Uploaded byCharbel44
PDF, PPTX613 views

Weld_Portion.pdf

The document provides an overview of welded connection design according to the American Institute of Steel Construction (AISC) Specification J. It lists relevant AISC specifications and codes for welding design. Tables are presented covering effective throat sizes of welds, minimum fillet weld sizes, and available strength of welded joints. General information is given on fillet weld sizing, strength, and design considerations for loaded welds, eccentrically loaded weld groups, and various welded connection types. Methods for analyzing welded connections using the elastic method, instantaneous center of rotation method, and simplified approaches are summarized.

Embed presentation

Download as PDF, PPTX
Welded Connection Design – AISC Spec J Welding Information • AISC Spec. J1 – General provisions for connection design • AISC Spec. J2 – Welds • AISC Spec. K – HSS & Box Member Connections • AISC Part 8 – Design Considerations for Welds • AISC Part 10 – Design of Simple Shear Connections • AISC Part 11 – Design of Partially Restrained Moment Connections • AISC Part 12 – Design of Fully Restrained Moment Connections • AWS D1.1 – Structural Welding Code Steel General Welding Information Tables • AISC Table J2.1 – Effective Throat of PJP Groove Welds • AISC Table J2.2 – Effective Throat of Flare Groove Welds • AISC Table J2.3 – Min. Effective Throat of PJP Groove Welds • AISC Table J2.4 – Min. Size of Fillet Welds • AISC Table J2.5 – ∅ values and Available Strength of Welded Joints • AISC Table 8-1 – Coefficient, C, for Conc. Loaded Weld Groups • AISC Table 8-2 – Prequalified Welded Joints • Root tolerances, backing, etc.. From AWS. • AISC Table 8-3 – Electrode Strength Coefficient, • AISC Table 8-4 to 8-11a – Coefficients, C, for Eccentric Loaded Weld Groups Fillet Weld Size (in) Number of Rod Passes 3/16 1 1/4 1 5/16 1 3/8 3 7/16 4 1/2 4 5/8 6 3/4 8 Material Thickness of Thinner Part (in) Minimum Size (in) X ≤ 1/4 1/8 1/4 < X ≤ 1/2 3/16 1/2 < X ≤ 3/4 1/4 3/4 < X 5/16 Table J2.4 Equal leg fillet welds: = 0.707 Unequal leg fillet welds: = a a a b Strength of PJP welds ∅ ! " # $ %2.5. can be determined from Tables 8-2.
Welded Connection Design – AISC Spec J General Welding Information Size Requirements for Fillet Welds • Effective Area = (effective length) x (effective throat) • Minimum Size of Fillet Welds • Table J2.4 – By material thickness of parts joined • Maximum Size of Fillet Welds • For mtrl. < ¼” thick Not greater than the mtrl. Thickness • For mtrl ≥ ¼” thick Not greater than the mtrl thickness – 1/16” • Effective Length of fillet weld must be at least 4x nominal size. • (e.g. ¼” fillet weld must be 1” long) **or min of 1-1/2” for intermittent welds, whichever is greater** • Minimum Thickness of Connected Elements • Base member in tension )*+ = ,.-./00,.1,1(3) .5(6789) • Base member in shear )*+ = ,.-./00,.1,1(3) ,.-.5(6789) ./00,.1,1(3) .5(6789) • Intermittent Fillet Welds • Minimum length is larger of 4x nominal size or 1-1/2” • Built-up tension members max spacing is 300x : • Where : =radius of gyration of smaller member being welded AISC D4 • Built-up compression members max spacing is • To connect two rolled shapes = 24 in • See AISC Spec E6.2 Weld Strength • Function of a) base metal, b) weld metal, c) welding process, & d) weld penetration • Nominal resistance of a weld ;+ • For Base Metal ;+ = <+,>?@>? • For Weld Metal ;+ = <+3@A • For Tensile Members ;+ = B<+3@3 Don’t forget shear lag. • Fillet Weld Strength • <3 = 0.60<DEE • F + = <+3 = 0.707 G 0.60<DEE = 0.707 - H 0.6 70 I *+ 1H • Per inch of fillet weld 1.86 k/in/16th • ∅F + = 0.75 .K- L MN -OP = .QRS L MN -OP ASD TN U = .K- S = ,.RSK L MN -OP • When the length (L) is over 100 times the leg size (w), multiply (L) by β • β= 1.2 − 0.002 X 3 ⁄ ≤ 1.0 • If weld length is over 300w, use 180w. • Necessary Tables • Table J2.1 – Effective throat of PJP welds • Table J2.2 – Effective Weld Sizes of Flare Groove Welds (common w/ HSS) • Table J2.3 – Minimum Eff. Throat Thickness of PJP groove welds • Table J2.5 – Available Strength of Welded Joints (Very Important!!) • Limitations • Longitudinal fillet weld lengths may not be less than the distance between them because of Shear Lag (Case 4 Table D3.1). • In Lap Joints, minimum amount of lap permitted is 5x thickness of thinner part, but not less than 1 inch.
