pl,rd ; eff,1=min eff,cp; eff,nc 4g M0 F T,3,Rd 26 F T,3,Rd F T,4,Rd F T,4,Rd
27 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Resistance of modes 2 and 3: EN Table 6.2 Failure mode Mode 2 Mode 3 F T,1,Rd Failure of anchor bolts F T,2,Rd F t,rd,anchor m e F t,rd,anchor F T,3,Rd F t,rd,anchor Q Q Resistance of the T-stub F T,2,Rd 2Mpl,2,Rd 2nF m n t,rd,anchor F T,3,Rd 2F t,rd,anchor F T,3,Rd Where: F t,rd,anchor M m l ; l = l ; n=min e; 1,25m pl,2,rd pl,rd eff,2 eff,2 eff,nc Resistance of one anchor bolt F T,4,Rd 27
28 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Tensile resistance of anchor bolts : EN Base plate 2. Grout 3. Concrete foundation (a) Hook : bond resistance (b) Washer plate : No bond 28
29 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Resistance of one anchor bolt, two failure modes: Tensile resistance of the anchor bolt section, Ft,Rd, Bond anchorage resistance, Ft,bond,Rd. Ft,Rd,anchor min F t,rd; Ft,bond,Rd Design tensile resistance of the anchor bolt section : Where: f ub g M2 = 1,25 F t,rd Tensile strength of the anchor bolt 0,9 f A g ub M2 s EN Table 3.4 EN Table
30 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Bond anchorage resistance of a straight bolt : Where: d Nominal diameter of an anchor bolt f bd Design bond strength : If d < 32 mm : If d 32 mm : g c = 1,5 f bd bd F fyb 600 N/mm f t,bond,rd dl f 0,36 fck g C 0,36 fck 132 d g C fyb : Yield strength of the anchor bolt. 30 b bd lb Ft,Bond,Rd
31 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Bond resistance of a bolt with a hook : F t,bond,rd dlb f 0,7 bd EN (5) Ft,Bond,Rd Check that : fyb 300 N/mm 2 l b 5d 90 31
32 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Resistance of mode 4: Failure mode Mode 4 F T,3,Rd F T,4,Rd Yielding of the column web in tension t wc Where: Resistance of the T-stub T,4,Rd t,wc,rd f y,wc Yield strength of the column web beff,t= leff,1 32 F F b t f eff,t wc y,wc g M0
33 PINNED COLUMN BASE JOINT - RESISTANCE IN TENSION Weld resistance : Where: a w b w f u l w,wb u Ft,w,Rd lw,eff,taw bg w M2 weld throat thickness of the web correlation factor nominal ultimate strength of the weaker joined part total effective length of the web welds l =2l l w,eff,t eff,1 w,wb Final resistance of the joint in tension : f / 3 N min F ; F N T,Rd T,Rd t,w,rd t,ed EN Table
34 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Three ways to transmit shear force to concrete block : Friction resistance between base plate and concrete (compression), Shear of anchor bolts (compression/tension), Use of shear nibs (important tension force). 34
35 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Design friction resistance : Ff,Rd Cf,dNc,Ed EN (6) Where: N c,ed C f,d Compression force Coefficient of friction For sand-cement mortar : Cf,d 0,2 Axial force N c,ed Shear force V Ed <0,2 N c,ed Friction 35 h p e h
36 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Shear resistance of an anchor bolt: Where: f yb vb,rd bc ub s M2 Yield strength of the anchor bolt F a g f A EN (7) a 0,44 0,0003 f and 235 N/mm f 640 N/mm 2 2 bc yb yb Fvb,Rd 36
37 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Shear resistance in presence of compression : Addition of friction resistance and shear resistance of anchor bolts : Where: n Number of anchor bolts Fv,Rd Ff,Rd nfvb,rd VEd Axial force N c,ed EN (8) Shear force V Ed Friction Shear of anchor bolts 37 e h
38 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Shear resistance in presence of tension : Where: F T,Rd V nf Ed vb,rd N 1,4F t,ed T,Rd 1 Tensile resistance of the T-stub in tension Axial force N t,ed Shear force V Ed Shear of anchor bolts 38 e h
39 PINNED COLUMN BASE JOINT - SHEAR RESISTANCE Shear resistance of welds (in compression) : Where: l w,eff a f vw,d fu / 3 bg w M2 Vw,Rd fvw,d alw,eff VEd total effective length of the welds in the direction of shear weld throat thickness in the direction of shear Check of the shear resistance of welds (in tension) : 2 2 N V t,ed Ed Fw,Ed fvw,d a l w,eff,t l w,eff 39
40 FIXED COLUMN BASE JOINT
41 FIXED COLUMN BASE JOINT- INTRODUCTION Calculation of the bending resistance and initial rotational stiffness in presence of axial force : M j,ed M j,rd N j,ed M j,ed M j,rd j,ed S j,ini j,ed Initial rotational stiffness : S j,ini M j,ed j,ed 41
42 FIXED COLUMN BASE JOINT- INTRODUCTION Application of the component method : N j,ed M j,ed M j,rd j,ed F T F c F T Mode 2 Mécanisme partiel et rupture des tiges T-stub in tension : T-stub in compression : F T,2,Rd =(2M pl, 2, Rd +nf t, Rd )/(m +n) F C Tronçon en T comprimé Aire de répartition m uniforme de pression entre la platine et son appui 42 e l eff b eff
43 FIXED COLUMN BASE JOINT- INTRODUCTION Lever arms : Tensile force positioned at the centre of anchor bolts, Compression force at the centre of the column flange. Bending moment : M z F z F j,ed C C T T Bending resistance : resistance reach on a T-stub. h c M j,ed t fc F F or F F C C,Rd T T,Rd z T z C F T F C 43
44 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Bending resistance depend on eccentricity : e Dominant tensile force : Dominant compression force : 0 e z N T N M N z e j,ed j,ed C N 0 M N j,rd j,rd N j,rd N j,rd M j,rd M j,rd F T,Rd z T z T F T F C z C z C F C,Rd 2 T-stubs in tension 44 2 T-stubs in compression
45 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Dominant bending moment : en zt or en zc Joint composed of a tensile part and a compressive part : Resistance reaches in one these parts, N j,rd N j,rd M j,rd M j,rd z T z C z T z C F T,Rd F C F T F C,Rd T-stub in tension critical 45 T-stub in compression critical
