Max. thick. of part to be fixed. Min. thick. of base material. anchor depth. Anchor mechanical properties
|
|
|
- Blaise Pierce
- 6 years ago
- Views:
Transcription
1 zin oated steel version 1/6 High seurity, high performane fixing for use in raked and non-raked onrete ETA European Tehnial Assessment ETA Option 1-05/0044 d T inst T inst d f t fix APPLICATIO Safety ritial loads Overhead rane rails Steel olumns and walkways Wall plates Safety rail MATERIAL Bolt : lass 8.8 F E Threaded stud : lass 8.8 F E ut : lass 8 F E Washer : F12T4 as per F A37501 Sleeve : TS37-a BK extended as per F A49341 Expansion one : 35 MF6Pb Expansion sleeve : 355 MC as per F E Protetion : min. zin oating 5 μm ISTALLATIO L L h ef h 0 h min d d 0 Tehnial data Anhor size Min. anhor depth Max. thik. of part to be fixed Min. thik. of base material Thread diameter Drilling depth Drilling Clearane diameter diameter Total anhor length Tighten torque (mm) (mm) (mm) (mm) (mm) (mm) (mm) (mm) (m) h ef t fix h min d h O d O d f L T inst 6-10/ / M E6-10/ /1* / / / E8-12/ M E8-12/ E8-12/ E8-12/ /1* / / / E10-15/ M E10-15/ E10-15/ E10-15/ / / / E12-18/ M E12-18/ E12-18/ E12-18/ / / / E16-24/ M E16-24/ E16-24/ / E20-28/ M E20-28/ E20-28/ TF 8-12/ M TF 8-12/ M TF 10-15/ M TF 12-18/40* M E12-18/0* M E12-18/A* M E12-18/QC* M * Do not belong to ETA Code Anhor mehanial properties 28 f uk (/mm 2 ) Min. tensile strength f yk (/mm 2 ) Yield strength S eq, (mm 2 ) Equivalent stressed ross-setion bolt version 39,2 76,1 108,8 175,3 335,1 520,2 S eq,e (mm 2 ) Equivalent stressed ross-setion threaded stud version 35,2 61,8 82,0 104,1 183,3 277,3 W el (mm 3 ) Elasti setion modulus 12,7 31,2 62,3 109,2 277,5 541,0 M 0 rk,s (m) Charateristi bending moment 12,2 30,0 59,8 104,8 266,4 538,8 M (m) Reommended bending moment 5,8 12,4 24,8 43,5 110,7 216,0
2 2/6 zin oated steel version Speial produts The loads speified on this page allow judging the produt s performanes, but annot be used for the designing. The data given in the pages CC method have to be applied (3/6 to 6/6). Ultimate ( Ru,m, Ru,m ) and harateristi loads ( Rk, Rk ) in k Mean Ultimate loads are derived from test results in admissible servie onditions, and harateristi loads are statistially determined. TESILE Ø30 E12-18/A Ø12 Ø20 E12-18/QC Reommended loads in k Anhor size TESILE C20/25 OBLIQUE C20/25 SHEAR C20/25 E12-18/A 3,4 2,4* *(30 45 ) ot reommended E12-18/QC 4,0 1,0 0,5 TF 8-12/16 TF 8-12/26 TF 10-15/27 The resistane given for the bolt version with the same diameter an be used TF 12-18/40 SHEAR TF = ountersunk head 24 for M8 27 for M10 32 for M ,0 for M8 7,0 for M10 7,5 for M12 on-raked onrete Ru,m 18,2 27,5 45,9 54,4 103,6 124,4 Rk 16,0 19,9 36,0 34,2 61,9 85,9 Ru,m 15,1 20,3 33,3 50,3 88,5 113,3 Rk 11,5 14,8 26,5 36,6 70,4 90,1 Type /T Ru,m 29,2 41,7 68,0 95,7 159,0 228,2 Rk 25,9 38,6 58,8 83,3 141,6 206,0 Type E Ru,m 20,0 26,2 43,1 57,0 116,0 135,9 Rk 15,7 22,0 36,4 52,0 110,0 124,9 Design loads ( Rd, Rd ) for one anhor without edge or spaing influene in k Rd = Rk * M TESILE *Derived from test results Rd = SHEAR Rk * Ms on-raked onrete Rd 10,7 13,2 24,0 22,8 41,3 57,3 Rd 7,7 9,9 17,7 24,4 47,0 60,1 Type /T Rd 20,7 30,8 47,0 66,6 113,3 164,8 Type E Rd 12,6 17,6 29,1 41,6 88,0 99,9 Reommended loads ( re, re ) for one anhor without edge or spaing influene in k Rk * re = M F TESILE *Derived from test results re = SHEAR Rk * M F on-raked onrete re 7,6 9,5 17,1 16,3 29,5 40,9 re 5,5 7,0 12,6 17,4 33,5 42,9 F = 1,4 ; Type /T re 14,8 22,0 33,6 47,6 80,9 117,7 Type E re ,5 20,8 29,7 62,9 71,4 F = 1,4 ; 29