Welded Connection Design – AISC Spec J Loaded Fillet Welds Transverse/Angled Loading of Fillet Welds • J2.4 allows transverse loading allows an increase of strength • A) For a linear weld group w/ uniform leg size, loaded through center of gravity, ;+ = <+3@3 w/ ∅ = 0.75 <+3 = 0.60<DEE 1.0 + 0.50 H .] ] measured off longitudinal axis. • B) For weld elements analyzed w/ ICR, ;+^ , ;+_ , & + are permitted to be determined as given on AISC pg 16.1-116 • C) Fillet weld groups concentrically loaded w/ longitudinal and transverse elements. ;+= greater of: w/ ∅ = 0.75 1. ;+ = ;+3` + ;+3O Or 2. ;+ = 0.85;+3` + 1.5;+3O Note: Don’t use <+3 = 0.60<DEE 1.0 + 0.50 H .] for these cases b/c transverse & longitudinal fillet welds have different deformation properties and limits. Use ;+3`&;+3O = <3@3 <3 commonly 0.60<DEE & @3 0.707 G & ∅ A) C)
Welded Connection Design – AISC Spec J Loaded Angle/Truss Member Angle to Plate Welded Connections • Prescribing welds balanced about the neutral axis • Weld group centroid coincides w/ centroid of tensile load. S c d Nominal Tensile Capacity of member with lower @e ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 ∅g+ = ∅<f@ w/∅ = 0.75 & @ = B@+ Consider shear lag from Table 4.1 case 2 or 4. Some apply U=0.87 up front (case 4) +e` A Block Shear: ;+ = 0.6< f@+i + B :< f@+O ≤ 0.6< _@ei + B :< f@+O [AISC J4-5] B : = 1 when tension stress is uniform, 0.85 otherwise @+i = #H $j k = 3 : @+O = #H $j k H = ( +e` ` e)( : ) ∅lm = 0.75lm ≥ ln opqor s tm uvwx y vz {tms |wqs qwm}v~ •` O A Plate-to-Plate Method 1: Shear Lag Up Front Method 2: Shear Lag to Lengthen Welds at the end (preferred b/c accurate U factor) ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 Select Fillet Weld Size & total length 3 assuming U=1.0 Take Moment about “Point A“ ;f c d − +e` gS = 0 S,€ `€ = • A `‚ ƒO„. • „ *+€P ,€ `€ = 3 − S,€ `€ Shear Lag Factor Higher of Case 2 or 4 (Case 2 & 4 evaluated w/ longer weld) ,„ … = X†,‡7ˆ‡ ‰ S,„ …= X ,‡7ˆ‡ ‰ Select Fillet Weld Size & total length 3 Take Moment about “Point A“ ;f c d − +e` gS = 0 S,€ `€ = • A `‚ ƒO„. • „ *+€P ,€ `€ = 3 − S,€ `€ U to Lengthen Welds @ end (preferred b/c accurate U factor) ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 Select Fillet Weld Size & total length 3 assuming U=1.0 3 = 2 Shear Lag Factor from Case 4 ,„ … = ,€ `€ B
Welded Connection Design – AISC Spec J Eccentrically Loaded Weld Groups Eccentrically Loaded Weld Groups • Two commonly used methods • Elastic Method • Instantaneous Center of Rotation Method ICR Method Ultimate Strength Method • More accurate • AISC Table 8-3 to 8-11 can be used to aid the design • Nominal strength of weld group ;+,I*•: = Š *+ w/ ∅ = 0.75 • = coefficient from AISC Table 8-# • = electrode coefficient from AISC Table 8-3 ( = 1.0 " <DEE) • D = number of 1/16ths of an inch of fillet weld size • *+= characteristic length of weld group in inches • Available strength must be greater than required strength • gf ≤ ∅;+ gf ≤ ∅ Š *+ • Minimum required values for C, D, & L are given in the Tables 8-# • )*+ = •5 ∅‹†ŒX Š)*+= •5 ∅‹†‹X )*+= •5 ∅‹†‹Œ Elastic Method • Very Conservative • More simplistic method when deign aids are unavailable • Statics-based • Pieces welded together are assumed to be completely rigid • All deformation is in the weld • Based on a summation of forces in 3-D space from g^_• & ^_• • There are two ways to approach this method • 1) Express/simplified methods - for weld group shapes where location of max stress is known. • 2) General method – intensive hand calc, but applicable to all planar weld groups
Welded Connection Design – AISC Spec J Welded Bracket w/ Eccentric Shear CG gf xL kL L r ^=aL ICR Method Workflow: Use AISC Tables 8-5 to 8-11 depending on the shape of the weld group A) Givens: L, r , kL Determine required fillet weld size Infer: ! = IX X Table 8-# for “X” coefficient “xL” to get ^ ^ to get a = Ž X C from table Solution: Š••‘ / -OP:= •5 ∅‹†‹X compare w/ AISC Table J2.4 mtrl thickness req. B) Givens: ^ , Determine kL & required fillet weld size (D # of sixteenths) Infer: Select initial D from steel thicknesses )*+ = •5 ∅‹†ŒX k from Table 8-# kL for that “D” Solution: Š••‘ / -OP:= •5 ∅‹†‹X com Express/Simplified Elastic Method Workflow (Max stress assumed @ point i): Size of required fillet weld • Variables for Elastic Method Total weld length: 3O Centroid Location (xL): use AISC Table 8-# for this if needed MOI about X&Y-axis& Polar w/ unit weld lengths: “^ = ∑ P• S + @ S X• S + 2 – X S S “_ = ∑ P• S + @ S 2 —X • S + 2 – —X S − ˜ S + ˜ S J = “, = “^ + “_ • Forces @ points a & b "P = ™i š •5 Ž › š "i = ™P š •5 Ž —X œ ^X š ": = •5 X•ž "„ = "P S + "i S + ": S Required weld size = Ÿ ( LM 8 MN‡¡ ) .QRS LM 8 MN /:*^O +OP = ______ sixteenths of fillet weld. Check vs AISC Table J2-4 i b c d a X-axis y-axis
