Design Summary: Shear Tab - Iesweb
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Design Summary: shear tabShear Tab Design:Thickness 0.5 inFy 36 KsiFu 58 KsiBeam Design:Thickness 0.4 inFy 50 KsiFu 65 KsiSupport Design:Thickness 0.44 inFy 50 KsiFu 65 KsiBolt Design:Type Group ADiameter 0.875 inThread NSteel Specification:AISC 360-16Limit StateLoad KeyDemandCapacityUnity ValueBolt Group Shear137.947 K38.958 K0.974Bolt Group Bearing - Beam Web137.947 K48.254 K0.786Bolt Group Bearing - Tab137.947 K53.821 K0.705Fillet Weld - Tab to Support137.947 K89.483 K0.424Base Metal - Support137.947 K165.45 K0.229Base Metal - Tab137.947 K69.42 K0.547Block Shear - Beam Web014 K140.4 K0.100Block Shear - Tab1--0.107Shear Yield - Tab136 K140.4 K0.256Tension Yield - Tab014 K210.6 K0.066Compression Buckling - Tab00K156.84 K0.000Flexural Yielding/Buckling - Tab127 K-ft57.038 K-ft0.473Yielding/Buckling Interaction - Tab1--0.318Shear Rupture - Tab136 K104.4 K0.345Tension Rupture - Tab014 K174 K0.080Flexural Rupture - Tab127 K-ft48.938 K-ft0.552Rupture Interaction - Tab1--0.463Shear Tab Detailing---OKShear Tab: Detailed ReportsPage 1 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Bolt Group Shear (AISC 360-16 J3.6)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux: 12 K Ruy: -36 K Ru: 37.947 K Theta: 18.435 degBolt: Size 0.875 in Fnv 54 Ksi Count 5 Threads NSingle Capacity, rn 32.471 KBolt Group: Spacing 2.5 in Eccentricity 9 inUsing the Instantaneous Center of Rotation method, C 1.600Capacity: φRn φ rn C 0.75 32.471 K 1.600 38.958 KUnity Ru / φRn 37.947 K / 38.958 K 0.974Bolt Group Bearing - Beam Web (AISC 360-16 J3.10)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux 12 K Ruy 36 KRu (Rux 2 Ruy 2) (1/2) 37.947 K arctan(Rux/Ruy) 18.435 deg (measured from the vertical axis)e 9 inUsing the Instantaneous Center of Rotation method, the effective number of bolts, C 1.60Minimum clear edge distance: lcmin 1.0312 inNote: It is assumed that standard holes are used and the deformation at the bolt holes at service loads are nota design consideration.Capacity:(1) Bearing: rn 3.0 d t Fu (J3-6b) 3.0 0.875 in 0.4 in 65 Ksi 68.25 K(2) Tearout: rn 1.5 lc t Fu (J3-6d) 1.5 1.0312 in 0.4 in 65 Ksi 40.219 K ControlsCapacity: φRn φ rn C 0.75 40.219 K 1.60 48.254 KUnity: Ru / φRn 37.947 K / 48.254 K 0.786Page 2 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Bolt Group Bearing - Tab (AISC 360-16 J3.10)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux 12 K Ruy 36 KRu (Rux 2 Ruy 2) (1/2) 37.947 K arctan(Rux/Ruy) 18.435 deg (measured from the vertical axis)e 9 inUsing the Instantaneous Center of Rotation method, the effective number of bolts, C 1.60Minimum clear edge distance: lcmin 1.0313 inNote: It is assumed that standard holes are used and the deformation at the bolt holes at service loads are nota design consideration.Capacity:(1) Bearing: rn 3.0 d t Fu (J3-6b) 3.0 0.875 in 0.5 in 58 Ksi 76.125 K(2) Tearout: rn 1.5 lc t Fu (J3-6d) 1.5 1.0313 in 0.5 in 58 Ksi 44.859 K ControlsCapacity: φRn φ rn C 0.75 44.859 K 1.60 53.821 KUnity: Ru / φRn 37.947 K / 53.821 