3 zin oated steel version 3/6 SPIT CC Method (values issued from ETA) TESILE in k Pull-out resistane Rd,p = 0 Rd,p. f b 0 Rd,p Design pull-out resistane on-raked onrete 0 Rd,p (C20/25) - 13, Rd,p (C20/25) 3,3 8 10, Conrete one resistane Rd, = 0 Rd,. f b. s., 0 Rd, Design one resistane on-raked onrete 0 Rd, (C20/25) 11,9 15,6 19,7 24,0 33,6 47,0 0 Rd, (C20/25) 8,5 11,2 14,1 17,2 24,0 33,5 SHEAR in k Conrete edge resistane Rd, = 0 Rd,. f b. f. S-C, 0 Rd, Design onrete edge resistane at minimum edge distane (C min) on-raked onrete C min S min Rd, (C20/25) 3,4 4,9 6,8 9,3 13,6 26,1 C min S min Rd, (C20/25) 2,4 3,5 4,8 6,6 9,7 18,7 Pryout failure Rd,p = 0 Rd,p. f b. s., 0 Rd,p Design pryout resistane on-raked onrete 0 Rd,p (C20/25) 11,9 31,2 39,4 48,1 67,2 93,9 0 Rd,p (C20/25) 8,5 22,3 28,1 34,3 48,0 67,1 Mp = 1,5 Steel resistane Steel resistane Rd,s Steel design tensile resistane Rd,s 10,7 19,5 30,9 44,9 83,7 130,7 Ms = 1,5 Rd,s Steel design shear resistane Rd,s (Type /TF) 18,7 26,1 39,3 58,2 93,8 138,8 Rd,s (Type E) 11,4 15,2 24,8 37,9 74,5 87,9 Rd = min( Rd,p ; Rd, ; Rd,s ) = Sd / Rd 1 Rd = min( Rd, ; Rd,p ; Rd,s ) = Sd / Rd 1 + 1,2 30 f b IFLUECE OF COCRETE Conrete lass f b Conrete lass f b C25/30 1,1 C40/50 1,41 C30/37 1,22 C45/55 1,48 C35/45 1,34 C50/60 1,55 f, IFLUECE OF SHEAR LOADIG DIRECTIO Angle [ ] f, 0 to ,1 70 1,2 80 1,5 90 to β β β 90 0 β 60
4 4/6 zin oated steel version SPIT CC Method (values issued from ETA) s IFLUECE OF SPACIG FOR COCRETE COE RESISTACE I TESILE LOAD s s = 0,5 + s 6.h ef s min < s < s r, s r, = 3.h ef S must be used for eah spaing influened the anhors group. SPACIG S Redution fator s 50 0, ,70 0, ,73 0,69 0, ,77 0,72 0,69 0, ,83 0,78 0,74 0,71 0, ,92 0,85 0,80 0,76 0,71 0, ,00 0,92 0,86 0,81 0,75 0, ,00 0,93 0,88 0,80 0, ,00 0,94 0,85 0, ,00 0,90 0, ,00 0, ,00, IFLUECE OF EDGE FOR COCRETE COE RESISTACE I TESILE LOAD, = 0,25 + 0,5. h ef min < < r, r, = 1,5.h ef, must be used for eah distane influened the anhors group. EDGE C Redution fator, 50 0, ,85 0, ,95 0,83 0, ,00 0,92 0,82 0, ,00 0,89 0, ,96 0,88 0, ,00 0, ,00 0, , ,00 s-, IFLUECE OF SPACIG AD EDGE DISTACE FOR COCRETE EDGE RESISTACE I SHEAR LOAD For single anhor fastening Redution fator s-, s-, = min. s 1 min s-, = 3. + s. 6. min min s 2 s 3 s h>1,5. h>1,5. s n-1 C C min 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2 s-, 1,00 1,31 1,66 2,02 2,41 2,83 3,26 3,72 4,19 4,69 5,20 5,72 For 2 anhors fastening S C min C C min Redution fator s-, 1,0 1,2 1,4 1,6 1,8 2,0 2,2 2,4 2,6 2,8 3,0 3,2 1,0 0,67 0,84 1,03 1,22 1,43 1,65 1,88 2,12 2,36 2,62 2,89 3,16 1,5 0,75 0,93 1,12 1,33 1,54 1,77 2,00 2,25 2,50 2,76 3,03 3,31 2,0 0,83 1,02 1,22 1,43 1,65 1,89 2,12 2,38 2,63 2,90 3,18 3,46 2,5 0,92 1,11 1,32 1,54 1,77 2,00 2,25 2,50 2,77 3,04 3,32 3,61 3,0 1,00 1,20 1,42 1,64 1,88 2,12 2,37 2,63 2,90 3,18 3,46 3,76 3,5 1,30 1,52 1,75 1,99 2,24 2,50 2,76 3,04 3,32 3,61 3,91 4,0 1,62 1,86 2,10 2,36 2,62 2,89 3,17 3,46 3,75 4,05 4,5 1,96 2,21 2,47 2,74 3,02 3,31 3,60 3,90 4,20 5,0 2,33 2,59 2,87 3,15 3,44 3,74 4,04 4,35 5,5 2,71 2,99 3,28 3,71 4,02 4,33 4,65 6,0 2,83 3,11 3,41 3,71 4,02 4,33 4,65 For 3 anhors fastening and more h>1,5. s-, = 3. + s 1 + s 2 + s s n-1. 3.n. min min 31
5 zin oated steel version 5/6 SPIT CC Method (valeurs issues de l ETA - Sismique atégorie C1) TESILE in k SHEAR in k Pull-out resistane Conrete edge resistane Rd,p,C1 = 0 Rd,p,C1. f b 0 Rd,p,C1 Design pull-out resistane Category C1 - Single anhor 0 Rd,p,C1 (C20/25) 6,1 17,2 24,0 Category C1 - Group of anhors 0 Rd,p,C1 (C20/25) 5,2 14,6 20,4 when more than one anhor of the group is submitted to tensile load Conrete one resistane Rd,,C1 = 0 Rd,,C1. f b. s., 0 Rd,,C1 Design one resistane Category C1 - Single anhor 0 Rd,,C1 (C20/25) 11,9 14,6 20,4 Category C1 - Group of anhors 0 Rd,,C1 (C20/25) 10,5 12,9 18,0 when more than one anhor of the group is submitted to tensile load Rd,,C1 = 0 Rd,,C1. f b. f. S-C, 0 Rd,,C1 Design onrete edge resistane at minimum edge distane (C min) Category C1 - Single anhor C min S min Rd,,C1 (C20/25) 4,6 6,1 9,7 Category C1 - Group of anhors C min S min Rd,,C1 (C20/25) 3,9 5,2 8,3 when more than one anhor of the group is submitted to shear load Pryout failure Rd,p,C1 = 0 Rd,p,C1. f b. s., 0 Rd,p,C1 Design pryout resistane Category C1 - Single anhor 0 Rd,p,C1 (C20/25) 23,9 29,2 40,8 Category C1 - Group of anhors 0 Rd,p,C1 (C20/25) 21,1 25,8 36,0 when more than one anhor of