Welded Connection Design – AISC Spec J Welded Group Eccentrically Loaded Normal to Faying Surface CG gf kL L ^=aL ICR Method Workflow: A) Givens: ^ , Determine required fillet weld size (D # of sixteenths) Infer: Assumption that K=0 (not ideal) , a= Ž X Solution: Š / -OP:= •5 ∅‹†‹X = ________ sixteenths of fillet weld. Check vs AISC Table J2-4 i Express/Simplified Elastic Method Workflow (Max stress assumed @ point i): Size of required fillet weld • Variables for Elastic Method Total weld length: 3O ( 3O = 2 H H k ) MOI about X-axis w/ unit weld lengths: “^ = ∑ P• S 2 X• S • Forces @ point I "i = •5 X•ž "P = •5 ¢M £Ž "„ = "P S + "i S I*•: *+€P Required weld size = Ÿ ( LM 8 MN‡¡ ) .QRS LM 8 MN /:*^O +OP = _____ sixteenths of fillet weld. Check vs AISC Table J2-4 ¤*
Welded Connection Design – AISC Spec J General Elastic Method for Any Weld Group w/ Same Size Welds General Elastic Method (as adopted from Alex Tomanovich) 1) Identify Weld Group Main Parameters • 3O = total length of weld group • Centroid of Weld Group • ¥€ = ∑ E‡ X•ž when ¥€ = ¥)*‚,*+‚i 3,*+‚i • ¤€ = ∑ ¢‡ X•ž when ¤€ = ¤)*‚,*+‚i 3,*+‚i • Calculate “^, “_, J • “^ = (∑ “^,) − 3O ¤€ S “^¦ = X† ¢§ † S + ¤)*‚, S continue for each weld • “_ = (∑ “_,) − 3O ¥€ S “_¦ = X† E§ † S + ¥)*‚, S continue for each weld • J = “^ + “_ 2b) Loads Transformed for Effects @ CG of Weld Group Notation ^ „¦) •¨ indicates moment about x-axis caused by g_. • ∑ g^ = @©© H g^ • ∑ g_ = @©© H g_ • ∑ g• = @©© H g• • ∑ ^ = @©© H ^ + ^ „¦) •¨ + ^ „¦) •ª • ∑ _ = @©© H _ + _ „¦) •Ž + _ „¦) •« • ∑ • = @©© H • + • „¦) •Ž + • „¦) •¨ ¤€ ¥€ ¤™ ¥™ ¥™S 2a) Moment Summations about CG (for each point loaded) • USE RIGHT HAND RULE CENTERED ON THE ¬-|wqs!!!! ^ „¦) •¨ = ®`¦ ‚ •¦*+O − ®‹¯•9ˆ° g_ ^ „¦) •ª = ¤`¦ ‚ •¦*+O − ¤‹¯•9ˆ° g• _ „¦) •Ž = ®`¦ ‚ •¦*+O − ®‹¯•9ˆ° g^ _ „¦) •ª = ¥`¦ ‚ •¦*+O − ¥‹¯•9ˆ° g• • „¦) •Ž = ¤`¦ ‚ •¦*+O − ¤‹¯•9ˆ° g^ • „¦) •¨ = ¥`¦ ‚ •¦*+O − ¥‹¯•9ˆ° g_ g_ g^
Welded Connection Design – AISC Spec J Elastic Method General Algorithm General Elastic Method (as adopted from Alex Tomanovich) 4) Weld Requirements and Base Metal Check • Fillet weld size required (in 16ths of an inch) = Ÿ985ˆž7Nž ,.1∗3∗ ,.-./00 ∗(f+*O ` +eOP) = Ÿ985ˆž7Nž .QRS L MN †²ž¡ ³ ³ for LRFD. • If using ASD, substitute 0.928I MN †²ž¡ ³ ³ for 1.392 I MN †²ž¡ ³ ³ • Base Metal Shear Allowable • LRFD: ∅;+ = (1.00)(0.6)(<_ : ) µ Hk! ______ ¦„€ f+*O ` +eOP ³ usually —*•: *+€P • Refer to AISC Spec. J4 • ;+ = 0.6<_@ei G/ ∅ = 1.00 Ω = 1.5 ( H H G 0.4<_ " @ Š k # " #) 3) Weld Forces @ Individual Points (Weld Ends): The forces are dependent on Cx & Cy, as measured from ¸3 `‚ BE AWARE OF THE MOMENT ORIENTATION AND RIGHT HAND RULE!!! • "• = ∑ •ª X•ž + (∑ ?Ž) (‹¨†6) £Ž + (∑ ?¨) (‹Ž†6) £¨ • "i_ = ∑ •¨ X•ž + (∑ ?ª) (‹Ž†6) š • "i^ = ∑ •Ž X•ž + (∑ ?ª) (‹¨†6) š (e.g. positive moment about Z will produce force in negative X if _ is positive) • "„ :f`O +O = "• S + "i_ S + "i^ S .¦„€ ‰+*O X +eOP Usually —*•: *+ _ $ ^
Welded Connection Design – AISC Spec K HSS connections Welding Information • AISC Spec. K1 – Concentrated Forces on HSS • AISC Spec. K2 – HSS to HSS Truss Connections • AISC Spec. K3 – HSS to HSS Moment Connections • AISC Spec. K4 – Welds of Plates & Branches to Rectangular HSS Tables • AISC Table K1.1 – Available Strength of Plate-to-Round HSS Connections • AISC Table K1.2 – Available Strength of Plate-to-Rectangle HSS Connections • AISC Table K2.1 – Available Strengths of Round HSS-to-HSS Truss Connections • AISC Table K2.2 – Available Strengths of Rectangular HSS-to-HSS Truss Connections • AISC Table K3.1 – Available Strengths of Round HSS-to-HSS Moment Connections • AISC Table K3.2 – Available Strengths of Rectangular HSS-to-HSS Moment Connections • AISC Table K3.3 – Effective Weld Properties for Connections to Rectangular HSS Note: Each table is followed by the applicable limit states. If all criterion can’t be met, you can’t use that particular table. Check the Limits of Applicability in Table K#.#A Method For Using Tables in AISC Spec. K To Determine Weld Sizes and Whether the HSS Must Be Reinforced Compute Nominal Strength and Design Strength for given Connection type. • Lowest Limit State Governs Select welds based on the allowable load in previous step. Sometimes CJPs are needed if the plate is small.

