Connections: We need to design the following connections: Joist Hangers Joist: 16 #2 SYP Downward: 430 lbf CD=1.25 Upward: 290 lbf CD=1.

Transcription

1 Connections: We need to design the following connections: Joist Hangers Joist: 16 #2 SYP Downward: 430 lbf CD=1.25 Upward: 290 lbf CD=1.6 Beam-Column connection Beam: 6¾ x 34⅞ 24F-1.8E SYP Column: 6¾ x 6⅞ #47 N2M14 SYP Upward: 9,600 lbf CD=1.6 Column-Foundation connection Column: 6¾ x 6⅞ #47 N2M14 SYP Upward: 9,600 lbf CD=1.6 16,000 lb for ACI 318 App D Stud Connection (top and bottom) Stud: 16 #2 SYP Shear: 380 lbf/stud CD=1.6 Sill Plate Anchorage Sill Plate: 2x10 #2 SYP Shear parallel to grain: 770 plf CD=1.6 1,280 plf for ACI 318 App D Shear perpendicular to grain: 290 plf CD= plf for ACI 318 App D Diaphragm chord splice Top Plate: DBL 2x10 #2 SYP Tension:14,400 lbf CD=1.6 Shear wall drag strut splice Top Plate: DBL 2x10 #2 SYP Tension:4,920 lbf CD=1.6 Shear wall panel chord Chord: DBL 2x10 #2 SYP Tension:12,300 lbf CD=1.6 20,500 lb for ACI 318 App D Page 1/16

2 Nail Pullout 8d common nail in 5/8 thick OSB Roof: 90 psf upward CD=1.6 Wall: 45 psf outward CD=1.6 For a single sheet of plywood: Uplift := 90psf4ft 8ft = 2880lbf Therefore: Uplift Nail Pullout := 33nail = lbf nail We will only cover bolts and nails: Bolts: Nails: Double Top Plate Splice Shear Wall Chord Anchorage Sill Plate Anchorage Beam and Colum n Connection and Anchorage Plywood Pullout Joists Studs Page 2/16

3 Splice in Double Top Plate: C D := 1.6 T := lbs ***Members are 2-2x lbs 7200 lbs lbs lbs 7200 lbs 7200 lbs t m := 1.5 in t s := 1.5 in Choose Bolt Size (Southern Pine): 2005 NDS, Table 11A (p.80) For : 3 D := in Z 4 11 := 800 lbs Geometry Factor (C Δ ) : l := 1.5 l D = 2 < NDS, Section (p.76) (a) Edge min := 1.5D = in [Table: A] (b) End min := 7D = 5.25 in [Table: B] (c) Spacing min := 1.5D = in [Table: C] Spacing max := 5 in All spacing requirements in (a), (b), and (c) can be met, therefore: C := 1.0 For Group Action Factor (C g ): 2005 NDS, Table A (p.62) A m := = 15 in 2 A s := = 15 in 2 A m = 1 And Number of Fasteners per row is 3, therefore: A s C g := 0.99 C M := 1.0 C t := 1.0 Z' 11 := Z 11 C D C M C t C g C = lbs Page 3/16

4 Max Capacity For Six Bolts: Max Capacity = 6Z' 11 = lbs > T 2 = 7200 lbs Final Top Chord Splice Design (Use 6 3/4" Diameter Bolts): Shear Wall Chord Anchorage: Page 4/16

5 For Double Studs And Metal Bracket: T := lbs (studs are 2-2x10 in) Choose Bolt Size (Southern Pine): 2005 NDS, Table 11B (p.82) Interpolate b/t 2.5" and 3" main member thickness: For : D := 1 in Z 11 := = 2155lbs 2 T n := ( C D Z 11 ) = Try 4-1" bolts, 2 rows of 2. Geometry Factor (C Δ ) : 2005 NDS, Section (p.76) l := 3 l D = 3 < 6 (a) Edge min := 1.5D = 1.5 in [Table : A] (b) End min := 7D = 7 in [Table : B] (c) Spacing min := 1.5D = 1.5 in [Table : C] Spacing max := 5 in All spacing requirements in (a), (b), and (c) can be met. C := 1.0 For Group Action Factor (C g ): 2005 NDS, Table C (p.63) A m := = 15 in 2 A s :=.258 = 2 in 2 A m = 7.5 And Number of Fasteners per row is 2, therefore: A s C g := 0.99 C M := 1.0 C t := 1.0 Z' 11 := Z 11 C D C M C t C g C = lbs Max Capacity For Four Bolts: Max Capacity = 4Z' 11 = lbs > T = lbs Page 5/16

