NYIT Instructors : Alfred Sanabria and Rodrigo Suarez
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1 NYIT Instructors : Alfred Sanabria and Rodrigo Suarez
2 Historically, rivets were used Now bolts and welds are almost exclusively used Bolts are more expensive on their own Skilled Labor (US) not required Faster to build, fewer bolts needed for the same strength capacity Easier to disassemble
3 A307 Common bolts 36ksi carbon steel High tolerances in dimensions (lower strength) Used for secondary members A35, A490 High strength bolts Twice as strong as A307 High tensile strength so it can clamp connected pieces tightly Loads transferred by friction
4 Snug-tight All plies of the connection are in firm contact with each other. Tightened by a person using a spud wrench. Pretensioned Used for direction-reversible loads (seismic). Bolts brought to very high tensile stresses Slip-Critical Used for combined shear and tension loads. Can be used with oversized and slotted holes. Load transferred by friction between the connected members, not by bearing of the bolts on the holes Min pretension 70% of min. tensile strength for bolt
5 Turn-of-the-nut Method Calibrated wrench Method Direct tension Indicator (special washers) Alternative design fasteners (twist-off TC bolts).
6 Standard Bolt Holes (STD)- 1/16 larger than the diameter of the bolt (for calculations, assume the hole is 1/8 larger). Oversize Holes (OVS)- only used in slip-critical conditions. Permits larger construction tolerances. Short Slotted holes (SSL)- Either Bearing or slip-critical. Permits larger fabrication tolerances. Long-slotted holes (LSL)- Can only be used in one of the connecting parts.
7 Single Shear Lap joint Moment developed due to eccentricity Double Shear Butt joint Moment eliminated, shear capacity doubled P/ P/ P
8 Shearing of the bolt (single of double) Tension on the connected members Bearing of the bolt on the members Block shear
9 In designing connections, we need to check both the strength of the bolts and the members being connected. In designing the connected members, the different failure planes represent a Net Area as opposed to the total Gross Area.
10 Calculate the Net Area of the 3/8x8in plate shown. The plate is connected by two lines of 3/4in bolts. 8in 8in PL 3/8x8in Net Area An Gross Area Hole Areas A n (8) () in
11 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in 3in 3in.5in 3in
12 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in 3in 3in.5in 3in 7 A n ( 1/ ) 11 () 4.65in 8
13 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in g3in g3in.5in s3in
14 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in g3in g3in.5in s3in 7 s A n (1/ ) 11 (3) + 8 4g For each diagonal line, add spitch ggage s 4g
15 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in g3in g3in.5in For each diagonal line, add s 4g s3in 7 (3) A n ( 1/ ) 11 () in 8 (4)(6)
16 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in g3in g3in.5in For each diagonal line, add s 4g s3in 7 (3) A n ( 1/ ) 11 (3) in 8 (4)(3)
17 Calculate the CRITICAL Net Area of the 1/in thick plate shown. The holes are punched for 3/4in bolts. 11in.5in g3in g3in.5in For each diagonal line, add s 4g A n 4.65in s3in A n 4.81in A n 4.56in
18 The shear failure plane in a connection may occur along a path involving tension in one plane and shear in another. The strength of this plane is equal to the YIELD strength of the weak plane plus the RUPTURE strength of the stronger plane. Shear Plane Tension Plane Failure Surface