46 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Resistance in compression of a flange T-stub : Where: l min b ; b 2c eff p fc F f b l C,Rd jd eff eff h hp h c c beff min c, tfc tfc min c, 2 2 c t p 3f f jd yp g M0 l eff c c EN (6.4) F C,Rd b eff t fc c l eff t wc b fc b p b eff c h c h p 46
47 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Resistance of the tensile part of the joint (2 anchor bolts): Analysis of the resistance of an equivalent T-stub : F T,Rd EN Figure 6.10 Same calculation as for pinned column base joint: Different effective length, leff Replace m by mx, e by ex in resistance of T-stub 47
48 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Effective lengths of the T-stub : Circular mechanism Non circular mechanism 2 m 4m x x 1,25ex leff,cp min mx w 2mx 0,625 ex w /2 l eff,nc min mx 2e 2 mx 0,625 ex e bp /2 EN Table 6.6 e w e x b p m x 48
49 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Loading Lever arm z Bending resistance M j,rd for a given value of e N Dominant compression force Dominant tension force z = z C + z C z = z T + z T N j,ed < 0 and 0 e N +z C N j,ed < 0 and-z C e N 0 The smaller of and N j,ed > 0 and 0 e N +z T N j,ed > 0 and -z T e N 0 The smaller of z F C C,Rd / e 1 N z F C,Rd / e 1 FT,Rdz FT,Rdz and z / e 1 z / e 1 T N z T C N N z N j,ed 0 N j,ed 0 Dominant bending moment z = z T + z C M j,ed > 0 is clockwise, N j,ed > 0 is tension. and e N > +z T or e N < - z T e N The smaller of M N j,ed j,ed 49 M N j,rd j,rd and e N < - z C or e N > z C FC,Rdz FT,Rdz and z / e 1 z / e 1 T N C N Table 6.7
50 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS The column base joint can be classified rigid : for frames where the bracing system reduces the horizontal displacement by at least 80% : EN (2) if 0,5 - if 0,5 3,93 and S EI / L Otherwise : Where : 0 0 j,ini 0 c c - if 3,93 and S 48 EI / L 0 j,ini c c S j,ini 30EI Lc : storey height of the column, Ic : second moment of area of the column, L c c : slenderness of the column in which both ends are assumed to be pinned. 0 50
51 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Otherwise the column base joint is semi-rigid : Joint model by a rotational stiffener in the global analysis : Rotational stiffener S j S S if M 2 M /3 j j,ini j,ed j,rd Sj,ini S if 2 M /3 M M j j,rd j,ed j,rd S j (1,5 M / M ) ; 2,7 j,ed j,rd 51
52 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Model for the calculation of the initial rotational stiffness : Tensile and compressive parts modelled by axial stiffener. Initial rotational stiffness : S j,ini M j,ed j,ed N j,ed M j,ed N j,ed M j,ed F T j,ed j,ed F C 52 k T z T z C k C
53 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Stiffness of compressive part of the joint Where: l eff b eff C 13 Effective length of the T-stub, Effective width of the T-stub, E c Elastic modulus of concrete (see EN ), E Elastic modulus of steel. k E l b k 1,275E c eff eff EN Table 6.11 F C Flange c Concrete 53 Contact between flange and concrete
54 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Stiffness of the tensile part of the joint EN Table 6.11 Depends on the presence or absence of prying effect. Presence of prying effect : L b L * b Absence of prying effect : L b > L * b F T F T B B B B T T Q Q 54
55 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Stiffness of the tensile part in presence of prying effect : k T k k EN Table 6.11 k16 : stiffness coefficient of anchor bolts in tension : k 16 1,6 A L s b k15 : stiffness coefficient of base plate in bending under tension : k 3 0,85 lefftp 15 3 m 55
56 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Stiffness of the tensile part in absence of prying effect : k T k k EN Table 6.11 k16 : stiffness coefficient of anchor bolts in tension : k 16 2 A L s b k15 : stiffness coefficient of base plate in bending under tension : k 3 0,425 lefftp 15 3 m 56
57 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Rotational stiffness depend on the eccentricity : Dominant tensile force : Dominant compression force : 0 e z N T e z e N C N 0 M N j,ed j,ed N j,ed M j,ed N j,ed M j,ed F T,1 j,ed F T,2 F C,1 F C,2 j,ed k T z T z T k T k C z C z C k C 2 T-stubs in tension 57 2 T-stubs in compression
58 FIXED COLUMN BASE JOINT- BENDING RESISTANCE Dominant bending moment : en zt or en zc Joint composed of a tensile and compressive part : F T N j,ed M j,ed j,ed F C k T z T z C k C 58
59 FIXED COLUMN BASE JOINT- INITIAL ROTATIONAL STIFFNESS Loading Lever arm z Initial rotational stiffness S j,ini for a given value of e N Dominant compression force Dominant tension force z = z C + z C z = z T + z T N j,ed < 0 and 0 e N +z C N j,ed < 0 and-z C e N 0 S j,ini 2 E z k 2 N j,ed > 0 and 0 e N +z T N j,ed > 0 and -z T e N 0 S j,ini 2 E z k 2 C T N j,ed 0 N j,ed 0 Dominant bending moment z = z T + z C M j,ed > 0 is clockwise, N j,ed > 0 is tension. and e N > +z T or e N < - z T e N S j,ini M N E z 1 ek 1 1 1ak kc kt ak j,ed j,ed 59 2 and e N < - z C or e N > z C z k -z k = k + k e = e C C T T k N T C Table 6.12
60 APPLICATION
61 APPLICATION PRESENTATION OF THE EXAMPLE Detail of the joint and the concrete block Axial force : N Ed Column : IPE 450 in S235 Base plate in S235 Shear force V z,ed Grout of 30 mm thickness Concrete class C25/30 d f =500mm l b =400mm Axis x-x Anchor bolts M24 class 4.6 e h Axis y-y e b 400 b p =220 Axis z-z h p =
62 APPLICATION PRESENTATION OF THE EXAMPLE Detail of the joint ,7 2 anchor bolts M24 Class , Flange weld : 6 mm e m 60,8 40 Web weld : 4 mm 62