the group is submitted to shear load Steel resistane Steel resistane (2) Rd,s,C1 Steel design tensile resistane Rd,s,C1 30,7 44,7 84,0 when more than one anhor of the group is submitted to tensile load Ms = 1,5 Rd,s,C1 Steel design shear resistane Category C1 - Single anhor Rd,s,C1 13,7 22,7 48,4 Category C1 - Group of anhors Rd,s,C1 11,6 19,3 41,2 when more than one anhor of the group is submitted to shear load (2) Condition trou de passage rempli Rd,C1 = min( Rd,p,C1 ; Rd,,C1 ; Rd,s,C1 ) = Sd / Rd,C1 1 Rd,C1 = min( Rd,,C1 ; Rd,p,C1 ; Rd,s,C1 ) = Sd / Rd,C ,2 32 f b IFLUECE OF COCRETE Conrete lass f b Conrete lass f b C25/30 1,1 C40/50 1,41 C30/37 1,22 C45/55 1,48 C35/45 1,34 C50/60 1,55 f, IFLUECE OF SHEAR LOADIG DIRECTIO Angle [ ] f, 0 to ,1 70 1,2 80 1,5 90 to β β β 90 0 β 60
6 6/6 zin oated steel version SPIT CC Method (valeurs issues de l ETA - Sismique atégorie C2) TESILE in k SHEAR in k Pull-out resistane Conrete edge resistane Rd,p,C2 = 0 Rd,p,C2. f b 0 Rd,p,C2 Design pull-out resistane Category C2 - Single anhor 0 Rd,p,C2 (C20/25) 3,5 6,3 11,0 Category C2 - Group of anhors 0 Rd,p,C2 (C20/25) 3,0 5,3 9,4 when more than one anhor of the group is submitted to tensile load Conrete one resistane Rd,,C2 = 0 Rd,,C2. f b. s., 0 Rd,,C2 Design one resistane Category C2 - Single anhor 0 Rd,,C2 (C20/25) 9,5 11,9 16,0 Category C2 - Group of anhors 0 Rd,,C2 (C20/25) 8,4 10,5 14,1 when more than one anhor of the group is submitted to tensile load Rd,,C2 = 0 Rd,,C2. f b. f. S-C, 0 Rd,,C2 Design onrete edge resistane at minimum edge distane (C min) Category C2 - Single anhor C min S min Rd,,C2 (C20/25) 4,0 5,3 8,4 Category C2 - Group of anhors C min S min Rd,,C2 (C20/25) 3,4 4,5 7,1 when more than one anhor of the group is submitted to shear load Pryout failure Rd,p,C2 = 0 Rd,p,C2. f b. s., 0 Rd,p,C2 Design pryout resistane Category C2 - Single anhor 0 Rd,p,C2 (C20/25) 19,0 23,9 32,0 Category C2 - Group of anhors 0 Rd,p,C2 (C20/25) 16,7 21,1 28,2 when more than one anhor of the group is submitted to shear load Steel resistane Steel resistane (2) Rd,s,C2 Steel design tensile resistane Rd,s,C2 30,7 44,7 84,0 when more than one anhor of the group is submitted to tensile load Ms = 1,5 Rd,s,C2 Steel design shear resistane Category C2 - Single anhor Rd,s,C2 11,6 22,7 46,5 Category C2 - Group of anhors Rd,s,C2 9,9 19,3 39,5 when more than one anhor of the group is submitted to shear load (2) In ase of no hole learane between anhor and fixture Rd,C2 = min( Rd,p,C2 ; Rd,,C2 ; Rd,s,C2 ) = Sd / Rd,C2 1 Rd,C2 = min( Rd,,C2 ; Rd,p,C2 ; Rd,s,C2 ) = Sd / Rd,C ,2 f b IFLUECE OF COCRETE Conrete lass f b Conrete lass f b C25/30 1,1 C40/50 1,41 C30/37 1,22 C45/55 1,48 C35/45 1,34 C50/60 1,55 f, IFLUECE OF SHEAR LOADIG DIRECTIO Angle [ ] f, 0 to ,1 70 1,2 80 1,5 90 to β β β 90 0 β 60 33
European Technical Assessment. ETA Option 1-16/0276. Min. thick. of base material. thick. of part to be fixed. min.
TAPCO XTREM zin oated & tainle teel verion 1/ Conrete rew anhor for ue in raked and non-raked onrete ETA European Tehnial Aement ETA Option 1-16/0276 T int d f h 0 Tehnial data t fix APPLICATIO Channel,
Min. thick. of base material. Max. thick. of part to be fixed. Min. anchor depth. t fix. h min. Anchor mechanical properties
104 inyleter rein - For ue in raked & non-raked onrete and eimi performane 1 ategory d T int d f t fix h ef = h 0 ISTALLATIO * L h min APPLIATIO Steel profile Fixing mahinery (reitant to vibration) Storage
Design of AAC floor slabs according to EN 12602
Design of AAC floor slabs aording to EN 160 Example 1: Floor slab with uniform load 1.1 Issue Design of a floor slab under a living room Materials Component with a ompressive strength lass AAC 4,5, densit
Hilti HSV-F Stud anchor
Product Data Sheet Hilti Anchor version Benefits torque-controlled mechanical expansion allows immediate load application HSV-F Carbon steel, hot dipped galvanised, min 42 microns coating thickness setting
Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.