6 Foundation Anchorage (ACI Appendix D): T := lbs Check Steel Strength: 2005 AISC Manual, Table 7-2 (p. 7-23) Try 1" diameter bolt, A307 steel bolts used for conservative design: N u := T = lbs N := 0.75 A s := in N F nt := psi A s N F nt = lbs > N u = lbs Check Breakout Strength: ACI , Appendix D.5.2 (p.420) Tension load on ductile steel elem ent: N :=.70 ACI , Appendix D.4.4 (p.418) Distance from slab edge is 4.625": c a1 := in c amin := c a1 Embedment depth is 15": h ef := 15 in ( )( ) A Nc := c a1 + h ef h ef = in 2 2 A Nco := 9h ef = 2025 in 2 Modification factor for edge effects: c amin < 1.5h ef c amin " ed_n := = ACI , Appendix D (p.423) 1.5h ef Page 6/16

7 Modification factor for cracked concrete at service loads: " c_n := 1.0 ACI , Appendix D (p.424) Modification factor for post-installed anchors: " cp_n := 1.0 For cast in place anchor. ACI , Appendix D (p.425) Basic concrete breakout strength of a single anchor in cracked concrete: k c := 24 (for bolts) f' c := N b := k c f' c h ef = lbs A Nc N cb := " A ed_n " c_n " cp_n N b = lbs Nco N N cb = lbs > N u = lbs Check Pullout Strength: : N :=.70 " c_p := 1.0 (for cracking) A brg := 4 N p := 8A brg f' c = ACI , Appendix D.5.3 (p.426) : = N N p = lb Check Side-Face Blowout Strength: 2.5c a1 < h ef, therefore no blowout calculation is not needed Final Shear Wall C hord Anchorage Design: Page 7/16

8 Bottom Sill Plate Anchorage : Shear parallel to grain: F 11 := 770 plf C D := 1.6 Shear perpendicular to grain: F per := 290 plf C D := 1.6 Sill Plate Size: 2 x 10 On Concrete t s := 1.5 in Choose Bolt Size: Try 1" bolt so that the same bolt is used everywhere: D := 1 in Check Shear Perpendicular To Grain: 2005 NDS, Table 11E (p.85) Z per := 2250 lbs / bolt C := 1.0 C g := 1.0 C M := 1.0 C t := 1.0 Z' per := Z per C D C M C t C g C = 3600 lbs bolt Check Shear Parallel To Grain: Z 11 := 1020 C := 1.0 lbs bolt 2005 NDS, Table 11E (p.85) C g := 1.0 C M := 1.0 C t := 1.0 lbs Z' 11 := Z 11 C D C M C t C g C = 1632 bolt Design Edge Distance: Edge min := 4D = 4 in < in Design Lateral Spacing: Z' per Spacing per := = F per ft Therefore, use 12' o.c. Page 8/16

9 Z' 11 Spacing 11 := = ft F 11 Max load in 12' section: 12F 11 = 9240 lbs >> Z' per = 3600 lbs bolt Therefore, we must make the spacing alot closer; try 4' o.c.: 4F 11 = 3080 lbs < Z' per = 3600 lbs bolt Check Bolt Anchorage for Shear (ACI Appendix D): Page 9/16

10 Check Steel Strength: 2005 AISC Manual, Table 7-1 (p. 7-22) Try 1" diameter bolt, A307 steel bolts used for conservative design: V u := 1856 lbs N := 0.75 A s := in N F nv := psi A s N F nv = lbs > V u = 1856 lbs Check Breakout Strength: ACI , Appendix D.6.2 (p.429) Tension load on ductile steel elem ent: N :=.70 ACI , Appendix D.4.4 (p.418) Distance from slab edge is 4.625": c a1 := in Embedment depth is 11": h ef := 11 in A Vc :=( 1.5c a c a1 )1.5 c a1 = in 2 2 A Vco := 4.5c a1 = in 2 Modification factor for edge effects: " ed_v := 1.0 Only one edge. ACI , Appendix D (p.433) Modification factor for cracked concrete at service loads: " c_v := 1.0 ACI , Appendix D (p.434) Basic concrete breakout strength in shear of a single anchor in cracked concrete: d a := 1 in 8d a = 8 l e := 8d a f' c := l e 1.5 V b := 7 d d a f' c c a1 = lbs ACI , Appendix D (p.431) a A Vc V cb := " A ed_v " c_v V b = lbs Vco N V cb = lbs > V u = 1856 lbs Page 10/16