63 APPLICATION PRESENTATION OF THE EXAMPLE Load Case 1 (compression) : N c,ed = 85 kn V z,ed = 35 kn 1-1 Check the resistance in compression 1-2 Check the shear resistance Load Case 2 (tension) : N T,Ed = 8,86 kn V z,ed = 17,5 kn 2-1 Check the resistance in tension 2-2 Check the shear resistance 63
64 APPLICATION 1-1 RESISTANCE IN COMPRESSION Concrete (C25/30) design strength : fck f cd acc g c 25 fcd 1 16,7 MPa 1,5 The value of b j is equal to 2/3, as : Coefficient a bf : e m 50 mm 30 mm min0,2 bp 0,2 hp a a bf bf d e e f h b = min 1+ ; 1+2 ; 1+2 ; 3 max( hp, bp ) h p b p min 1 ; 1 ; 1, 3 1,
65 APPLICATION 1-1 RESISTANCE IN COMPRESSION Foundation bearing strength : f a b jd bf j cd fjd 1,672/316,7 18,6 MPa Additional bearing width of the flange : c t p 3 f f jd yp g f M0 235 c 10 20,5 mm 318,61,0 65
66 APPLICATION 1-1 RESISTANCE IN COMPRESSION Geometrical parameter : cp p c h min h ; h 2c min 480; ,5 480 mm cp p fc b min b ; b 2c min 220; ,5 220 mm cp c fc Short projection l h 2t 2c ,7 220,5 379,6 mm 0 Resistance in compression of the column base joint : N f h b l b t c C,Rd jd cp cp cp cp wc 2 18, , ,4 220,5 / ,6 kn 66
67 APPLICATION 1-1 RESISTANCE IN COMPRESSION Check of the resistance in compression: N C,Rd 766,6 kn N 85 kn c,ed h c = 450 bc =15 20,5 bc =15 b fc =190 t fc = 14,7 c c t wc = 9,4 l eff = 220 c c= 20,5 h p = 480 c b eff 67
68 APPLICATION 1-2 SHEAR RESISTANCE (CASE 1) Friction resistance : F C N f,rd f,d c,ed Ff,Rd 0, kn Shear resistance of one anchor bolt : F F vb,rd a bc ub s Shear resistance of the joint F F nf g f M2 A (0,44 0, ) ,6 kn 1,2510 vb,rd 3 v,rd f,rd vb,rd Fv,Rd ,6 100,2 kn 68
69 APPLICATION 1-2 SHEAR RESISTANCE (CASE 1) Shear resistance of welds : u Vw,Rd a lw,eff bg w M2 l V w,eff w,rd f / , ,2 mm 360 / ,2/ ,5 kn 0,81,25 Check of the shear resistance : z,rd v,rd w,rd z,ed V min F ; V 100,2 kn V =35kN 69
70 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Length m : m p/2 t /2 0,8 2a wc (140-9,4) m = -0,8 2 4 = 60,8 mm 2 Effective lengths and mechanisms : l l eff,cp eff,cp eff,nc eff,nc =2 m =2 (60,8)=381,9 mm l =4 m+1,25e l =4 60,8+1,25 40=293,1 mm Effective lengths of mode 1 and 2 : l min l ; l 293,1 mm l eff,1 eff,cp eff,nc eff,2 l eff,nc 293,1 mm w e m 60,8 40 Web weld : 4 mm 70
71 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Presence of prying effect? Limit anchor bolt elongation length : Anchor bolt elongation length : L 8d e t t 0,5 k L b m p wa b 8,8m A 3 * s b 3 leff,1tp L 3 * 8,860,8 353 b mm L 293, , mm L 2382 mm Prying effect develops and failure modes 1, 2, 3 and 4 will be considered. * b 71
72 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Bending resistance of the base plate (per unit length) : m m pl,rd 2 p t f 4 g yp M0 pl,rd ,010 5,87kN.mm/mm Bending resistances of the base plate Mode 1 : Mode 2 : Mpl,1,Rd leff,1 mpl,rd 293,1 5, kn.mm Mpl,2,Rd leff,2 mpl,rd 293,1 5, kn.mm 72
73 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Resistance of one anchor bolt in tension Design tensile resistance of the anchor bolt section: 0,9 fub As Ft,Rd g Design bond strength : F M2 0, ,6 kn 1,2510 t,rd 3 f f bd bd 0,36 g C f ck 0, ,5 1,2 MPa 73
74 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) F t,bond,rd Design bond anchorage resistance: dl f b bd Ft,bond,Rd ,2/ ,2 kn Ft,Bond,Rd Design anchor bolt resistance : Ft,Rd,anchor min F t,rd ; Ft,bond,Rd 36,2 kn lb = 400 mm 74
75 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Resistance in tension of the T-stub : modes 1 and 2 Failure mode Mode 1 Mode 2 F T,1,Rd F T,1,Rd = 113,3 kn F T,2,Rd =62,9kN F T,2,Rd Form of the mode m F t,rd,anchor m e Q Q Q Q Resistance of the T-stub F F T,1,Rd T,1,Rd 4M pl,1,rd m ,3 kn 60,8 F F T,2,Rd T,2,Rd 2M 2nF pl,2,rd t,rd,anchor m n ,2 62,9 kn 60,8 40 n = min ( e ; 1,25 m) = min (40 ; 1,25 60,8) = 40 mm F T,3,Rd F T,3,Rd F T,4,Rd F T,4,Rd 75
76 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Resistance in tension of the T-stub : modes 3 and 4 Failure mode Mode 3 Mode 4 F T,3,Rd F T,3,Rd =72,4 kn F T,4,Rd = 647,5 kn F T,4,Rd Form of the mode F t,rd,anchor F t,rd,anchor t wc Resistance of the T-stub F F T,3,Rd T,3,Rd 2F t,rd,anchor 236,2 72,4 kn F F T,4,Rd b t f eff,t wc g M0 y,wc 293,19, ,5 kn 110 T,4,Rd 3 b eff,t = l = 293,1 mm eff,1 76
77 APPLICATION 2-1 RESISTANCE IN TENSION (CASE 2) Resistance of the equivalent T-stub in tension: Weld resistance : F min F ; F ; F ; F 62,9 kn T,Rd T,1,Rd T,2,Rd T,3,Rd T,4,Rd F l a F t,w,rd w,eff,t w t,w,rd Check of the resistance of the joint in tension : fu / 3 bg 360/ 3 293, kn 0,81, T,Rd T,Rd t,w,rd t,ed w N min F ; F 62,9 kn N 17 kn M2 77
78 APPLICATION 2-2 SHEAR RESISTANCE (CASE 2) Check of the shear resistance of bolts : V nf Ed vb,rd Nt,Ed 17,5 8,86 0,31 1 1,4 N 241,6 1,4 62,9 T,Rd Check of the shear resistance of weld : 2 2 N t,ed VEd f vw,d a 1? lw,eff,t lw,eff 2 2 8,86 17,5 360 / 3 4 0, ,1 757,2 0,81,25 78
79 CONCLUSION
80 CONCLUSION Design methods, based on EC3 and EC2, are presented to check the resistance of pinned column base joint for different internal forces (compression/tension/shear). The bending resistance and initial rotation stiffness of rigid column base joint are determined considering T-stubs in tension and compression. These methods are based on the component method of EN The different components are: anchor bolts in tension and/or shear, bending of base plate, base plate in compression with concrete, welds. 80
81 REFERENCES
82 REFERENCES EN Eurocode 2 Design of concrete structures Part 1-1: General rules and rules for buildings EN Eurocode 3 Design of steel structures Part 1-1: General rules and rules for buildings EN Eurocode 3 Design of steel structures Part 1-8: Design of joints. 82