K 0.705Fillet Weld - Tab to Support (AISC 360-16 J2.4)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux 12 K Ruy -36 K Ru 37.947 Theta 18.435 DegreesWeld:Size 0.3125 in Fexx 70 Ksi Length 13 in Weld Eccentricity 9 inWeld Line Count 2 Concentric Weld Unit Capacity 111.37 K/ftAngle Factor 1.0889 (Equation J2-5)Eccentricity Reduction Factor 0.45407 (Using the Instantaneous Center of Rotation method)ϕRn 0.75 2 111.37 K/ft 13 in 1.0889 0.45407ϕRn 89.483 KUnity Ru / ϕRn 37.947 / 89.483 K 0.424Page 3 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Base Metal - Tab (AISC 15th Page 9-5 & AISC 360-16 J4.2)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Ru 37.947 KWeld: Number of Welds 2Weld Unit Capacity: Rn weld unit 111.37 K/ftWeld Capacity: Rn weld 119.31 K (includes effects of load direction and/or eccentricity)Tab: Fu 58 Ksi Fy 36 Ksi t 0.5 in Shear Lines 1Phi Base Metal Unit Capacity:φRn bm unit 0.6 Min(Phi Fy, Phi Fu) tφRn bm unit 0.6 Min(1.0 36 Ksi , 0.75 58 Ksi) 0.5 inφRn bm unit 129.6 K/ftPhi Base Metal Capacity:φRn Rn weld φRn bm unit Shear Lines / (Rn weld unit Number of Welds)φRn 119.31 K 129.6 K/ft 1 / (111.37 K/ft 2)φRn 69.42 KBase Metal Unity:Unity Ru / φRn 37.947 K / 69.42 K 0.547Shear Yield - Tab (AISC 360-16 J4.2.a)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Ru 36 KCapacity: φRn φ 0.6 Fy b t 1.00 0.6 36 Ksi 13 in 0.5 in 140.4 KUnity Ru / φRn 36 K / 140.4 K 0.256Tension Yield - Tab (AISC 360-16 J4.1.a)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Ru 12 KCapacity: φRn φ Fy b t 0.90 36 Ksi 13 in 0.5 in 210.6 KUnity Ru / φRn 12 K / 210.6 K 0.057Page 4 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Flexural Yielding/Buckling - Tab (AISC 15th Part 9 & AISC 360-16 F11)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Mu Ruy EccentricityX 36 K 9 in 27 K-ftBeam: Depth, d 15.9 in Cope Depth, dct 2.95 inTab: Fy 36 Ksi t 0.5 in Depth 13 in Lb 9 inFlexural Capacity;Lb d/t 2 468 0.08 E/Fy 64.444 1.9 E/Fy 1530.6 Cb 1.9799φMn 0.90 760.5 57.038 K-ft (Equation F11-2)Unity Mu / φMn 27 K-ft / 57.038 K-ft 0.473Yielding/Buckling Interaction - Tab (AISC 15th Part 9 & AISC 360-16 H1 )Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux 12 K Ruy 36 K Mu 27 K-ftCapacity: ϕRnx 210.6 K ϕRny 140.4 K ϕMn 57.038 K-ftRux / ϕRnx 0.05698(Equations H1-1a & 10-5)(Equations H1-1b & 10-5)Unity 0.31761 (Equations H1-1b & 10-5)Page 5 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Shear Rupture - Tab (AISC 360-16 J4.2.b)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Ru 36 KTab: Length 13 in Thickness 0.5 inBolt: Bolt Size 0.875 in Number 5 Hole Size 0.9375 inCapacity:L rupture Plate Length - Number Bolts (Hole Size 1/16 in)L rupture 13 in - 5 (0.9375 in 0.0625 in) 8 inAnv L rupture Thickness 8 in 0.5 in 4 in 2φRn φ 0.6 Fu Anv 0.75 0.6 58 Ksi 4 in 2 104.4 KUnity Ru / φRn 36 K / 104.4 K 0.345Flexural Rupture - Tab (AISC Part 9)Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Mu Ruy EccentricityX 36 K 9 in 27 K-ftCapacity:Znet Zsolid - Zholes 21.125 in 3 - 7.625 in 3 13.5 in 3 Mn Fu Znet 0.75 58 Ksi 13.5 in 3 48.938 K-ft (Equation 9-4)Unity Mu / Mn 27 K-ft / 48.938 K-ft 0.552Rupture Interaction - Tab (AISC 15th Part 9 & AISC 360-16 H1 )Load Set: Load Set 1 Load Combination: 1.2D 1.6LDemand: Rux 12 K Ruy 36 K Mu 27 K-ftCapacity: ϕRnx 174 K ϕRny 104.4 K ϕMn 48.938 K-ftRux / ϕRnx 0.06897(Equations H1-1a & 10-5)(Equations H1-1b & 10-5)Unity 0.46254 (Equations H1-1b & 10-5)Page 6 of 7VAConnect 4.00.0000www.iesweb.com