More Related Content

PPTX
WIND CODE-IS 875-PART 3
bysujathahcp
 
PDF
Design Guide 01- Base Plate and Anchor Rod Design (2nd Edition).pdf
byRichard Villon
 
PDF
Analysis of industrial shed
byCADmantra Technologies
 
PPTX
Bolted connections
byDr.Subramanian Narayanan
 
PDF
IS 800 2007
byParvez Alam
 
PDF
Chimney design &amp;engg code
byVarun Nath
 
PDF
Steel design-examples
byFaisal Amin
 
PPTX
various connection of steel structure
bymridupawan khanikar
 
WIND CODE-IS 875-PART 3
bysujathahcp
 
Design Guide 01- Base Plate and Anchor Rod Design (2nd Edition).pdf
byRichard Villon
 
Analysis of industrial shed
byCADmantra Technologies
 
Bolted connections
byDr.Subramanian Narayanan
 
IS 800 2007
byParvez Alam
 
Chimney design &amp;engg code
byVarun Nath
 
Steel design-examples
byFaisal Amin
 
various connection of steel structure
bymridupawan khanikar
 

What's hot

PDF
Handbook Of Port And Harbor Enginee.pdf
byHMIqbalMahmud1
 
PDF
Chapter27
byPriyabrata Behera
 
PDF
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)
byHossam Shafiq II
 
PDF
875 1
byMohd Danish
 
PDF
Column base plates_prof_thomas_murray
byAlberto Rosado
 
PPTX
Design of steel structure as per is 800(2007)
byahsanrabbani
 
PDF
Dss notes
bySarim Hassan
 
PDF
ASME Section viii Div-1 Traing ppt..pdf
byBaber6
 
PDF
41914644 storage-tank-design-calculations-seismic-design-overturning-moment-b...
by141jdf
 
PDF
255788330 asi-steel-connections
byJuan Jose Bazalar Carreño
 
PDF
ANALYSIS AND DESIGN OF G+4 RESIDENTIAL BUILDING contents
byila vamsi krishna
 
PPTX
Wind_Load
byMithun Pal
 
PDF
Rcc member design steps
byPrasad Prabhu
 
PPS
steel structural basics
byAsan Ibrahim
 
PPTX
Design of column base plates anchor bolt
byKhaled Eid
 
PPTX
Structural Steel Welding Inspection
byAsirul Hoq
 
PDF
STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)
byEduardo H. Pare
 
PDF
Bolted Connection
bySubash Pathak
 
PDF
3370 4
byBoopathi Yoganathan
 
PPTX
Distortion in welding
byChirag Swamy
 
Handbook Of Port And Harbor Enginee.pdf
byHMIqbalMahmud1
 
Chapter27
byPriyabrata Behera
 
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)
byHossam Shafiq II
 
875 1
byMohd Danish
 
Column base plates_prof_thomas_murray
byAlberto Rosado
 
Design of steel structure as per is 800(2007)
byahsanrabbani
 
Dss notes
bySarim Hassan
 
ASME Section viii Div-1 Traing ppt..pdf
byBaber6
 
41914644 storage-tank-design-calculations-seismic-design-overturning-moment-b...
by141jdf
 
255788330 asi-steel-connections
byJuan Jose Bazalar Carreño
 
ANALYSIS AND DESIGN OF G+4 RESIDENTIAL BUILDING contents
byila vamsi krishna
 
Wind_Load
byMithun Pal
 
Rcc member design steps
byPrasad Prabhu
 
steel structural basics
byAsan Ibrahim
 
Design of column base plates anchor bolt
byKhaled Eid
 
Structural Steel Welding Inspection
byAsirul Hoq
 
STRUCTURAL CALCULATION - CURTAIN WALL (SAMPLE DESIGN)
byEduardo H. Pare
 
Bolted Connection
bySubash Pathak
 
3370 4
byBoopathi Yoganathan
 
Distortion in welding
byChirag Swamy
 

Similar to Weld_Portion.pdf

PPTX
Ch 3 Welded Connection - analysis and design.pptx
bydarshikashahcl
 
PDF
Theory for Welded connection.pdf
byYatiTank
 
PDF
Steel - - Welded Connections.pdf By ER. Gurmeet Singh GCET JAMMU gurmeet.b.t...
byEr. Gurmeet Singh
 
PPTX
WELDED_CONNECTIONS
byssuser88f04f
 
PPTX
Welded joints
byJISHNU V
 
PDF
Steel Connections Civil Engineering Students
by2600924
 
PPTX
3 Welded joints
byDr.R. SELVAM
 
PPTX
Welded joints (machine design & industrial drafting )
byDigvijaysinh Gohil
 
PPT
DESIGN OF FILLET WELD.ppt process requied for weld
bysseprogress30
 
PPTX
Simple welded connection using Fillet weld
bySHUBHAM SINGH
 
PDF
Blodgett lincoln-solutions-to-design-of-weldments
byfarhadmrt
 
PPTX
Welded
bysky hawk
 
PPTX
design of fillet welds and design specifications
bymayur280524
 
PDF
Design for permanent weld joint
byMOSTAFA DAIF
 
PPTX
Design of machine elements-UNIT 3.pptx
bygopinathcreddy
 
PPTX
welded joints
byAlpesh Patel
 
PPTX
Eccentric connections 1
bysky hawk
 
PDF
Welded type of connections
byValmik Mahajan
 
PPTX
Welded connections in steel structures - Limit State Design of Steel Structures
byAshishVivekSukh
 