ARCH 631 Note Set 11 F015abn Case Study in Reinfored Conrete adapted from Simplified Design of Conrete Strutures, James Ambrose, 7 th ed. Building desription The building is a three-story offie building
Software Verification
EC-4-004 Example-001 STEEL DESIGNERS MANUAL SEVENTH EDITION - DESIGN OF SIMPLY SUPPORTED COMPOSITE BEAM EXAMPLE DESCRIPTION Consider an internal seondary omposite beam of 1-m span between olumns and subjet
ETAG 001 Edition 2012
European Organisation for Technical Approvals Europäische Organisation für Technische Zulassungen Organisation Européenne pour l Agrément Technique ETAG 001 Edition 2012 GUIDELIE FOR EUROPEA TECHICAL APPROVAL
A through-bolt expansion wedge anchor with controlled torque, for use in non cracked concrete.
A through-bolt expansion wedge anchor with controlled torque, for use in non cracked concrete. ETA assessed option 7 anchor. Stainless steel 316 (A4) grade, with 316 (A4) grade stainless steel expansion
Depending on the application and the anchor type one of the following two concepts can be applied: Partial safety factor concept.
Anchor design Safety concept Depending on the application and the anchor type one of the following two concepts can be applied: For anchors for use in concrete having an European Technical Approval (ETA)
fib Model Code 2020 Shear and punching provisions, needs for improvements with respect to new and existing structures
fib Model Code 2020 Shear and punhing provisions, needs for improvements with respet to new and existing strutures Aurelio Muttoni Workshop fib Sao Paulo, 29.9.2017 Éole Polytehnique Fédérale de Lausanne,
Bending resistance of high performance concrete elements
High Performane Strutures and Materials IV 89 Bending resistane of high performane onrete elements D. Mestrovi 1 & L. Miulini 1 Faulty of Civil Engineering, University of Zagreb, Croatia Faulty of Civil
INFORMATION CONCERNING MATERIALS TO BE USED IN THE DESIGN
TITLE 5 DESIGN CHAPTER 8 INFORMATION CONCERNING MATERIALS TO BE USED IN THE DESIGN Artile 38. Charateristis o steel or reinorements 38.1 General The harateristis o the steel used or the design desribed
Compression Members Local Buckling and Section Classification
Compression Memers Loal Bukling and Setion Classifiation Summary: Strutural setions may e onsidered as an assemly of individual plate elements. Plate elements may e internal (e.g. the wes of open eams
A through-bolt expansion wedge anchor with controlled torque, for use in cracked and non cracked concrete.
A through-bolt expansion wedge anchor with controlled torque, for use in cracked and non cracked concrete. ETA assessed option 1 anchor. Galvanised carbon steel, with 316 (A4) stainless steel expansion
Purpose of reinforcement P/2 P/2 P/2 P/2
Department o Civil Engineering Purpose o reinorement Consider a simpl supported beam: P/2 P/2 3 1 2 P/2 P/2 3 2 1 1 Purpose o Reinorement Steel reinorement is primaril use beause o the nature o onrete
Masonry Beams. Ultimate Limit States: Flexure and Shear
Masonry Beams 4:30 PM 6:30 PM Bennett Banting Ultimate Limit States: Flexure and Shear Leture Outline 1. Overview (5) 2. Design for Flexure a) Tension Reinforement (40) b) Compression Reinforement (20)
Tension zone applications, i.e., cable trays and strut, pipe supports, fire sprinklers Seismic and wind loading
General Information Mechanical Anchors General Information Power-Stud + SD1 Wedge Expansion Anchor Product Description The Power-Stud+ SD1 anchor is a fully threaded, torque-controlled, wedge expansion
Torsion. Torsion is a moment that twists/deforms a member about its longitudinal axis
Mehanis of Solids I Torsion Torsional loads on Cirular Shafts Torsion is a moment that twists/deforms a member about its longitudinal axis 1 Shearing Stresses due to Torque o Net of the internal shearing
Uniaxial Concrete Material Behavior
COMPUTERS AND STRUCTURES, INC., JULY 215 TECHNICAL NOTE MODIFIED DARWIN-PECKNOLD 2-D REINFORCED CONCRETE MATERIAL MODEL Overview This tehnial note desribes the Modified Darwin-Peknold reinfored onrete
Wood Design. = theoretical allowed buckling stress
Wood Design Notation: a = name for width dimension A = name for area A req d-adj = area required at allowable stress when shear is adjusted to inlude self weight b = width of a retangle = name for height
Universities of Leeds, Sheffield and York
promoting aess to White Rose researh papers Universities of Leeds, Sheffield and York http://eprints.whiterose.a.uk/ This is an author produed version of a paper published in Journal of Composites for
Edward C. Robison, PE, SE. 02 January Architectural Metal Works ATTN: Sean Wentworth th ST Emeryville, CA 94608
Edward C. Robison, PE, SE ks ATTN: Sean Wentworth 1483 67 th ST Emeryville, CA 94608 02 January 2013 SUBJ: 501 CORTE MADERA AVE, CORTE MADERA, CA 94925 BALCONY GUARD BASE PLATE MOUNTS The guards for the
DECLARATION OF PERFORMANCE
EN DECLARATION OF PERFORMANCE DoP No. Hilti HUS3 0672-CPD-0361 1. Unique identification code of the product-type: Hilti Screw Anchor HUS3 2. Type, batch or serial number as required pursuant to Article
Software Verification
AISC-360-10 Example 001 COMPOSITE GIRDER DESIGN EXAMPLE DESCRIPTION A typial bay of a omposite floor system is illstrated below. Selet an appropriate ASTM A992 W-shaped beam and determine the reqired nmber
Structural Calculations for Juliet balconies using BALCONY 2 System (Aerofoil) handrail. Our ref: JULB2NB Date of issue: March 2017
Juliet balconies using BALCONY 2 System (Aerofoil) handrail PAGE 1 (ref: JULB2NB280317) Structural Calculations for Juliet balconies using BALCONY 2 System (Aerofoil) handrail Our ref: JULB2NB280317 Date
TORSION By Prof. Ahmed Amer
ORSION By Prof. Ahmed Amer orque wisting moments or torques are fores ating through distane so as to promote rotation. Example Using a wrenh to tighten a nut in a bolt. If the bolt, wrenh and fore are
Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method
Slenderness Effets for Conrete Columns in Sway Frame - Moment Magnifiation Method Slender Conrete Column Design in Sway Frame Buildings Evaluate slenderness effet for olumns in a sway frame multistory