Project: untitledBilling Reference: noneJoe B. Engineer, PE, IES, Inc.File: ST - LargeEccentricity.vxpFriday, May 3, 2019Shear Tab DetailingMessages:Adequate torsional bracing of the beam is assumed at the connection.The beam is assumed to have no underrun.Weld lengths are not reduced to account for weld termination.Shear Tab fits in beam T dimension.Shear Tab moment capacity is less than the bolt group moment capacity.Shear Tab weld size is adequate.Shear Tab weld is double sided.Weld develops the strength of the Shear Tab.Bolt spacing is adequate.Bolt edge distances are adequate.Design LoadsLoad KeyFvu(K)Fau(K)0-8.4141-36122-16.212Page 7 of 7VAConnect 4.00.0000www.iesweb.com
Shear Tab fits in beam T dimension. Shear Tab moment capacity is less than the bolt group moment capacity. Shear Tab weld size is adequate. Shear Tab weld is double sided. Weld develops the strength of the Shear Tab. Bolt spacing is adequate. Bolt edge distances are adequate. Design Loads
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NOVOTWIST/NOVOFINE PEN NEEDLE OZEMPIC INJ pioglitazone tab PUMP SUPPLIES repaglinide tab RIOMET ER SUSP RYBELSUS TAB SOLIQUA INJ SYNJARDY TAB SYNJARDY XR TAB 10-1000MG, 25- . FORTEO INJ FORTICAL NASAL SPRAY FOSAMAX D TAB ibandronate tab 150mg MIACALCIN INJ NATPARA INJ risedronate DR tab risedronate tab SKELID TAB TYMLOS INJ
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Concrete contribution to the shear force capacity of a beam [N] V d Design shear force [N] V s Steel stirrups contribution to the shear force capacity of a beam [N] V p Axial load contribution to the shear force capacity of a beam [N] V i Other contributions to the shear capacity of a beam [N] V frp FRP contribution to the shear capacity [N]
Allowable Stress Design: Shear Section 8.3.5.4 allows design for shear at @/2 from face of supports. Design for DL 1 k/ft, LL 1 k/ft Shear at reaction @/2 from face of support Design shear force Shear stress Allowable masonry shear stress Suggest that @be used, not @ é. 6 4in. 5 d r. 1.17ft 8 L ê Å 6 L. a \ j. a \ j . 6 d r . a \ j. 6 .
Shear Stress vs Shear Displacement 0 20 40 60 80 100 0 2040 6080 100 Shear Displacement (mm) Shear Stress (kPa) Normal Stress - 20.93 kPa Field id: MID-AAF-0002-1 Measured Cohesion 14.99 Water Content 5.62 Shear box size 5.08 Peak Shear Stress 31.34 Intrinsic Cohesion 14.45 Wet Density 2240 Matri
Biology 1413 Introductory Zoology – 4Supplement to Lab Manual; Ziser 2015.12 Lab Reports Each student will complete a Lab Report (see Table of Contents)for the material covered in each of 4 Lab Practicals. Lab reports are at the end of each section of material for each practical (see Table of Contents).