PPTX
Connections in steel structures
byanand bhatnagar
 
Ch 3 Welded Connection - analysis and design.pptx
bydarshikashahcl
 
Theory for Welded connection.pdf
byYatiTank
 
Steel - - Welded Connections.pdf By ER. Gurmeet Singh GCET JAMMU gurmeet.b.t...
byEr. Gurmeet Singh
 
WELDED_CONNECTIONS
byssuser88f04f
 
Welded joints
byJISHNU V
 
Steel Connections Civil Engineering Students
by2600924
 
3 Welded joints
byDr.R. SELVAM
 
Welded joints (machine design & industrial drafting )
byDigvijaysinh Gohil
 
DESIGN OF FILLET WELD.ppt process requied for weld
bysseprogress30
 
Simple welded connection using Fillet weld
bySHUBHAM SINGH
 
Blodgett lincoln-solutions-to-design-of-weldments
byfarhadmrt
 
Welded
bysky hawk
 
design of fillet welds and design specifications
bymayur280524
 
Design for permanent weld joint
byMOSTAFA DAIF
 
Design of machine elements-UNIT 3.pptx
bygopinathcreddy
 
welded joints
byAlpesh Patel
 
Eccentric connections 1
bysky hawk
 
Welded type of connections
byValmik Mahajan
 
Welded connections in steel structures - Limit State Design of Steel Structures
byAshishVivekSukh
 
Connections in steel structures
byanand bhatnagar
 

Recently uploaded

PDF
AWS Re:Invent 2025 Recap by FivexL - Guilherme, Vladimir, Andrey
byAndrey Devyatkin
 
PPTX
Why TPM Succeeds in Some Plants and Struggles in Others | MaintWiz
byMaintWiz Technologies Private Limited
 
PDF
Unit-I Process Management 1.9 Scheduling Criteria, Scheduling Algorithms
bySanjay Gunjal
 
PDF
Weak Incentives (WINK): The Agent Definition Layer
byAndrei Savu
 
PPTX
DIFFERENT TYPES OF SRTUCTURAL SYSTEM ANALYSIS
bynoshin231202
 
PPTX
unit v awp IN ANTENNA AND WAVE PROP IN JNTUH
byTCEKPEDDAPALLI
 
PPTX
Batch-1(End Semester) Student Of Shree Durga Tech. PPT.pptx
byrashesw1122s
 
PDF
Role of Training and Development in Enhancing Safety Performance in Opencast ...
byRathin Biswas
 
PDF
NS unit wise unit wise 1 -5 so prepare,.
bykumaransudhan1512
 
PPTX
ME3592 - Metrology and Measurements - Unit - 1 - Lecture Notes
bypprakash21252
 
PDF
Enhancing optical fiber communication systems using repetition coding for imp...
byMouweffeqBouregaa
 
PDF
Highway Curves in Transportation Engineering.pdf
byMahmoodKhalid11
 
PDF
Creating a Multi-Agent Flow: Orchestrate multiple specialized agents into a p...
byJhonatan Salazar
 
PDF
Plasticity and Structure of Soil/Atterberg Limits.pdf
byMahmoodKhalid11
 
PPTX
Presentation-WPS Office.pptx afgouvhyhgfccf
byEndaleTimerga
 
PDF
Computer Network Lab Manual ssit -kavya r.pdf or Computer Network Lab Manual ...
bykavya R
 
PDF
Unit Weight in Term of Volumetric Water Content.pdf
byMahmoodKhalid11
 
PDF
DAA Lab Manual ssit -kavya r.pdf or Digital Design and Analysis of Algorithm ...
bykavya R
 
PPTX
Why Most SAP PM Implementations Fail — And How High-Reliability Plants Fix It
byMaintWiz Technologies Private Limited
 
PDF
Applications of AI in Civil Engineering - Dr. Rohan Dasgupta
byRohan Dasgupta
 
AWS Re:Invent 2025 Recap by FivexL - Guilherme, Vladimir, Andrey
byAndrey Devyatkin
 
Why TPM Succeeds in Some Plants and Struggles in Others | MaintWiz
byMaintWiz Technologies Private Limited
 
Unit-I Process Management 1.9 Scheduling Criteria, Scheduling Algorithms
bySanjay Gunjal
 
Weak Incentives (WINK): The Agent Definition Layer
byAndrei Savu
 
DIFFERENT TYPES OF SRTUCTURAL SYSTEM ANALYSIS
bynoshin231202
 
unit v awp IN ANTENNA AND WAVE PROP IN JNTUH
byTCEKPEDDAPALLI
 
Batch-1(End Semester) Student Of Shree Durga Tech. PPT.pptx
byrashesw1122s
 
Role of Training and Development in Enhancing Safety Performance in Opencast ...
byRathin Biswas
 
NS unit wise unit wise 1 -5 so prepare,.
bykumaransudhan1512
 
ME3592 - Metrology and Measurements - Unit - 1 - Lecture Notes
bypprakash21252
 
Enhancing optical fiber communication systems using repetition coding for imp...
byMouweffeqBouregaa
 
Highway Curves in Transportation Engineering.pdf
byMahmoodKhalid11
 
Creating a Multi-Agent Flow: Orchestrate multiple specialized agents into a p...
byJhonatan Salazar
 
Plasticity and Structure of Soil/Atterberg Limits.pdf
byMahmoodKhalid11
 
Presentation-WPS Office.pptx afgouvhyhgfccf
byEndaleTimerga
 
Computer Network Lab Manual ssit -kavya r.pdf or Computer Network Lab Manual ...
bykavya R
 
Unit Weight in Term of Volumetric Water Content.pdf
byMahmoodKhalid11
 
DAA Lab Manual ssit -kavya r.pdf or Digital Design and Analysis of Algorithm ...
bykavya R
 
Why Most SAP PM Implementations Fail — And How High-Reliability Plants Fix It
byMaintWiz Technologies Private Limited
 