Autodesk Robot Structural Analysis Professional 2014 Design of fixed beam-to-column connection EN :2005/AC:2009
Autodesk Robot Structural Analysis Professional 2014 Design of fixed beam-to-column connection EN 1993-1-8:2005/AC:2009 Ratio 0,44 GENERAL Connection no.: 24 Connection name: Ligação 2 Structure node:
More informationAdvanced Training Steel Connections
Advanced Training Steel Connections All information in this document is subject to modification without prior notice. No part of this manual may be reproduced, stored in a database or retrieval system
More informationGENERAL GEOMETRY LEFT SIDE BEAM RIGHT SIDE BS :2000/AC:2009. Ratio 0.17
Autodesk Robot Structural Analysis Professional 2015 Design of fixed beam-to-beam connection BS 5950-1:2000/AC:2009 Ratio 0.17 GENERAL Connection no.: 2 Connection name: Beam-Beam Structure node: 40 Structure
More informationSKILLS Project. October 2013
SKILLS Project October 2013 MOMENT CONNECTIONS PART 1 LEARNING OUTCOMES Design process for moment-resisting bolted connections Joint moment resistance Joint stiffness Details design (welds, bolts, stiffeners,
More informationJoint resistance M j,rd Elastic limit 2/3 M j,rd
6 OENT CONNECTIONS 6.1 Introduction The moment connections are transferring, except of shear and normal forces, bending moment (full or partial compare to connected element) to supports. Stiffness of connection
More informationStructural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode Module 7 : Worked Examples Lecture 0 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic Loads
More informationEquivalent T-stubs (Component Method) as per DIN EN
Equivalent T-stubs (Component Method) as per DIN EN 1993-1-8 Nemetschek Frilo GmbH www.frilo.de info@frilo.de As of 23/11/2012 Contents Introduction 3 T-stub model 3 Examples for the T-stub model 9 Introduction
More informationSIMPLIFIED FORMULAS FOR ASSESSMENT OF STEEL JOINT FLEXIBILITY CHARACTERISTICS
SIMPLIFIED FORMULAS FOR ASSESSMENT OF STEEL JOINT FLEXIBILITY CHARACTERISTICS Aleksander Kozłowski; Lucjan Ślęczka Rzeszów University of Technology, Poland kozlowsk@prz.edu.pl, sleczka@prz.edu.pl ABSTRACT
More informationTAMPERE UNIVERSITY OF TECHNOLOGY ELENA RUEDA ROMERO FINITE ELEMENT SIMULATION OF A BOLTED STEEL JOINT IN FIRE USING ABAQUS PROGRAM
TAMPERE UNIVERSITY OF TECHNOLOGY ELENA RUEDA ROMERO FINITE ELEMENT SIMULATION OF A BOLTED STEEL JOINT IN FIRE USING ABAQUS PROGRAM Master of Science Thesis Examiners: Professor Markku Heinisuo and Mr.
More informationA CONNECTION ELEMENT FOR MODELLING END-PLATE CONNECTIONS IN FIRE
A CONNECTION ELEMENT OR MODELLING END-PLATE CONNECTIONS IN IRE Dr Zhaohui Huang Department of Civil & Structural Engineering, University of Sheffield 22 September 29 1. INTRODUCTION Three approaches for
More informationStructural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode Module 7 : Worked Examples Lecture 22 : Design of an unbraced sway frame with rigid joints Summary: NOTE This example
More informationStructural Steelwork Eurocodes Development of A Trans-national Approach
Structural Steelwork Eurocodes Development of A Trans-national Approach Course: Eurocode 3 Module 7 : Worked Examples Lecture 20 : Simple braced frame Contents: 1. Simple Braced Frame 1.1 Characteristic
More informationExample 4: Design of a Rigid Column Bracket (Bolted)
Worked Example 4: Design of a Rigid Column Bracket (Bolted) Example 4: Design of a Rigid Column Bracket (Bolted) Page : 1 Example 4: Design of a Rigid Column Bracket (Bolted) Determine the size of the
More informationStructural Steelwork Eurocodes Development of a Trans-National Approach
Course: Eurocode 4 Structural Steelwork Eurocodes Development of a Trans-National Approach Lecture 9 : Composite joints Annex B References: COST C1: Composite steel-concrete joints in frames for buildings:
More informationApplication nr. 7 (Connections) Strength of bolted connections to EN (Eurocode 3, Part 1.8)
Application nr. 7 (Connections) Strength of bolted connections to EN 1993-1-8 (Eurocode 3, Part 1.8) PART 1: Bolted shear connection (Category A bearing type, to EN1993-1-8) Structural element Tension
More informationJoints in steel construction: Moment-resisting joints to eurocode 3
Joints in steel construction: Moment-resisting joints to eurocode 3 SCI (The Steel Construction Institute) is the leading, independent provider of technical expertise and disseminator of best practice
More informationCHAPTER 5 Statically Determinate Plane Trusses
CHAPTER 5 Statically Determinate Plane Trusses TYPES OF ROOF TRUSS TYPES OF ROOF TRUSS ROOF TRUSS SETUP ROOF TRUSS SETUP OBJECTIVES To determine the STABILITY and DETERMINACY of plane trusses To analyse
More informationCHAPTER 5 Statically Determinate Plane Trusses TYPES OF ROOF TRUSS
CHAPTER 5 Statically Determinate Plane Trusses TYPES OF ROOF TRUSS 1 TYPES OF ROOF TRUSS ROOF TRUSS SETUP 2 ROOF TRUSS SETUP OBJECTIVES To determine the STABILITY and DETERMINACY of plane trusses To analyse
More information[5] Stress and Strain
[5] Stress and Strain Page 1 of 34 [5] Stress and Strain [5.1] Internal Stress of Solids [5.2] Design of Simple Connections (will not be covered in class) [5.3] Deformation and Strain [5.4] Hooke s Law
More informationIDEA StatiCa Connection
IDEA StatiCa Connection Theoretical background October 2016 Content 1 Introduction... 4 2 CBFEM components... 5 2.1 Material model... 6 2.2 Plate model and mesh convergence... 8 2.2.1 Plate model... 8
More informationProject data Project name Project number Author Description Date 26/04/2017 Design code AISC dome anchor. Material.