1 Input data. Profis Anchor Company: Specifier: Address: Phone I Fax: Page: Project: Sub-Project I Pos. No.
1 Specifier's comments: Design of Typical Baseplate B1 according to Max. forces in Node No. (5984), LC19 (1.2D+1.6S+0.8WY CASE B) 1 Input data Anchor type and diameter: HIT-HY 200 + HIT-V (8.8) M24 Seismic/Filling
WRAP-AROUND GUSSET PLATES
WRAP-AROUND GUSSET PLATES Where a horizontal brae is loated at a beam-to-olumn intersetion, the gusset plate must be ut out around the olumn as shown in Figure. These are alled wrap-around gusset plates.
1 Input data. Profis Anchor Company: Specifier: Address: Phone I Fax: Page: Project: Sub-Project I Pos. No.
1 Specifier's comments: Check of Existing Base plate (B6)- According to max. forces on Node No. 11979, LC 1.4(D.L.+WX) 1 Input data Anchor type and diameter: HIT-HY 200 + HIT-V-F (8.8) M27 Seismic/Filling
Analysis of Leakage Paths Induced by Longitudinal Differential Settlement of the Shield-driven Tunneling
2016 rd International Conferene on Engineering Tehnology and Appliation (ICETA 2016) ISBN: 978-1-60595-8-0 Analysis of Leakage Paths Indued by Longitudinal Differential Settlement of the Shield-driven
Example 1 - Single Headed Anchor in Tension Away from Edges BORRADOR. Calculations and Discussion
Example 1 - Single Headed Anchor in Tension Away from Edges Check the capacity of a single anchor, 1 in. diameter, F1554 Grade 36 headed bolt with heavy-hex head installed in the top of a foundation without
The Serviceability Considerations of HSC Heavily Steel Reinforced Members under Bending
Amerian Journal of Applied Sienes 5 (9): 115-114, 8 ISSN 1546-99 8 Siene Publiations The Servieability Considerations of HSC Heavily Steel Reinfored Members under Bending 1 Ali Akbar ghsoudi and Yasser
Exercise 1: Prestressed cross-section; pretensioned beam with bonded strands
RK-43.3111 Preast and restresses onrete strutures, sring 2016 xerise 1: Prestressed ross-setion; retensioned bea with bonded strands Calulate stresses due to restressing and self weight at transfer for
1.4(H)mm, 1.5/2mm-travel Surface Mount Type. A low-profile slide switch with 1.4mm thickness. Typical Specifications
SSSS8.(H)mm, /mm-travel Surfae Mount Type low-profile slide swith with.mm thikness Produt Line (mm) tuator diretion Vertial tuator thikness (mm) t Poles Positions Typial Speifiations Changeover timing
Lecture 11 Buckling of Plates and Sections
Leture Bukling of lates and Setions rolem -: A simpl-supported retangular plate is sujeted to a uniaxial ompressive load N, as shown in the sketh elow. a 6 N N a) Calulate and ompare ukling oeffiients
Stress triaxiality to evaluate the effective distance in the volumetric approach in fracture mechanics
IOSR Journal of ehanial and Civil Engineering (IOSR-JCE) e-issn: 78-1684,p-ISSN: 30-334X, Volume 11, Issue 6 Ver. IV (Nov- De. 014), PP 1-6 Stress triaxiality to evaluate the effetive distane in the volumetri
Slenderness Effects for Concrete Columns in Sway Frame - Moment Magnification Method
Slenderness Effets for Conrete Columns in Sway Frame - Moment Magnifiation Method Slender Conrete Column Design in Sway Frame Buildings Evaluate slenderness effet for olumns in a sway frame multistory
Presented by: Civil Engineering Academy
Presented by: Civil Engineering Academy Structural Design and Material Properties of Steel Presented by: Civil Engineering Academy Advantages 1. High strength per unit length resulting in smaller dead
Reinforced Concrete Design
Reinfored Conrete Design Notation: a = depth of the effetive ompression blok in a onrete beam A = name for area A g = gross area, equal to the total area ignoring any reinforement A s = area of steel reinforement
twenty steel construction: columns & tension members ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS FALL 2018 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS Cor-Ten Steel Sulpture By Rihard Serra Museum of Modern Art Fort Worth, TX (AISC - Steel Strutures of the Everyday) FALL 2018 leture
PREDICTION OF OUT-OF-PLANE FAILURE MODES IN CFRP
PREDICTION OF OUT-OF-PLANE FAILURE MODES IN CFRP R. R. Pinto 1, P. P. Camanho 2 1 INEGI - Instituto de Engenharia Mecanica e Gestao Industrial, Rua Dr. Roberto Frias, 4200-465, Porto, Portugal 2 DEMec,
Drift Capacity of Lightly Reinforced Concrete Columns
Australian Earthquake Engineering Soiety Conferene, Perth, Western Australia Drift Capaity of ightly Reinfored Conrete Columns A Wibowo, J Wilson, NTK am, EF Gad,, M Fardipour, K Rodsin, P ukkunaprasit
BEHAVIOR OF SQUARE CONCRETE-FILLED TUBULAR COLUMNS UNDER ECCENTRIC COMPRESSION WITH DOUBLE CURVATURE DEFLECTION
Otober 2-7, 28, Beijing, China BEHAVIOR OF SQARE CONCRETE-FILLED TBLAR COLNS NDER ECCENTRIC COPRESSION WITH DOBLE CRVATRE DEFLECTION T. Fujinaga, H. Doi 2 and Y.P. Sun 3 Assoiate Professor, Researh Center