11 Beam to Column Connection : T := 9600 lbs C D := 1.6 Estimate Number of Bolts Needed: 2005 NDS, Table 11I (p.90) Try 3/4" diam eter bolts: 3 D := in 4 Z 11 := 3480 lbs Z per := 2000 lbs For Beam: For Colum n: T n := = 3 C D Z per This is m isleading. Therefore, use 4 bolts T n := = C D Z 11 Therefore, use 2 Bolts Determine Plate Size (try 3" x 1/4" thick plate, A36 Steel): F y := psi F t := 0.6F y = psi T A req := = in 2 F t A net := = in2 > A req = in 2 Page 11/16

12 For Group Action Factor, C g : A m := = in 2 A s := = 1.5 in 2 A m = A s For 2 bolts: For 4 bolts: C g2 := 1.0 C g4 := NDS, Table C (p.63) Geometry Factor (C Δ ) : 2005 NDS, Section (p.76) (a) Edge min := 1.5D = in [Table : A] (b) End min := 7D = 5.25 in [Table : B] (c) Spacing min := 4D = 3 in [Table : C] Spacing max := 5 in All spacing requirements in (a), (b), and (c) can be met, therefore: C := 1.0 C M := 1.0 C t := 1.0 Capacity For Column: Z' column := Z 11 C D C M C t C g2 C = 5568 lbs For 2 Bolts: 2Z' column = lbs > T = 9600 lbs Capacity For Beam: Z' beam := Z per C D C M C t C g4 C = 3072 lbs For 4 Bolts: 4Z' beam = lbs > T = 9600 lbs Page 12/16

13 Final Column-Beam Connection Design: Column to Foundation Anchorage: For Double Studs And Metal Bracket: T := 9600 lbs Page 13/16

14 Choose Bolt Size (Southern Pine): Main member size is 6.875", therefore interpolate b/t 7.5" and 5.5": 2005 NDS, Table 11B (p.82) For : D := 1 in Z 11 := 2980 lbs T n := ( C D Z 11 ) = Try 2-1" bolts, I know we should round up, but I'm using my engineering judgement to say it's close enough. Geometry Factor (C Δ ) : 2005 NDS, Section (p.76) l := l D = < 6 (a) Edge min := 1.5D = 1.5 in [Table : A] (b) End min := 7D = 7 in [Table : B] (c) Spacing min := 1.5D = 1.5 in [Table : C] Spacing max := 5 in All spacing requirements in (a), (b), and (c) can be met. C := 1.0 For Group Action Factor (C g ): 2005 NDS, Table C (p.63) A m := = 15 in 2 A s :=.258 = 2 in 2 A m = 7.5 And Number of Fasteners per row is 2, therefore: A s C g := 0.99 C M := 1.0 C t := 1.0 Z' 11 := Z 11 C D C M C t C g C = lbs Max Capacity For Four Bolts: Max Capacity = 4Z' 11 = lbs > T = 9600 lbs Page 14/16

15 Foundation Anchorage (ACI Appendix D): T := lbs Check Steel Strength: 2005 AISC Manual, Table 7-2 (p. 7-23) Try 1" diameter bolt, A307 steel bolts used for conservative design: N u := T = lbs N := 0.75 A s := in N F nt := psi A s N F nt = lbs > N u = lbs Check Breakout Strength: ACI , Appendix D.5.2 (p.420) Tension load on ductile steel elem ent: N :=.70 ACI , Appendix D.4.4 (p.418) Distance from slab edge is 4.625": c a1 := in c amin := c a1 Embedment depth is 15": h ef := 15 in ( )( ) A Nc := c a1 + h ef h ef = in 2 2 A Nco := 9h ef = 2025 in 2 Modification factor for edge effects: c amin < 1.5h ef c amin " ed_n := = ACI , Appendix D (p.423) 1.5h ef Page 15/16

16 Modification factor for cracked concrete at service loads: " c_n := 1.0 ACI , Appendix D (p.424) Modification factor for post-installed anchors: " cp_n := 1.0 For cast in place anchor. ACI , Appendix D (p.425) Basic concrete breakout strength of a single anchor in cracked concrete: k c := 24 (for bolts) f' c := N b := k c f' c h ef = lbs A Nc N cb := " A ed_n " c_n " cp_n N b = lbs Nco N N cb = lbs > N u = lbs Check Pullout Strength: : N :=.70 " c_p := 1.0 (for cracking) A brg := 4 N p := 8A brg f' c = ACI , Appendix D.5.3 (p.426) : = N N p = lb Check Side-Face Blowout Strength: 2.5c a1 < h ef, therefore no blowout calculation is not needed Final Shear Wall C hord Anchorage Design: Page 16/16