Project data Project name Project number Author Description Date 26/04/2017 Design code AISC 360-10 Material Steel A36, A529, Gr. 50 Concrete 4000 psi dome anchor Connection Name Description Analysis Design
More informationON THE DESIGN OF A STEEL END-PLATE BEAM-TO-COLUMN BOLTED JOINT ACCORDING TO PN-EN
CZASOPISMO INŻYNIERII LĄDOWEJ, ŚRODOWISKA I ARCHITEKTURY JOURNAL O CIVIL ENGINEERING, ENVIRONMENT AND ARCHITECTURE JCEEA, t. XXXV, z. 65 (2/18), kwiecień-czerwiec 2018, s. 187-196, DOI:10.7862/rb.2018.35
More informationExperimental investigation on monotonic performance of steel curved knee braces for weld-free beam-to-column connections
Experimental investigation on monotonic performance of steel curved knee braces for weld-free beam-to-column connections *Zeyu Zhou 1) Bo Ye 2) and Yiyi Chen 3) 1), 2), 3) State Key Laboratory of Disaster
More informationD : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown.
D : SOLID MECHANICS Q. 1 Q. 9 carry one mark each. Q.1 Find the force (in kn) in the member BH of the truss shown. Q.2 Consider the forces of magnitude F acting on the sides of the regular hexagon having
More informationJob No. Sheet 1 of 6 Rev B. Made by IR Date Oct Checked by FH/NB Date Oct Revised by MEB Date April 2006
Job No. Sheet 1 of 6 Rev B, Route de Limours Tel : (0)1 0 85 5 00 Fax : (0)1 0 5 75 8 Revised by MEB Date April 006 DESIGN EXAMPLE 6 BOLTED JOINT A 0 0 angle loaded in tension is to be connected to a gusset
More informationDelhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: Ph:
Serial : IG1_CE_G_Concrete Structures_100818 Delhi Noida Bhopal Hyderabad Jaipur Lucknow Indore Pune Bhubaneswar Kolkata Patna Web: E-mail: info@madeeasy.in Ph: 011-451461 CLASS TEST 018-19 CIVIL ENGINEERING
More informationConcrete in compression and base plate in bending
Concrete in compression and base plate in bending Citation for published version (APA): Steenhuis, M., Wald, F., Sokol, Z., & Stark, J. W. B. (2008). Concrete in compression and base plate in bending.
More informationSTEEL BUILDINGS IN EUROPE. Multi-Storey Steel Buildings Part 10: Technical Software Specification for Composite Beams
STEEL BUILDINGS IN EUROPE Multi-Storey Steel Buildings Part 10: Technical Software Specification for Composite Beams Multi-Storey Steel Buildings Part 10: Technical Software Specification for Composite
More informationFundamentals of Structural Design Part of Steel Structures
Fundamentals of Structural Design Part of Steel Structures Civil Engineering for Bachelors 133FSTD Teacher: Zdeněk Sokol Office number: B619 1 Syllabus of lectures 1. Introduction, history of steel structures,
More informationNORMAL STRESS. The simplest form of stress is normal stress/direct stress, which is the stress perpendicular to the surface on which it acts.
NORMAL STRESS The simplest form of stress is normal stress/direct stress, which is the stress perpendicular to the surface on which it acts. σ = force/area = P/A where σ = the normal stress P = the centric
More informationComponent Method for Base Plate
Component ethod for Base Plate Wald F.; Sokol Z. Cech Technical University, Faculty of Civil Engineering Steenhuis C.. Eindhoven University of Technology, Faculty of Architecture, Building and Planning,
More informationQUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS
QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A (2 Marks) 1. Define longitudinal strain and lateral strain. 2. State Hooke s law. 3. Define modular ratio,
More informationAdvanced Analysis of Steel Structures
Advanced Analysis of Steel Structures Master Thesis Written by: Maria Gulbrandsen & Rasmus Petersen Appendix Report Group B-204d M.Sc.Structural and Civil Engineering Aalborg University 4 th Semester Spring
More informationA Simplified Method for the Design of Steel Beam-to-column Connections
P P Periodica Polytechnica Architecture A Simplified Method for the Design of Steel Beam-to-column Connections 48() pp. 79-86 017 https://doi.org/10.3311/ppar.11089 Creative Commons Attribution b Imola
More informationIDEA StatiCa Connection
IDEA StatiCa Connection Theoretical background March 2017 Content 1 Introduction... 4 2 CBFEM components... 5 2.1 Material model... 6 2.2 Plate model and mesh convergence... 8 2.2.1 Plate model... 8 2.2.2
More informationINTRODUCTION TO STRAIN
SIMPLE STRAIN INTRODUCTION TO STRAIN In general terms, Strain is a geometric quantity that measures the deformation of a body. There are two types of strain: normal strain: characterizes dimensional changes,
More informationDesign of AAC wall panel according to EN 12602
Design of wall panel according to EN 160 Example 3: Wall panel with wind load 1.1 Issue Design of a wall panel at an industrial building Materials with a compressive strength 3,5, density class 500, welded
More information3. Stability of built-up members in compression
3. Stability of built-up members in compression 3.1 Definitions Build-up members, made out by coupling two or more simple profiles for obtaining stronger and stiffer section are very common in steel structures,
More informationBasis of Design, a case study building
Basis of Design, a case study building Luís Simões da Silva Department of Civil Engineering University of Coimbra Contents Definitions and basis of design Global analysis Structural modeling Structural
More informationKINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK. Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV
KINGS COLLEGE OF ENGINEERING DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK Subject code/name: ME2254/STRENGTH OF MATERIALS Year/Sem:II / IV UNIT I STRESS, STRAIN DEFORMATION OF SOLIDS PART A (2 MARKS)
More informationCONNECTION DESIGN. Connections must be designed at the strength limit state
CONNECTION DESIGN Connections must be designed at the strength limit state Average of the factored force effect at the connection and the force effect in the member at the same point At least 75% of the
More informationQUESTION BANK DEPARTMENT: CIVIL SEMESTER: III SUBJECT CODE: CE2201 SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A
DEPARTMENT: CIVIL SUBJECT CODE: CE2201 QUESTION BANK SEMESTER: III SUBJECT NAME: MECHANICS OF SOLIDS UNIT 1- STRESS AND STRAIN PART A (2 Marks) 1. Define longitudinal strain and lateral strain. 2. State
More informationMECE 3321 MECHANICS OF SOLIDS CHAPTER 3
MECE 3321 MECHANICS OF SOLIDS CHAPTER 3 Samantha Ramirez TENSION AND COMPRESSION TESTS Tension and compression tests are used primarily to determine the relationship between σ avg and ε avg in any material.
More informationTORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES)
Page1 TORSION INCLUDING WARPING OF OPEN SECTIONS (I, C, Z, T AND L SHAPES) Restrained warping for the torsion of thin-wall open sections is not included in most commonly used frame analysis programs. Almost
More informationPROFILE SIZES: CONNECTION FORCES BEAM : UB254X146X43 CONNECTION DETAIL: D b = mm W b = mm T b = mm t wb = 7.30 mm r b = 7.
PROFILE SIZES: BEAM : UB254X146X43 D b = 259.60 mm W b = 147.30 mm T b = 12.70 mm t wb = 7.30 mm r b = 7.60 mm COLUMN : UC254X254X73 D C = 254.00 mm W c = 254.00 mm T C = 14.20 mm t wc = 8.60 mm r C =
More informationDESIGN OF END PLATE JOINTS SUBJECT TO MOMENT AND NORMAL FORCE
DESIGN OF END PLATE JOINTS SUBJECT TO OENT AND NORAL FORCE Zdeněk Sokol 1, František Wald 1, Vincent Delabre 2, Jean-Pierre ueau 2, arek Švarc 1 ABSTRACT The presented work describes design model of end
More informationSabah Shawkat Cabinet of Structural Engineering Walls carrying vertical loads should be designed as columns. Basically walls are designed in
Sabah Shawkat Cabinet of Structural Engineering 17 3.6 Shear walls Walls carrying vertical loads should be designed as columns. Basically walls are designed in the same manner as columns, but there are
More informationC:\Users\joc\Documents\IT\Robot EC3 6_2_1 (5)\Eurocode _2_1(5) Concentrated Load - Rev 1_0.mcdx. γ M γ M γ M2 1.
C:\Users\joc\Documents\IT\Robot EC3 6 1 (5)\Eurocode 1993-1-1 6 1(5) Concentrated Load - Rev 1_0.mcdx Page 1 of 01/03/016 Section sec HEB500 with steel grade gr S355 I x Iy_sec (sec) cm 4 = 10700 cm 4
More informationInfluence of column web stiffening on the seismic behaviour of beam-tocolumn
Influence of column web stiffening on the seismic behaviour of beam-tocolumn joints A.L. Ciutina & D. Dubina The Politehnica University of Timisoara, Romania ABSTRACT: The present paper summarises the
More informationJointsForTekla Ver January
Ing. Giovanni Conticello Ing. Sebastiano Floridia With the important help of Ing. Giovanni Trigili JointsForTekla Ver. 1.11.0.59 - January 23 2014 Design of joints of steel structures in environment TeklaStructures
More informationPLATE GIRDERS II. Load. Web plate Welds A Longitudinal elevation. Fig. 1 A typical Plate Girder
16 PLATE GIRDERS II 1.0 INTRODUCTION This chapter describes the current practice for the design of plate girders adopting meaningful simplifications of the equations derived in the chapter on Plate Girders
More informationSIMPLE MODEL FOR PRYING FORCES IN T-HANGER CONNECTIONS WITH SNUG TIGHTENED BOLTS
SIMPLE MODEL FOR PRYING FORCES IN T-HANGER CONNECTIONS WITH SNUG TIGHTENED BOLTS By Fathy Abdelmoniem Abdelfattah Faculty of Engineering at Shoubra, Zagazig University, Banha Branch Mohamed Salah A. Soliman
More informationTHE EC3 CLASSIFICATION OF JOINTS AND ALTERNATIVE PROPOSALS
EUROSTEEL 2002, Coimbra, 19-20 September 2002, p.987-996 THE EC3 CLASSIFICATION OF JOINTS AND ALTERNATIVE PROPOSALS Fernando C. T. Gomes 1 ABSTRACT The Eurocode 3 proposes a classification of beam-to-column
More informationAnnex 1: Symbols and units
Annex 1: Symbols and units A1.1 Symbols The terms and words used in this Code carry the meaning normally assigned within the area of structural steel, and are generally defined the first time they appear
More informationPERIYAR CENTENARY POLYTECHNIC COLLEGE PERIYAR NAGAR - VALLAM THANJAVUR. DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK
PERIYAR CENTENARY POLYTECHNIC COLLEGE PERIYAR NAGAR - VALLAM - 613 403 - THANJAVUR. DEPARTMENT OF MECHANICAL ENGINEERING QUESTION BANK Sub : Strength of Materials Year / Sem: II / III Sub Code : MEB 310
More informationSteel connections. Connection name : MEP_BCF_W=14.29[mm]_W=6.35[mm]_tp=63.5[mm]_N=0_N=2_N=0_N=1_W=14.29[mm]_W=14.29[mm]_W=14.29[ mm] Connection ID : 1
Current Date: 08-Dec-13 7:05 PM Units system: SI File name: E:\ram\1\1.cnx\ Microsoft Steel connections Detailed report Connection name : MEP_BCF_W=14.29[mm]_W=6.35[mm]_tp=63.5[mm]_N=0_N=2_N=0_N=1_W=14.29[mm]_W=14.29[mm]_W=14.29[
More informationN = Shear stress / Shear strain
UNIT - I 1. What is meant by factor of safety? [A/M-15] It is the ratio between ultimate stress to the working stress. Factor of safety = Ultimate stress Permissible stress 2. Define Resilience. [A/M-15]
More informationStress Analysis Lecture 3 ME 276 Spring Dr./ Ahmed Mohamed Nagib Elmekawy
Stress Analysis Lecture 3 ME 276 Spring 2017-2018 Dr./ Ahmed Mohamed Nagib Elmekawy Axial Stress 2 Beam under the action of two tensile forces 3 Beam under the action of two tensile forces 4 Shear Stress
More information1C8 Advanced design of steel structures. prepared by Josef Machacek
1C8 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateral-torsional instabilit of beams. ) Buckling of plates. 3) Thin-walled steel members. 4) Torsion of members. 5)
More informationUnit I Stress and Strain
Unit I Stress and Strain Stress and strain at a point Tension, Compression, Shear Stress Hooke s Law Relationship among elastic constants Stress Strain Diagram for Mild Steel, TOR steel, Concrete Ultimate
More informationCONNECTIONS WITH FOUR BOLTS PER HORIZONTAL ROW Application of Eurocode 3
EUROSTEEL 0 August 3 - September 0 Budapest Hungary CONNECTIONS WITH FOUR BOLTS PER HORIZONTAL ROW Application of Eurocode 3 Jean-François Demonceau a Jean-Pierre Jaspart a Klaus Weynand b Ralf Oerder
More informationAnnex - R C Design Formulae and Data
The design formulae and data provided in this Annex are for education, training and assessment purposes only. They are based on the Hong Kong Code of Practice for Structural Use of Concrete 2013 (HKCP-2013).