Applications of AI in Civil Engineering - Dr. Rohan Dasgupta
byRohan Dasgupta
 

Weld_Portion.pdf

  • 1.
    Welded Connection Design– AISC Spec J Welding Information • AISC Spec. J1 – General provisions for connection design • AISC Spec. J2 – Welds • AISC Spec. K – HSS & Box Member Connections • AISC Part 8 – Design Considerations for Welds • AISC Part 10 – Design of Simple Shear Connections • AISC Part 11 – Design of Partially Restrained Moment Connections • AISC Part 12 – Design of Fully Restrained Moment Connections • AWS D1.1 – Structural Welding Code Steel General Welding Information Tables • AISC Table J2.1 – Effective Throat of PJP Groove Welds • AISC Table J2.2 – Effective Throat of Flare Groove Welds • AISC Table J2.3 – Min. Effective Throat of PJP Groove Welds • AISC Table J2.4 – Min. Size of Fillet Welds • AISC Table J2.5 – ∅ values and Available Strength of Welded Joints • AISC Table 8-1 – Coefficient, C, for Conc. Loaded Weld Groups • AISC Table 8-2 – Prequalified Welded Joints • Root tolerances, backing, etc.. From AWS. • AISC Table 8-3 – Electrode Strength Coefficient, • AISC Table 8-4 to 8-11a – Coefficients, C, for Eccentric Loaded Weld Groups Fillet Weld Size (in) Number of Rod Passes 3/16 1 1/4 1 5/16 1 3/8 3 7/16 4 1/2 4 5/8 6 3/4 8 Material Thickness of Thinner Part (in) Minimum Size (in) X ≤ 1/4 1/8 1/4 < X ≤ 1/2 3/16 1/2 < X ≤ 3/4 1/4 3/4 < X 5/16 Table J2.4 Equal leg fillet welds: = 0.707 Unequal leg fillet welds: = a a a b Strength of PJP welds ∅ ! " # $ %2.5. can be determined from Tables 8-2.
  • 2.
    Welded Connection Design– AISC Spec J General Welding Information Size Requirements for Fillet Welds • Effective Area = (effective length) x (effective throat) • Minimum Size of Fillet Welds • Table J2.4 – By material thickness of parts joined • Maximum Size of Fillet Welds • For mtrl. < ¼” thick Not greater than the mtrl. Thickness • For mtrl ≥ ¼” thick Not greater than the mtrl thickness – 1/16” • Effective Length of fillet weld must be at least 4x nominal size. • (e.g. ¼” fillet weld must be 1” long) **or min of 1-1/2” for intermittent welds, whichever is greater** • Minimum Thickness of Connected Elements • Base member in tension )*+ = ,.-./00,.1,1(3) .5(6789) • Base member in shear )*+ = ,.-./00,.1,1(3) ,.-.5(6789) ./00,.1,1(3) .5(6789) • Intermittent Fillet Welds • Minimum length is larger of 4x nominal size or 1-1/2” • Built-up tension members max spacing is 300x : • Where : =radius of gyration of smaller member being welded AISC D4 • Built-up compression members max spacing is • To connect two rolled shapes = 24 in • See AISC Spec E6.2 Weld Strength • Function of a) base metal, b) weld metal, c) welding process, & d) weld penetration • Nominal resistance of a weld ;+ • For Base Metal ;+ = <+,>?@>? • For Weld Metal ;+ = <+3@A • For Tensile Members ;+ = B<+3@3 Don’t forget shear lag. • Fillet Weld Strength • <3 = 0.60<DEE • F + = <+3 = 0.707 G 0.60<DEE = 0.707 - H 0.6 70 I *+ 1H • Per inch of fillet weld 1.86 k/in/16th • ∅F + = 0.75 .K- L MN -OP = .QRS L MN -OP ASD TN U = .K- S = ,.RSK L MN -OP • When the length (L) is over 100 times the leg size (w), multiply (L) by β • β= 1.2 − 0.002 X 3 ⁄ ≤ 1.0 • If weld length is over 300w, use 180w. • Necessary Tables • Table J2.1 – Effective throat of PJP welds • Table J2.2 – Effective Weld Sizes of Flare Groove Welds (common w/ HSS) • Table J2.3 – Minimum Eff. Throat Thickness of PJP groove welds • Table J2.5 – Available Strength of Welded Joints (Very Important!!) • Limitations • Longitudinal fillet weld lengths may not be less than the distance between them because of Shear Lag (Case 4 Table D3.1). • In Lap Joints, minimum amount of lap permitted is 5x thickness of thinner part, but not less than 1 inch.
  • 3.
    Welded Connection Design– AISC Spec J Loaded Fillet Welds Transverse/Angled Loading of Fillet Welds • J2.4 allows transverse loading allows an increase of strength • A) For a linear weld group w/ uniform leg size, loaded through center of gravity, ;+ = <+3@3 w/ ∅ = 0.75 <+3 = 0.60<DEE 1.0 + 0.50 H .] ] measured off longitudinal axis. • B) For weld elements analyzed w/ ICR, ;+^ , ;+_ , & + are permitted to be determined as given on AISC pg 16.1-116 • C) Fillet weld groups concentrically loaded w/ longitudinal and transverse elements. ;+= greater of: w/ ∅ = 0.75 1. ;+ = ;+3` + ;+3O Or 2. ;+ = 0.85;+3` + 1.5;+3O Note: Don’t use <+3 = 0.60<DEE 1.0 + 0.50 H .] for these cases b/c transverse & longitudinal fillet welds have different deformation properties and limits. Use ;+3`&;+3O = <3@3 <3 commonly 0.60<DEE & @3 0.707 G & ∅ A) C)