Evaluation of a Dual-Load Nondestructive Testing System To Better Discriminate Near-Surface Layer Moduli
52 TRANSPORTATION RESEARCH RECORD 1355 Evaluation of a Dual-Load Nondestrutive Testing System To Better Disriminate Near-Surfae Layer Moduli REYNALDO ROQUE, PEDRO ROMERO, AND BYRON E. RUTH Theoretial analyses
N = 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]
KUNSTSTOFFDÜBEL ALS MEHRFACHBEFESTIGUNG VON NICHTTRAGENDEN SYSTEMEN ZUR VERANKERUNG IM BETON UND MAUERWERK
Leitlinie für die europäische technische Zulassung (ETAG) ETAG 020 KUNSTSTOFFDÜBEL ALS MEHRFACHBEFESTIGUNG VON NICHTTRAGENDEN SYSTEMEN ZUR VERANKERUNG IM BETON UND MAUERWERK TEIL 2: KUNSTSTOFFDÜBEL ZUR
Horizontal Distribution of Forces to Individual Shear Walls
Horizontal Distribtion of Fores to ndividal Shear Walls nteration of Shear Walls ith Eah Other n the shon figre the slabs at as horizontal diaphragms etending beteen antilever alls and the are epeted to
STRUCTURAL BEHAVIOR OF R/C DEEP BEAM WITH HEADED LONGITUDINAL REINFORCEMENTS
13 th World Conferene on Earthquake Engineering anouver, B.C., Canada August 1-6, 24 Paper No. 58 STRUCTURAL BEHAIOR OF R/C DEEP BEAM WITH HEADED LONGITUDINAL REINFORCEMENTS Soo-Yeon SEO 1, Seung-Joe YOON
NON-LINEAR BENDING CHARACTERISTICS OF PHC PILES UNDER VARYING AXIAL LOAD
13 th World Conferene on Earthquake Engineering Vanouver, B.C., Canada August 1-6, 24 aper No. 356 NON-LINEAR BENDING CHARACTERISTICS OF HC ILES UNDER VARYING AXIAL LOAD Toshihiko ASO 1 Fusanori MIURA
Reinforced Concrete Design
Reinored Conrete Design Notation: a = depth o the eetive ompression blok in a onrete beam A g = gross area, equal to the total area ignoring any reinorement A s = area o steel reinorement in onrete beam
A NORMALIZED EQUATION OF AXIALLY LOADED PILES IN ELASTO-PLASTIC SOIL
Journal of Geongineering, Vol. Yi-Chuan 4, No. 1, Chou pp. 1-7, and April Yun-Mei 009 Hsiung: A Normalized quation of Axially Loaded Piles in lasto-plasti Soil 1 A NORMALIZD QUATION OF AXIALLY LOADD PILS
thirteen wood construction: column design ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 lecture
ARCHITECTURAL STRUCTURES: FORM, BEHAVIOR, AND DESIGN DR. ANNE NICHOLS SUMMER 2017 leture thirteen wood onstrution: olumn design Wood Columns 1 Compression Members (revisited) designed for strength & stresses
Design resistance of steel expansion anchors under shear loading derived using methods of design assisted by testing
Design resistane of steel expansion anhors nder shear loading derived sing methods of design assisted by testing MACELA KAMAZÍNOÁ Falty of Civil Engineering Brno University of Tehnology eveří St. 331/95,
Application 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
Mechanical Engineering Ph.D. Preliminary Qualifying Examination Solid Mechanics February 25, 2002
student personal identification (ID) number on each sheet. Do not write your name on any sheet. #1. A homogeneous, isotropic, linear elastic bar has rectangular cross sectional area A, modulus of elasticity
Bending stress strain of bar exposed to bending moment
Elastiit and Plastiit Bending stress strain of ar eposed to ending moment Basi priniples and onditions of solution Calulation of ending (diret) stress Design of ar eposed to ending moment Comined stress
THE EQUATION CONSIDERING CONCRETE STRENGTH AND STIRRUPS FOR DIAGONAL COMPRESSIVE CAPACITY OF RC BEAM
- Tehnial Paper - THE EQUATION CONSIDERING CONCRETE STRENGTH AND STIRRUPS FOR DIAGONAL COMPRESSIE CAPACITY OF RC BEAM Patarapol TANTIPIDOK *, Koji MATSUMOTO *, Ken WATANABE *3 and Junihiro NIWA *4 ABSTRACT
BEAMS: SHEARING STRESS
LECTURE Third Edition BEAMS: SHEARNG STRESS A. J. Clark Shool of Engineering Department of Civil and Environmental Engineering 14 Chapter 6.1 6.4 b Dr. brahim A. Assakkaf SPRNG 200 ENES 220 Mehanis of
Technical information CONCRETE / SOLID STONE. Reaction resin mortar, epoxy-acrylate-based with styrene USAGE INSTRUCTIONS
CONCRETE / SOLID STONE USAGE 1. AREAS OF APPLICATION Heavy load-carrying attachments in solid stone, concrete, porous concrete and light concrete Suitable for attachment points close to the edge, since
Two-Way Flat Slab (Concrete Floor with Drop Panels) System Analysis and Design
Two-Way Flat Slab (Conrete Floor with Drop Panels) System Analysis and Design Two-Way Flat Slab (Conrete Floor with Drop Panels) System Analysis and Design Design the onrete floor slab system shown below
1. INTRODUCTION. l t t r. h t h w. t f t w. h p h s. d b D F. b b d c. L D s
Rapid Assessment of Seismi Safety of Elevated ater Tanks with FRAME Staging 1. NTRODUCTON 1.1 ntrodution ater tanks are lifeline items in the aftermath of earthquakes. The urrent pratie of designing elevated
Stress Transformation Equations: u = +135 (Fig. a) s x = 80 MPa s y = 0 t xy = 45 MPa. we obtain, cos u + t xy sin 2u. s x = s x + s y.