More informationMechanics of Materials Primer
Mechanics of Materials rimer Notation: A = area (net = with holes, bearing = in contact, etc...) b = total width of material at a horizontal section d = diameter of a hole D = symbol for diameter E = modulus
More information9.5 Compression Members
9.5 Compression Members This section covers the following topics. Introduction Analysis Development of Interaction Diagram Effect of Prestressing Force 9.5.1 Introduction Prestressing is meaningful when
More informationBalcony balustrades using the SG12 laminated glass system: PAGE 1 (SG12FF010717) Structural Calculations for SG12 System balustrades using 21.5mm laminated toughened glass without the need for a handrail
More information7 STATICALLY DETERMINATE PLANE TRUSSES
7 STATICALLY DETERMINATE PLANE TRUSSES OBJECTIVES: This chapter starts with the definition of a truss and briefly explains various types of plane truss. The determinancy and stability of a truss also will
More informationMechanics of Structure
S.Y. Diploma : Sem. III [CE/CS/CR/CV] Mechanics of Structure Time: Hrs.] Prelim Question Paper Solution [Marks : 70 Q.1(a) Attempt any SIX of the following. [1] Q.1(a) Define moment of Inertia. State MI
More informationFinite Element Modelling with Plastic Hinges
01/02/2016 Marco Donà Finite Element Modelling with Plastic Hinges 1 Plastic hinge approach A plastic hinge represents a concentrated post-yield behaviour in one or more degrees of freedom. Hinges only
More informationDesign of Beams (Unit - 8)
Design of Beams (Unit - 8) Contents Introduction Beam types Lateral stability of beams Factors affecting lateral stability Behaviour of simple and built - up beams in bending (Without vertical stiffeners)
More informationJUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER:
JUT!SI I I I TO BE RETURNED AT THE END OF EXAMINATION. THIS PAPER MUST NOT BE REMOVED FROM THE EXAM CENTRE. SURNAME: FIRST NAME: STUDENT NUMBER: COURSE: Tutor's name: Tutorial class day & time: SPRING
More informationThe University of Melbourne Engineering Mechanics
The University of Melbourne 436-291 Engineering Mechanics Tutorial Four Poisson s Ratio and Axial Loading Part A (Introductory) 1. (Problem 9-22 from Hibbeler - Statics and Mechanics of Materials) A short
More informationPLASTIC RESISTANCE OF L-STUBS JOINTS SUBJECTED TO TENSILE FORCES
SDSS Rio 010 STABILITY AND DUCTILITY OF STEEL STRUCTURES M.Couchaux, M.Hjiaj, I.Ryan Rio de Janeiro, Brazil, September 8-10, 010 PLASTIC RESISTANCE OF L-STUBS JOINTS SUBJECTED TO TENSILE FORCES Keywords:
More informationmy!wind Ltd 5 kw wind turbine Static Stability Specification
my!wind Ltd 5 kw wind turbine Static Stability Specification 1 P a g e 0 3 / 0 4 / 2 0 1 4 Contents Contents... 2 List of Changes... 2 Appendixes... 2 General remarks... 3 1. Introduction... 4 2. Geometry...
More informationEMA 3702 Mechanics & Materials Science (Mechanics of Materials) Chapter 3 Torsion
EMA 3702 Mechanics & Materials Science (Mechanics of Materials) Chapter 3 Torsion Introduction Stress and strain in components subjected to torque T Circular Cross-section shape Material Shaft design Non-circular
More informationStructural Steelwork Eurocodes Development of a Trans-National Approach
Structural Steelwork Eurocodes Development of a Trans-National Approach Course: Eurocode 4 Lecture 9 : Composite joints Annex A Summary: Traditionally structural joints are considered as rigid or pinned
More informationCOLUMNS: BUCKLING (DIFFERENT ENDS)
COLUMNS: BUCKLING (DIFFERENT ENDS) Buckling of Long Straight Columns Example 4 Slide No. 1 A simple pin-connected truss is loaded and supported as shown in Fig. 1. All members of the truss are WT10 43
More informationPractical Design to Eurocode 2
Practical Design to Eurocode 2 The webinar will start at 12.30 (Any questions beforehand? use Questions on the GoTo Control Panel) Course Outline Lecture Date Speaker Title 1 21 Sep Jenny Burridge Introduction,
More informationC6 Advanced design of steel structures
C6 Advanced design of steel structures prepared b Josef achacek List of lessons 1) Lateral-torsional instabilit of beams. ) Buckling of plates. 3) Thin-walled steel members. 4) Torsion of members. 5) Fatigue
More informationTension Members. ENCE 455 Design of Steel Structures. II. Tension Members. Introduction. Introduction (cont.)