  • 4.
    Welded Connection Design– AISC Spec J Loaded Angle/Truss Member Angle to Plate Welded Connections • Prescribing welds balanced about the neutral axis • Weld group centroid coincides w/ centroid of tensile load. S c d Nominal Tensile Capacity of member with lower @e ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 ∅g+ = ∅<f@ w/∅ = 0.75 & @ = B@+ Consider shear lag from Table 4.1 case 2 or 4. Some apply U=0.87 up front (case 4) +e` A Block Shear: ;+ = 0.6< f@+i + B :< f@+O ≤ 0.6< _@ei + B :< f@+O [AISC J4-5] B : = 1 when tension stress is uniform, 0.85 otherwise @+i = #H $j k = 3 : @+O = #H $j k H = ( +e` ` e)( : ) ∅lm = 0.75lm ≥ ln opqor s tm uvwx y vz {tms |wqs qwm}v~ •` O A Plate-to-Plate Method 1: Shear Lag Up Front Method 2: Shear Lag to Lengthen Welds at the end (preferred b/c accurate U factor) ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 Select Fillet Weld Size & total length 3 assuming U=1.0 Take Moment about “Point A“ ;f c d − +e` gS = 0 S,€ `€ = • A `‚ ƒO„. • „ *+€P ,€ `€ = 3 − S,€ `€ Shear Lag Factor Higher of Case 2 or 4 (Case 2 & 4 evaluated w/ longer weld) ,„ … = X†,‡7ˆ‡ ‰ S,„ …= X ,‡7ˆ‡ ‰ Select Fillet Weld Size & total length 3 Take Moment about “Point A“ ;f c d − +e` gS = 0 S,€ `€ = • A `‚ ƒO„. • „ *+€P ,€ `€ = 3 − S,€ `€ U to Lengthen Welds @ end (preferred b/c accurate U factor) ;f = G " ∅g+ = ∅<_@e w/∅ = 0.9 Select Fillet Weld Size & total length 3 assuming U=1.0 3 = 2 Shear Lag Factor from Case 4 ,„ … = ,€ `€ B
  • 5.
    Welded Connection Design– AISC Spec J Eccentrically Loaded Weld Groups Eccentrically Loaded Weld Groups • Two commonly used methods • Elastic Method • Instantaneous Center of Rotation Method ICR Method Ultimate Strength Method • More accurate • AISC Table 8-3 to 8-11 can be used to aid the design • Nominal strength of weld group ;+,I*•: = Š *+ w/ ∅ = 0.75 • = coefficient from AISC Table 8-# • = electrode coefficient from AISC Table 8-3 ( = 1.0 " <DEE) • D = number of 1/16ths of an inch of fillet weld size • *+= characteristic length of weld group in inches • Available strength must be greater than required strength • gf ≤ ∅;+ gf ≤ ∅ Š *+ • Minimum required values for C, D, & L are given in the Tables 8-# • )*+ = •5 ∅‹†ŒX Š)*+= •5 ∅‹†‹X )*+= •5 ∅‹†‹Œ Elastic Method • Very Conservative • More simplistic method when deign aids are unavailable • Statics-based • Pieces welded together are assumed to be completely rigid • All deformation is in the weld • Based on a summation of forces in 3-D space from g^_• & ^_• • There are two ways to approach this method • 1) Express/simplified methods - for weld group shapes where location of max stress is known. • 2) General method – intensive hand calc, but applicable to all planar weld groups
  • 6.
    Welded Connection Design– AISC Spec J Welded Bracket w/ Eccentric Shear CG gf xL kL L r ^=aL ICR Method Workflow: Use AISC Tables 8-5 to 8-11 depending on the shape of the weld group A) Givens: L, r , kL Determine required fillet weld size Infer: ! = IX X Table 8-# for “X” coefficient “xL” to get ^ ^ to get a = Ž X C from table Solution: Š••‘ / -OP:= •5 ∅‹†‹X compare w/ AISC Table J2.4 mtrl thickness req. B) Givens: ^ , Determine kL & required fillet weld size (D # of sixteenths) Infer: Select initial D from steel thicknesses )*+ = •5 ∅‹†ŒX k from Table 8-# kL for that “D” Solution: Š••‘ / -OP:= •5 ∅‹†‹X com Express/Simplified Elastic Method Workflow (Max stress assumed @ point i): Size of required fillet weld • Variables for Elastic Method Total weld length: 3O Centroid Location (xL): use AISC Table 8-# for this if needed MOI about X&Y-axis& Polar w/ unit weld lengths: “^ = ∑ P• S + @ S X• S + 2 – X S S “_ = ∑ P• S + @ S 2 —X • S + 2 – —X S − ˜ S + ˜ S J = “, = “^ + “_ • Forces @ points a & b "P = ™i š •5 Ž › š "i = ™P š •5 Ž —X œ ^X š ": = •5 X•ž "„ = "P S + "i S + ": S Required weld size = Ÿ ( LM 8 MN‡¡ ) .QRS LM 8 MN /:*^O +OP = ______ sixteenths of fillet weld. Check vs AISC Table J2-4 i b c d a X-axis y-axis
  • 7.