014 Pearson Education, Inc., Upper Saddle River, NJ. All rights reserved. This material is protected under all copyright laws as they currently 9 7. Determine the normal stress and shear stress acting
RC DEEP BEAMS ANALYSIS CONSIDERING LOCALIZATION IN COMPRESSION
RC DEEP BEAMS ANAYSIS CONSIDERING OCAIZATION IN COMPRESSION Manakan ERTSAMATTIYAKU* 1, Torsak ERTSRISAKURAT* 1, Tomohiro MIKI* 1 and Junihiro NIWA* ABSTRACT: It has been found that RC deep beams usually
SHIELDING MATERIALS FOR HIGH-ENERGY NEUTRONS
SHELDNG MATERALS FOR HGH-ENERGY NEUTRONS Hsiao-Hua Hsu Health Physis Measurements Group Los Alamos National Laboratory Los Alamos, New Mexio, 87545 USA Abstrat We used the Monte Carlo transport ode Los
MECE 3321 MECHANICS OF SOLIDS CHAPTER 1
MECE 3321 MECHANICS O SOLIDS CHAPTER 1 Samantha Ramirez, MSE WHAT IS MECHANICS O MATERIALS? Rigid Bodies Statics Dynamics Mechanics Deformable Bodies Solids/Mech. Of Materials luids 1 WHAT IS MECHANICS
RESULTS OF PSEUDO-STATIC TESTS WITH CYCLIC HORIZONTAL LOAD ON R.C. PANELS MADE WITH WOOD-CONCRETE CAISSON BLOCKS
RESULTS OF PSEUDO-STATIC TESTS WITH CYCLIC HORIZONTAL LOAD ON R.C. PANELS MADE WITH WOOD-CONCRETE CAISSON BLOCKS G. Gasparini 2, T. Trombetti 1, S. Silvestri 2, C. Ceoli 3 and D. Malavolta 4 1 Assoiate
STEEL. General Information
General Information General Information TYPICAL STRESS-STRAIN CURVE Below is a typical stress-strain curve. Each material has its own unique stress-strain curve. Tensile Properties Tensile properties indicate
OUTLINE DESIGN OF COLUMN BASE PLATES AND STEEL ANCHORAGE TO CONCRETE 12/21/ Introduction 2. Base plates. 3. Anchor Rods
DESIGN OF COLUMN BSE PLTES ND STEEL NCHORGE TO CONCRETE OUTLINE 1. Introduction 2. Base plates a. Material b. Design using ISC Steel Design Guide Concentric axial load xial load plus moment xial load plus
Part G-4: Sample Exams
Part G-4: Sample Exams 1 Cairo University M.S.: Eletronis Cooling Faulty of Engineering Final Exam (Sample 1) Mehanial Power Engineering Dept. Time allowed 2 Hours Solve as muh as you an. 1. A heat sink
Dr. Hazim Dwairi 10/16/2008
10/16/2008 Department o Civil Engineering Flexural Design o R.C. Beams Tpes (Modes) o Failure Tension Failure (Dutile Failure): Reinorement ields eore onrete ruses. Su a eam is alled under- reinored eam.
SIMULATION OF BEHAVIOR OF REINFORCED CONCRETE COLUMNS SUBJECTED TO CYCLIC LATERAL LOADS
SIMULATION OF BEHAVIOR OF REINFORCED CONCRETE COLUMNS SUBJECTED TO CYCLIC LATERAL LOADS H. Sezen 1, M.S. Lodhi 2, E. Setzler 3, and T. Chowdhury 4 1,2 Department of Civil and Environmental Engineering
BEAMS AND PLATES ANALYSIS
BEAMS AND PLATES ANALYSIS Automotive body structure can be divided into two types: i. Frameworks constructed of beams ii. Panels Classical beam versus typical modern vehicle beam sections Assumptions:
TeSys contactors. Rated operational. current in AC V up to. kw kw kw kw kw kw kw A kg
Referenes TeSys ontators TeSys D ontators for motor ontrol up to kw at 00 V, in ategory AC- For onnetion y srew lamp terminals and lugs D0pp Dpp -pole ontators Standard power ratings of -phase motors 0-0
2012 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 ~~~~~~~~~~~~~~~~~~~~~~
selector switch type 06
seletor swith type 0 main features ompat and versatile 2 positions multi wafer seletor swith Compat and versatile 2 positions multi wafer seletor swith 2,000 swithing yles with up to.0 Nm swithing torque
QUAKE BRAKE TM MODEL QBC-12 SEISMIC SWAY BRACING KIT FEATURING
QUAKE BRAKE TM MODEL QBC-12 SEISMIC SWAY BRACING KIT FEATURING The QUAKE BRAKE TM Seismic Dampening Device. The QUAKE BRAKE TM was Certified NEBS Level 3 Zone Compliant after being tested in accordance
Tension 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
FORCE DISTRIBUTION OF REINFORCED CONCRETE COUPLING BEAMS WITH DIAGONAL REINFORCEMENT
FORCE DISTRIBUTION OF REINFORCED CONCRETE COULING BEAMS WITH DIAGONAL REINFORCEMENT Yenny Nurhasanah Jurusan Teknik Sipil, Fakultas Teknik, Universitas Muhammadiyah Surakarta Jl. A. Yani Tromol os 1 abelan
10012 Creviston DR NW Gig Harbor, WA fax
C.R. Laurence Co., Inc. ATTN: Chris Hanstad 2503 East Vernon Los Angeles, CA 90058 27 March 2013 SUBJ: CRL SRS STANDOFF RAILING SYSTEM GLASS BALUSTRADE GUARDS The SRS Standoff Railing System is an engineered
Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames. Virtual Work for Frames
IL 32 /9 ppling the virtual work equations to a frame struture is as simple as separating the frame into a series of beams and summing the virtual work for eah setion. In addition, when evaluating the
MODELLING THE POSTPEAK STRESS DISPLACEMENT RELATIONSHIP OF CONCRETE IN UNIAXIAL COMPRESSION