ENCE 455 Design of Steel Structures II. Tension Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Tension Members Following subjects are covered: Introduction
More informationDesign of a Multi-Storied RC Building
Design of a Multi-Storied RC Building 16 14 14 3 C 1 B 1 C 2 B 2 C 3 B 3 C 4 13 B 15 (S 1 ) B 16 (S 2 ) B 17 (S 3 ) B 18 7 B 4 B 5 B 6 B 7 C 5 C 6 C 7 C 8 C 9 7 B 20 B 22 14 B 19 (S 4 ) C 10 C 11 B 23
More informationENCE 455 Design of Steel Structures. III. Compression Members
ENCE 455 Design of Steel Structures III. Compression Members C. C. Fu, Ph.D., P.E. Civil and Environmental Engineering Department University of Maryland Compression Members Following subjects are covered:
More informationDownloaded from Downloaded from / 1
PURWANCHAL UNIVERSITY III SEMESTER FINAL EXAMINATION-2002 LEVEL : B. E. (Civil) SUBJECT: BEG256CI, Strength of Material Full Marks: 80 TIME: 03:00 hrs Pass marks: 32 Candidates are required to give their
More informationMECHANICS OF MATERIALS. Prepared by Engr. John Paul Timola
MECHANICS OF MATERIALS Prepared by Engr. John Paul Timola Mechanics of materials branch of mechanics that studies the internal effects of stress and strain in a solid body. stress is associated with the
More informationDESIGN GUIDES FOR HIGH STRENGTH STRUCTURAL HOLLOW SECTIONS MANUFACTURED BY SSAB - FOR EN 1090 APPLICATIONS
DESIGN GUIDES FOR HIGH STRENGTH STRUCTURAL HOLLOW SECTIONS MANUFACTURED BY SSAB - FOR EN 1090 APPLICATIONS SSAB produces a wide variety of hollow sections in different steel grades according to European
More informationModule 4 : Deflection of Structures Lecture 4 : Strain Energy Method
Module 4 : Deflection of Structures Lecture 4 : Strain Energy Method Objectives In this course you will learn the following Deflection by strain energy method. Evaluation of strain energy in member under
More informationName :. Roll No. :... Invigilator s Signature :.. CS/B.TECH (CE-NEW)/SEM-3/CE-301/ SOLID MECHANICS
Name :. Roll No. :..... Invigilator s Signature :.. 2011 SOLID MECHANICS Time Allotted : 3 Hours Full Marks : 70 The figures in the margin indicate full marks. Candidates are required to give their answers
More informationCALCULATION MODE FOR ALUHD23/SH18 Traction and shear aluminium plate for Alufoot R system
CALCULATION MODE FOR ALUHD23/SH18 Traction and shear aluminium plate for Alufoot R system INTRODUCTION ALUHD23/SH18 plate, being part of Alufoot system, is used in order to connect the CLT wall to the
More informationMarch 24, Chapter 4. Deflection and Stiffness. Dr. Mohammad Suliman Abuhaiba, PE
Chapter 4 Deflection and Stiffness 1 2 Chapter Outline Spring Rates Tension, Compression, and Torsion Deflection Due to Bending Beam Deflection Methods Beam Deflections by Superposition Strain Energy Castigliano
More informationUnit III Theory of columns. Dr.P.Venkateswara Rao, Associate Professor, Dept. of Civil Engg., SVCE, Sriperumbudir
Unit III Theory of columns 1 Unit III Theory of Columns References: Punmia B.C.,"Theory of Structures" (SMTS) Vol II, Laxmi Publishing Pvt Ltd, New Delhi 2004. Rattan.S.S., "Strength of Materials", Tata
More informationEntrance exam Master Course
- 1 - Guidelines for completion of test: On each page, fill in your name and your application code Each question has four answers while only one answer is correct. o Marked correct answer means 4 points
More information2012 MECHANICS OF SOLIDS
R10 SET - 1 II B.Tech II Semester, Regular Examinations, April 2012 MECHANICS OF SOLIDS (Com. to ME, AME, MM) Time: 3 hours Max. Marks: 75 Answer any FIVE Questions All Questions carry Equal Marks ~~~~~~~~~~~~~~~~~~~~~~
More informationPURE BENDING. If a simply supported beam carries two point loads of 10 kn as shown in the following figure, pure bending occurs at segment BC.
BENDING STRESS The effect of a bending moment applied to a cross-section of a beam is to induce a state of stress across that section. These stresses are known as bending stresses and they act normally
More informationAPPENDIX 1 MODEL CALCULATION OF VARIOUS CODES
163 APPENDIX 1 MODEL CALCULATION OF VARIOUS CODES A1.1 DESIGN AS PER NORTH AMERICAN SPECIFICATION OF COLD FORMED STEEL (AISI S100: 2007) 1. Based on Initiation of Yielding: Effective yield moment, M n
More informationD : SOLID MECHANICS. Q. 1 Q. 9 carry one mark each.
GTE 2016 Q. 1 Q. 9 carry one mark each. D : SOLID MECHNICS Q.1 single degree of freedom vibrating system has mass of 5 kg, stiffness of 500 N/m and damping coefficient of 100 N-s/m. To make the system
More informationPDDC 1 st Semester Civil Engineering Department Assignments of Mechanics of Solids [ ] Introduction, Fundamentals of Statics
Page1 PDDC 1 st Semester Civil Engineering Department Assignments of Mechanics of Solids [2910601] Introduction, Fundamentals of Statics 1. Differentiate between Scalar and Vector quantity. Write S.I.
More informationGeneration of Biaxial Interaction Surfaces
COPUTERS AND STRUCTURES, INC., BERKELEY, CALIFORNIA AUGUST 2002 CONCRETE FRAE DESIGN BS 8110-97 Technical Note This Technical Note describes how the program checks column capacity or designs reinforced
More informationUNIT 1 STRESS STRAIN AND DEFORMATION OF SOLIDS, STATES OF STRESS 1. Define stress. When an external force acts on a body, it undergoes deformation.
UNIT 1 STRESS STRAIN AND DEFORMATION OF SOLIDS, STATES OF STRESS 1. Define stress. When an external force acts on a body, it undergoes deformation. At the same time the body resists deformation. The magnitude
More informationCOURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4017 COURSE CATEGORY : A PERIODS/WEEK : 6 PERIODS/ SEMESTER : 108 CREDITS : 5
COURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4017 COURSE CATEGORY : A PERIODS/WEEK : 6 PERIODS/ SEMESTER : 108 CREDITS : 5 TIME SCHEDULE MODULE TOPICS PERIODS 1 Simple stresses
More informationTHEME IS FIRST OCCURANCE OF YIELDING THE LIMIT?
CIE309 : PLASTICITY THEME IS FIRST OCCURANCE OF YIELDING THE LIMIT? M M - N N + + σ = σ = + f f BENDING EXTENSION Ir J.W. Welleman page nr 0 kn Normal conditions during the life time WHAT HAPPENS DUE TO
More information: APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4021 COURSE CATEGORY : A PERIODS/ WEEK : 5 PERIODS/ SEMESTER : 75 CREDIT : 5 TIME SCHEDULE
COURSE TITLE : APPLIED MECHANICS & STRENGTH OF MATERIALS COURSE CODE : 4021 COURSE CATEGORY : A PERIODS/ WEEK : 5 PERIODS/ SEMESTER : 75 CREDIT : 5 TIME SCHEDULE MODULE TOPIC PERIODS 1 Simple stresses
More information