19 Shear Plane Tension Plane Failure Surface Lesser R R n n of 0.6F 0.6F u y : Agv- gross Area subjected to Shear Anv- net Area subjected to shear A A nv gv + U + U bs bs F F u u A A nt nt Ant- net Area subjected to tension Ubs1 Fu-Material Ultimate stress (ksi) Fy-Material Yield Stress (ksi)
20 Shear Plane.5in Failure Surface Tension Plane 4in 4in in
21 Shear Plane.5in Tension Plane 4in 4in in Failure Surface
22 Failure Surface Shear Plane Tension Plane 4in 4in in.5in (.5) 10 5 ) )(1/ (10 in A in A in in in A nt nv gv + +
23 k R k in ksi in ksi A F U A F R k in ksi in ksi A F U A F R n nt u bs gv y n nt u bs nv u n ) )(1.03 (1)(65 ) )(5.0 (0.6)( ) )(1.03 (1)(65 ) )(3.91 (0.6)( Failure Surface Shear Plane Tension Plane 4in 4in in.5in (.5) 10 5 ) )(1/ (10 in A in A in in in A nt nv gv + +
24 Gross Section YIELD Effective Section RUPTURE Bearing strength of bolts Shearing strength of bolts Check Block shear Ω1.67 Ω Ω Ω Ω
25 Determine the allowable strength for the following connection of ½ thick plates. The steel is A36 (Fy36ksi, Fu58ksi), the bolts are 7/8 A35 (Fnv60ksi) in STD holes. 3in 6in 3in 3in 3in 3in
26 Determine the allowable strength for the following connection of ½ thick plates. The steel is A36 (Fy36ksi, Fu58ksi), the bolts are 7/8 A35 (Fnv60ksi) in STD holes. 3in 6in 3in 3in 3in 3in a) Gross section Yielding of Plates (gross area) F P y n Pn Ω Pn A F y A g (36ksi) 19.3k 1 x1 in 16k a) Pn/Ω19.3k
27 Determine the allowable strength for the following connection of ½ thick plates. The steel is A36 (Fy36ksi, Fu58ksi), the bolts are 7/8 A35 (Fnv60ksi) in STD holes. 3in 6in 3in 3in 3in 3in b)tensile rupture strength of plates (net area) A P n n Pn Ω (1) F u A n 90 1 in 145k () 7 8 (58ksi)(5in + ) k 5in a) Pn/Ω19.3k b) Pn/Ω145k
28 L R R R c)bearing strength of bolts c n n n Rn Ω Lesser 1.L tf Determine the allowable strength for the following connection of ½ thick plates. The steel is A36 (Fy36ksi, Fu58ksi), the bolts are 7/8 A35 (Fnv60ksi) in STD holes. Clear dist. c.4dtf 43.6 u of u : lesser (# bolts) (# bolts) 11.8k of 3 1 or 3 1 (1.)()(0.5)(58)(4) 3in 6in 3in in (.4)(7 / 8)(0.5)(58)(4) 3in 3in 3in 78.4k 43.6k a) Pn/Ω19.3k b) Pn/Ω145k c) Rn/Ω11.8k
29 Determine the allowable strength for the following connection of ½ thick plates. The steel is A36 (Fy36ksi, Fu58ksi), the bolts are 7/8 A35 (Fnv60ksi) in STD holes. 3in 6in 3in 3in 3in 3in c)shearing strength of bolts R n Rn Ω F n A b (# bolts) 144 7k (60)(0.6in )(4) 144k a) Pn/Ω19.3k b) Pn/Ω145k c) Rn/Ω11.8k d) Rn/Ω7k
30 Connections in which there is no slipping at the strength limit state. Connections are so tightly clamped down the load is transferred by shear between the connected parts. R n µ D h u sc T b N s (#bolts) μmean slip coefficient for Class A surfaces and 0.5 for Class B surfaces. Du1.13 hsc 1 (standard holes), 0.85 (oversized and short slotted holes), 0.7 (long slotted holes) Tbmin. Fastener tension, Table 1.1 Nsnumber of slip planes Ω1.5 (serviceablility limit state), 1.76 (required strength level)
31 For the lap joint shown, determine the number of 1in A35 slipcritical bolts in standard size holes needed for the serviceability limit state if the surfaces are Class A. The edge distance is 1.75 in and the center to center distance of the bolts is 3in. The plates are 5/8in thick, Fy50ksi, Fu65ksi. 80k 80k
32 For the lap joint shown, determine the number of 1in A35 slipcritical bolts in standard size holes needed for the serviceability limit state if the surfaces are Class A. The edge distance is 1.75 in and the center to center distance of the bolts is 3in. The plates are 5/8in thick, Fy50ksi, Fu65ksi. R n µ D h u 80k sc T b N s (#bolts) µ D h T b N u sc s 80k 0.35 ( Class ( STD) 51k 1 slip A) ( Table1.1) plane Ω 1.5( serviceability)
