2018 IBC: Updates To Masonry Codes & Standards
2018 IBC: Updates toMasonry Codes & StandardsScott W. Walkowicz, P.E., N.C.E.E.S.On behalf of theNew Jersey & Delaware Valley Structural Masonry CoalitionCopyright 2018 IMI all rights reserved1
New Jersey Bricklayers and AlliedCraftworkers Labor ManagementFund
Copyright MaterialsThis presentation is protected by US andInternational copyright laws. Reproduction,distribution, display and use of thepresentation without written permission ofthe speaker is prohibited. International Masonry Institute 2018 All Rights Reserved
THIS PRESENTATION IS INTENDED FOR THE USE OF INDUSTRYPROFESSIONALS WHO ARE COMPETENT TO EVALUATE THE SIGNIFICANCEAND LIMITATIONS OF THE INFORMATION PROVIDED HEREIN. THISPUBLICATION SHOULD NOT BE USED AS THE SOLE GUIDE FOR MASONRYDESIGN AND CONSTRUCTION, AND IMI AND NJSMC/DVSMC DISCLAIMSANY AND ALL LEGAL RESPONSIBILITY FOR THE CONSEQUENCES OFAPPLYING THE INFORMATION.5
IMI is a Registered provider with the American Institute ofArchitects Continuing Education Systems. Credit earned oncompletion of this program will be reported to CES Records forAIA members. Certificates of Completion for non‐AIA membersare available on request.This program is registered with the AIA/CES for continuingprofessional education. As such, it does not include contentthat may be deemed or construed to be an approval orendorsement by the AIA of any material of construction or anymethod or manner of handling, using, distributing or dealing inany material or product. Questions related to specific materials,methods and services will be addressed at the conclusion ofthis presentation.
Learning Objectives Describe the development process of the TMS 402Building Code Requirements & TMS 602 Specificationfor Masonry Structures. Understand the relationship between the IBC andthe TMS 402/602. Review and understand select changesincorporated into the 2011, 2013 and 2016 TMS402/602 and discuss the likely impact from thesechanges to masonry design & construction. Understand how to implement the new provisions formasonry design.8
MSJC & TMS 402/602DEVELOPMENT PROCESS
ICC, IBC, IRCICC - International Code Council (I-Codes) 3 year development cycle Multiple materials Structural, fire, etc.IBC - International Building Code Chapter 14 Veneer Chapter 17 Special Inspection Chapter 21 MasonryIRC – International Residential Code 1 and 2 family dwellings10
How do they relate? IBC: Model code,legally adopted with orwithout localamendments MSJC & TMS 402/602:Reference documents11
Companion Documents Check the dates MSJC & TMS 402/602 date will be one or twoyears PRIOR to its companion IBC Also check for local amendments &adoptions12
Companion Documents 2012 IBC references2011 MSJC 2015 IBC references2013 MSJC 2018 IBC references2016 TMS 402 2021 IBC willreference 2016 TMS 4022011201313
TMS 402/602 (MSJC) Development Mandatory language standards that provideminimum requirements for the design & constructionof masonry Typically 3-year development cycle BUT currently a 6year cycle for the TMS 402/602! Consensus process balance, letter ballots, resolution of negatives,public comment Sponsoring society oversight & approval TMS, ACI, SEI/ASCE TMS is sole sponsor beginning with 2016 edition!TMS 402/602 Intended for adoption by Codes14
TMS 402/602 (MSJC) DocumentsBuilding Code Requirements for MasonryStructuresTMS 402-11 /ACI 530-11 /ASCE 5-11 (MSJC)TMS 402-13 /ACI 530-13 /ASCE 5-13 (MSJC)TMS 402-16 (TMS 402)Specification for Masonry StructuresTMS 602-11 /ACI 530.1-11/ASCE 6-11 (MSJC)TMS 602-13 /ACI 530.1-13/ASCE 6-13 (MSJC)TMS 602-16 (TMS 602)Commentary for eachNon-mandatory15
TMS 402/TMS602 (MSJC) TMS 402 Code containsprimarily structural designprovisions but also a fewConstruction Requirements –Designer oriented Construction provisions areprimarily found in the TMS 602Specification – Contractor &Inspector oriented Companion Commentary toeach – Non‐mandatory16