    Welded Connection Design– AISC Spec J Welded Group Eccentrically Loaded Normal to Faying Surface CG gf kL L ^=aL ICR Method Workflow: A) Givens: ^ , Determine required fillet weld size (D # of sixteenths) Infer: Assumption that K=0 (not ideal) , a= Ž X Solution: Š / -OP:= •5 ∅‹†‹X = ________ sixteenths of fillet weld. Check vs AISC Table J2-4 i Express/Simplified Elastic Method Workflow (Max stress assumed @ point i): Size of required fillet weld • Variables for Elastic Method Total weld length: 3O ( 3O = 2 H H k ) MOI about X-axis w/ unit weld lengths: “^ = ∑ P• S 2 X• S • Forces @ point I "i = •5 X•ž "P = •5 ¢M £Ž "„ = "P S + "i S I*•: *+€P Required weld size = Ÿ ( LM 8 MN‡¡ ) .QRS LM 8 MN /:*^O +OP = _____ sixteenths of fillet weld. Check vs AISC Table J2-4 ¤*
  • 8.
    Welded Connection Design– AISC Spec J General Elastic Method for Any Weld Group w/ Same Size Welds General Elastic Method (as adopted from Alex Tomanovich) 1) Identify Weld Group Main Parameters • 3O = total length of weld group • Centroid of Weld Group • ¥€ = ∑ E‡ X•ž when ¥€ = ¥)*‚,*+‚i 3,*+‚i • ¤€ = ∑ ¢‡ X•ž when ¤€ = ¤)*‚,*+‚i 3,*+‚i • Calculate “^, “_, J • “^ = (∑ “^,) − 3O ¤€ S “^¦ = X† ¢§ † S + ¤)*‚, S continue for each weld • “_ = (∑ “_,) − 3O ¥€ S “_¦ = X† E§ † S + ¥)*‚, S continue for each weld • J = “^ + “_ 2b) Loads Transformed for Effects @ CG of Weld Group Notation ^ „¦) •¨ indicates moment about x-axis caused by g_. • ∑ g^ = @©© H g^ • ∑ g_ = @©© H g_ • ∑ g• = @©© H g• • ∑ ^ = @©© H ^ + ^ „¦) •¨ + ^ „¦) •ª • ∑ _ = @©© H _ + _ „¦) •Ž + _ „¦) •« • ∑ • = @©© H • + • „¦) •Ž + • „¦) •¨ ¤€ ¥€ ¤™ ¥™ ¥™S 2a) Moment Summations about CG (for each point loaded) • USE RIGHT HAND RULE CENTERED ON THE ¬-|wqs!!!! ^ „¦) •¨ = ®`¦ ‚ •¦*+O − ®‹¯•9ˆ° g_ ^ „¦) •ª = ¤`¦ ‚ •¦*+O − ¤‹¯•9ˆ° g• _ „¦) •Ž = ®`¦ ‚ •¦*+O − ®‹¯•9ˆ° g^ _ „¦) •ª = ¥`¦ ‚ •¦*+O − ¥‹¯•9ˆ° g• • „¦) •Ž = ¤`¦ ‚ •¦*+O − ¤‹¯•9ˆ° g^ • „¦) •¨ = ¥`¦ ‚ •¦*+O − ¥‹¯•9ˆ° g_ g_ g^
  • 9.
    Welded Connection Design– AISC Spec J Elastic Method General Algorithm General Elastic Method (as adopted from Alex Tomanovich) 4) Weld Requirements and Base Metal Check • Fillet weld size required (in 16ths of an inch) = Ÿ985ˆž7Nž ,.1∗3∗ ,.-./00 ∗(f+*O ` +eOP) = Ÿ985ˆž7Nž .QRS L MN †²ž¡ ³ ³ for LRFD. • If using ASD, substitute 0.928I MN †²ž¡ ³ ³ for 1.392 I MN †²ž¡ ³ ³ • Base Metal Shear Allowable • LRFD: ∅;+ = (1.00)(0.6)(<_ : ) µ Hk! ______ ¦„€ f+*O ` +eOP ³ usually —*•: *+€P • Refer to AISC Spec. J4 • ;+ = 0.6<_@ei G/ ∅ = 1.00 Ω = 1.5 ( H H G 0.4<_ " @ Š k # " #) 3) Weld Forces @ Individual Points (Weld Ends): The forces are dependent on Cx & Cy, as measured from ¸3 `‚ BE AWARE OF THE MOMENT ORIENTATION AND RIGHT HAND RULE!!! • "• = ∑ •ª X•ž + (∑ ?Ž) (‹¨†6) £Ž + (∑ ?¨) (‹Ž†6) £¨ • "i_ = ∑ •¨ X•ž + (∑ ?ª) (‹Ž†6) š • "i^ = ∑ •Ž X•ž + (∑ ?ª) (‹¨†6) š (e.g. positive moment about Z will produce force in negative X if _ is positive) • "„ :f`O +O = "• S + "i_ S + "i^ S .¦„€ ‰+*O X +eOP Usually —*•: *+ _ $ ^
  • 10.
    Welded Connection Design– AISC Spec K HSS connections Welding Information • AISC Spec. K1 – Concentrated Forces on HSS • AISC Spec. K2 – HSS to HSS Truss Connections • AISC Spec. K3 – HSS to HSS Moment Connections • AISC Spec. K4 – Welds of Plates & Branches to Rectangular HSS Tables • AISC Table K1.1 – Available Strength of Plate-to-Round HSS Connections • AISC Table K1.2 – Available Strength of Plate-to-Rectangle HSS Connections • AISC Table K2.1 – Available Strengths of Round HSS-to-HSS Truss Connections • AISC Table K2.2 – Available Strengths of Rectangular HSS-to-HSS Truss Connections • AISC Table K3.1 – Available Strengths of Round HSS-to-HSS Moment Connections • AISC Table K3.2 – Available Strengths of Rectangular HSS-to-HSS Moment Connections • AISC Table K3.3 – Effective Weld Properties for Connections to Rectangular HSS Note: Each table is followed by the applicable limit states. If all criterion can’t be met, you can’t use that particular table. Check the Limits of Applicability in Table K#.#A Method For Using Tables in AISC Spec. K To Determine Weld Sizes and Whether the HSS Must Be Reinforced Compute Nominal Strength and Design Strength for given Connection type. • Lowest Limit State Governs Select welds based on the allowable load in previous step. Sometimes CJPs are needed if the plate is small.