33 For the lap joint shown, determine the number of 1in A35 slipcritical bolts in standard size holes needed for the serviceability limit state if the surfaces are Class A. The edge distance is 1.75 in and the center to center distance of the bolts is 3in. The plates are 5/8in thick, Fy50ksi, Fu65ksi. R R R n n n Rn Ω µ D h u 80k sc (0.35)(1.13)(1)(51)(1)(1 bolt) 0.17k T b N s / bolt (# bolts) 13.45k / bolt µ D h T b N u sc s 80k 0.35 ( Class ( STD) 51k 1 slip A) ( Table1.1) plane Ω 1.5( serviceability)
34 For the lap joint shown, determine the number of 1in A35 slipcritical bolts in standard size holes needed for the serviceability limit state if the surfaces are Class A. The edge distance is 1.75 in and the center to center distance of the bolts is 3in. The plates are 5/8in thick, Fy50ksi, Fu65ksi. R n 80k k Ω 1.5 Bolts Re quired bolts / bolt µ D h T b N u sc s 80k 0.35 ( Class ( STD) 51k 1 slip A) ( Table1.1) plane Ω 1.5( serviceability)
35 Welding is a process by which metallic parts are connected by heating their surfaces to a fluid state allowing the parts to flow together and join with or without the introduction of other molten metal. Welds are classified based on their type of weld used and the type of joint produced.
36 Fillet Welds Complete penetration groove welds Partial-penetration groove welds Plug and slot welds
37 1/4 TYP. 1/4 TYP.
38 OTHER SIDE 1/4 TYP. ARROW SIDE
39 Field Weld OTHER SIDE 1/4 TYP. ARROW SIDE
40 Field Weld OTHER SIDE Weld All Around 1/4 TYP. ARROW SIDE
41 Field Weld OTHER SIDE Weld All Around Length and Spacing 1/4 TYP. ARROW SIDE
42 Field Weld Type of Weld OTHER SIDE 1/4 TYP. Weld All Around Length and Spacing ARROW SIDE Fillet Square Plug or Slot V Bevel
43 Field Weld Type of Weld OTHER SIDE 1/4 TYP. Weld All Around Length and Spacing Size of Weld ARROW SIDE Fillet Square Plug or Slot V Bevel
44 Field Weld Type of Weld OTHER SIDE Weld All Around Length and Spacing 1/4 Size of Weld TYP. Notes ARROW SIDE Fillet Square Plug or Slot V Bevel
45 Fillet welds are those where parts lap over each other. They can also be used on Tee joints. They are the most common (80% of structural welds) and most economical welds to use. Little preparation is necessary and they are easy to do. Tee Joint Lap Joint
46 Test show that they are stronger in tension and compression than in shear, so shear controls. Fillet welds fail through a plane at a 45 degree angle through the throat. ¼ ¼ 1/4
47 Test show that they are stronger in tension and compression than in shear, so shear controls. Fillet welds fail through a plane at a 45 degree angle through the throat. ¼ ¼ 1/4
48 Test show that they are stronger in tension and compression than in shear, so shear controls. Fillet welds fail through a plane at a 45 degree angle through the throat. ¼ ¼ 1/4
49 The allowable strength of a fillet weld is defined as: R n Ω F w A Ω w FwNominal Strength of Weld Metal Aweffective area of the weld FexxStrength of electrode used Ω.0 F w 0.6F EXX A w (0.707)( weld thickness)( weld length)
50 The allowable strength of a fillet weld is defined as: R n Ω R n Ω ( 1/ )(0.6) F (0.707)( weld thickness)( weld length) EXX ( 0.11) F ( weld thickness)( weld length) EXX
51 Determine the allowable shear capacity of the following weld if it is done with an E70 electrode (Fexx70ksi). 6 1/4 TYP.
52 Determine the allowable shear capacity of the following weld if it is done with an E70 electrode (Fexx70ksi). 6 Rn Ω Rn Ω Rn Ω (0.11) F EXX ( weld thickness)( weld (0.11)(70ksi)( 1 ")(6") 4.3k length) 1/4 TYP.
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