QUICK REVIEWSELECT CHANGES – 2011 MSJC(and some related provisions inthe IBC)
2011 MSJC – Select Changes The Code &Commentary andthe Specification &Commentary arenow shown in aside by side formatfor easier use byusers18
2011 MSJC – Select Changes Updated to ASCE 7-10 Required major recalibrationas a result of the change byASCE 7 to base wind loadson a “strength” level versus aservice level. As a result,wind “triggers” changed for: Empirical Design Veneer Glass Unit Masonry19
2011 MSJC – Select Changes Recalibration of stresses Removal of 1/3 stress increase option that wasformerly permitted for Allowable Stress Design(ASD) when considering wind or seismic loads Harmonization of ASD and SD shear provisions1/3 StressIncrease forWind &Seismic Some Allowable Stresses increased. Reducesimpact of removal of 1/3 stress increase options Conflict between the MSJC ASD loadingprovisions permitting the 1/3 stress increase andthe IBC ASCE 7 prohibition of the 1/3 stressincrease has been eliminated.20
Allowable Stresses - General Anchor Bolts: No change Major Revision in 2008 2008 Increased Allowables; Harmonizedwith Strength Design Bearing Stress Increased from 0.25 f′m to 0.33 f′m Nominal strength also increased from0.60 f′m to 0.80 f′m Changes based on comparison with othercodes21
Allowable Stresses – Unreinforced Masonry Flexural tension Increased by 33% based on reliability analysis Unchanged Axial compression Combined flexural and axial compression(0.33 f′m) ShearFlexural tension usually controls withunreinforced masonry so impact ofunchanged allowable stresses is minimal22
Allowable Stresses – Reinforced Masonry Allowable stresses for axial compression not changed Allowable steel reinforcement stress increased to32 ksi (Grade 60 steel) Based on comparison to strength design Allowable masonry stress due to combined flexureand axial loads increased to 0.45f’m Based on comparison to strength design Shear strength provisions now similar to strengthdesign Based on comparison to experimental data Permitted to add masonry &steel shear strength23
Building perimeter: 2(350’) 2(525’) 1,750 LF of wall2009 IBC / TMS 402: #5 Rebar at 24” o.c. 875 rebar 19,250 LF lap splices 124 CY of grout2012 IBC / TMS 402: #5 Rebar at 32” o.c. 657 rebar 14,438 LF lap splices 25% reduction / 2009 code 33% increase! 4,812 LF** less 5,053 lbs.** less 93 CY of grout 25% reduction using new codes / 33% increase if use 2009 code 31 CY less 4 to 5 trucks)
Impact of ASD Shear Design Provisions 2011 ASD shear provisions requireapproximately the same amount ofreinforcement as strength design provisions 2011 ASD shear provisions requiresignificantly less reinforcement than the2008 ASD provisions for ordinary shear walls 2011 ASD shear provisions requireapproximately the same amount ofreinforcement as the 2008 ASD provisionsfor special shear walls25
2011 MSJC – Select Changes2 Updates - Lap Splices & Development Length0.13d b f y 2ld K f 'm The beneficial effect of larger cover forcomputation of development length has beenchanged from 5db to 9db Option: Lap splices are permitted to be reducedwhere transverse reinforcement is placed within8” of the end of the splice if it is fully developedin grouted masonry.26
Building Code Requirements for Masonry Structures – MSJC2011 and 2013 𝐴𝑆𝐷 𝑎𝑛𝑑 𝑆𝐷 𝑆𝑝𝑙𝑖𝑐𝑒 𝑙𝑒𝑛𝑔𝑡ℎ.12" K lesser of masonry cover, splice clear spacing or 9db 𝛾 1.0 for #3‐#5, 1.3 for #6‐#7 and 1.5 for #8‐#9International Building Code 2012 and 2015 (ASD) (For ASD) In lieu of/as an alternative to (MSJC equations), it shallbe permitted to use: 𝑆𝑝𝑙𝑖𝑐𝑒 𝑙𝑒𝑛𝑔𝑡ℎ0.002𝑑𝑏𝑓𝑠 40db Increase 50% where reinforcement stress 80% of allowable! No alternate method for SD – use MSJC only .