VIII International Conferene on Frature Mehanis of Conrete and Conrete Strutures FraMCoS-8 J.G.M. Van Mier, G. Ruiz, C. Andrade, R.C. Yu and X.X. Zhang Eds) MODELLING THE POSTPEAK STRESS DISPLACEMENT RELATIONSHIP
3-D Finite Element Analysis of Bolted Flange Joint of Pressure Vessel
ISSN No. 2230 7699 MIT Publications 35 3-D Finite Element Analysis of Bolted Flange Joint of Pressure Vessel Nomesh Kumar, P.V.G. Brahamanandam and B.V. Papa Rao Advanced Systems Laboratory, Defence Research
Beam Stresses Bending and Shear
Beam Stresses Bending and Shear Notation: A = name or area A web = area o the web o a wide lange setion b = width o a retangle = total width o material at a horizontal setion = largest distane rom the
Job 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
Initial Stress Calculations
Initial Stress Calculations The following are the initial hand stress calculations conducted during the early stages of the design process. Therefore, some of the material properties as well as dimensions
DETERMINATION OF MATERIAL PARAMETERS OF A TEXTILE REINFORCED COMPOSITE USING AN INVERSE METHOD
DETERMINATION OF MATERIAL PARAMETERS OF A TEXTILE REINFORCED COMPOSITE USING AN INVERSE METHOD J. Blom, H. Cuypers, P. Van Itterbeek and J. Wastiels VUB in Brussels -Faulty of Engineering, Department of
Three-dimensional Meso-scopic Analyses of Mortar and Concrete Model by Rigid Body Spring Model
Three-dimensional Meso-sopi Analyses of Mortar and Conrete Model by Rigid Body Spring Model K. Nagai, Y. Sato & T. Ueda Hokkaido University, Sapporo, Hokkaido, JAPAN ABSTRACT: Conrete is a heterogeneity
Beams on Elastic Foundation
Professor Terje Haukaas University of British Columbia, Vanouver www.inrisk.ub.a Beams on Elasti Foundation Beams on elasti foundation, suh as that in Figure 1, appear in building foundations, floating
Strengthening Concrete Slabs for Punching Shear with Carbon Fiber-Reinforced Polymer Laminates
ACI STRUCTURAL JOURNAL Title no. 104-S06 TECHNICAL PAPER Strengthening Conrete Slabs for Punhing Shear with Carbon Fiber-Reinfored Polymer Laminates by Kyriakos Sissakis and Shamim A. Sheikh This paper
SIZE EFFECT ON SHEAR STRENGTH OF RC BEAMS USING HSC WITHOUT SHEAR REINFORCEMENT
SIZE EFFECT ON SHEAR STRENGTH OF RC BEAMS USING HSC WITHOUT SHEAR REINFORCEMENT (Translation from Proeedings of JSCE, Vol.711/V-56, August 00) Manabu FUJITA Ryoihi SATO Kaori MATSUMOTO Yasuhiro TAKAKI
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.
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
Reinforced Concrete Design
Reinfored Conrete Design Notation: a = depth of the effetive ompression blok in a onrete beam A = name for area A g = gross area, equal to the total area ignoring any reinforement A s = area of steel reinforement
The Design of Fiber Reinforced Polymers for Structural Strengthening An Overview of ACI 440 Guidelines. Sarah Witt Fyfe Company November 7, 2008
The Design o Fiber Reinored Polymers or Strutural Strengthening An Overview o ACI 440 Guidelines Sarah Witt Fye Company November 7, 2008 1 GUIDE FOR THE DESIGN AND CONSTRUCTION OF EXTERNALLY BONDED FRP
(SO/EC - 70-005 Certified) Model nswer: Summer 7 Code: 17 mportant nstrutions to examiners: 1) The answers should e examined y key words and not as word-to-word as given in the model answer sheme. ) The
D e s i g n o f R i v e t e d J o i n t s, C o t t e r & K n u c k l e J o i n t s
D e s i g n o f R i v e t e d J o i n t s, C o t t e r & K n u c k l e J o i n t s 1. Design of various types of riveted joints under different static loading conditions, eccentrically loaded riveted joints.
Item No.: Sample Doc. No.: DESIGN METHOD - 0
ITEGRAL TYPE FLAGES UDER ITERAL PRESSURE internal design pressure P 0.590 MPa W m2 3.14bGy + b r r l y 470225.861 design temperature 82.000 C H p 2P(3.14bGm + b r r l m ) 115117.535 ambient temperature
Case Study in Reinforced Concrete adapted from Simplified Design of Concrete Structures, James Ambrose, 7 th ed.
ARCH 631 Note Set 11 F013abn Case Stdy Refored Conrete adapted from Simplified Design of Conrete Strtres, James Ambrose, 7 th ed. Bildg desription The bildg is a three-story offie bildg tended for spelative
10.2 The Occurrence of Critical Flow; Controls
10. The Ourrene of Critial Flow; Controls In addition to the type of problem in whih both q and E are initially presribed; there is a problem whih is of pratial interest: Given a value of q, what fators
Flexural Strength Design of RC Beams with Consideration of Strain Gradient Effect
World Aademy of Siene, Engineering and Tehnology Vol:8, No:6, 04 Flexural Strength Design of RC Beams with Consideration of Strain Gradient Effet Mantai Chen, Johnny Ching Ming Ho International Siene Index,