Bar Size34567892013 MSJC (TMS 402) Lap LengthsRequired Lap Length (in.)8" CMU, Centered8" CMU, 2.5" from face2000 psi2500 psi3000 psi2000 psi2500 psi3000 952464285766979716513111710710292841711531402015 IBC Lap LengthsRequired Lap Length (in.)32,000 psi 25,600 psi 24,000 psi64 db51.2 db48 db3620184826246032307239368445429652481085854
Bar Size34567892013 MSJC (TMS 402) Lap LengthsRequired Lap Length (in.)12" CMU, Centered12" CMU, 2.5" from face2000 psi2500 psi3000 psi2000 psi2500 psi3000 93329278576695044411311171076357521711531402015 IBC Lap LengthsRequired Lap Length (in.)32,000 psi 25,600 psi 24,000 psi64 db51.2 db48 db3620184826246032307239368445429652481085854
Research presented at the 12th North American MasonryConference for flexural testing of masonry with lap lengthsrather than direct pull‐out as other research used.May indicate different equations or shorter required laplengths for some masonry application ?Will take a while to make it to codes .
2011 MSJC – Select Changes Deep Beam Provisionsadded. Apply to beamswhere the effectivespan-to-depth ratio,leff /dv is less than:leff per 1.13.1dv 3 for continuous span 2 for simple span Requires additional analysis as well asminimum flexural and shear reinforcement(Code Section 1.13.2)31
2011 MSJC – Select Changes New Appendix B for Masonry Infill Unreinforced CMU and Clay units (AAC infilladded in the 2013 MSJC)Participating and non-participating infillCompression strut methodConnectors only for out-of-plane32
‘Semi‐structural’MUST: isolate from frame for gravity deflections Connect to the frame for out‐of‐plane shearProvide proper contact to building columnsDesign masonry to resist shearDesign frame for changed loadsCOPYRIGHT WALKOWICZ CONSULTING ENGINEERS 201833
Bounding frame works withmasonry panelSteel or concrete frameFrame movement createsdiagonal corner contact anda ‘compression strut’Figure Credit: NCMA TEK 14‐23r1COPYRIGHT WALKOWICZ CONSULTING ENGINEERS 201834
Must connect for out ofplane loadsClose contact with beamand column surfaces (flat!)Figure Credit: NCMA TEK 14‐23r1COPYRIGHT WALKOWICZ CONSULTING ENGINEERS 201835
Figure Credit: NCMA TEK 14‐23r1COPYRIGHT WALKOWICZ CONSULTING ENGINEERS 201836
Design Panel Length 30’Design Panel Height 16’Example Shear Load 3,000#Design Shear Capacity 13,500#Must design the frame for interactive loads/reactionsData Credit: NCMA TEK 14‐23r1COPYRIGHT WALKOWICZ CONSULTING ENGINEERS 201837
Out of plane load resistance:NOT by simple vertical or horizontal span!!!Employs arching action and strength design approach basedon researchExample Design Pressure: 24 psfExample Design Capacity: 25 psf – OK!COPYRIGHT WALKOWICZ CONSULTING ENGINEERS 2018Data Credit: NCMA TEK 14‐23r138
New in the 2011 MSJC Anchor boltinstallationrequirements havebeen revised. Reference only torunning bond or “notin running bond”rather than referenceto stack bond or otherbond patterns.
New in the 2011 MSJC Revised equation for wallswith laterally restrained orlaterally unrestrainedunbounded prestresssingtendons. Commentary guidance onseismic design coeffients forprestressed masonry shearwalls. (Will be removedwhen included in ASCE 7)
2011 MSJC – Select Changes Empirical design restricted from use instructures located in Risk Category IV.(Essential Structures) Adhered dimension stone provisions areincluded. Single pintle ties are permitted for anchoredveneer Clarification that drips are not permitted inwire anchors and joint reinforcement crosswires and tabs.41
2011 MSJC – Select Changes AAC moves from anAppendix A to newChapter 8 Provisions for nominal sliding shearstrength added at the interface of AACand thin bed mortar. Quality assurance requirements forAAC masonry were expanded andclarified.42
2011 MSJC – Select Changes MSJC QA tables Direct reference in the IBC 2012 New column in the Tables includesreference to specific code/spec provisions43
2011 MSJC – Select Changes Grout lift height changed to 5’-4” toaccommodate modular construction. Prism testing provisions for specimenscut from construction were included.44
2011 MSJC Select Changesand many more 45
SELECT CHANGES –2013 MSJC
2013 MSJC - ReorganizationPart 3: Engineered Design MethodsPart 1: General Chapter 1 – General Requirements Chapter 8: ASD Chapter 2 – Notations & Definitions Chapter 9: SD Chapter 3 – Quality & Construction Chapter 10: Prestressed Chapter 11: AACPart 2: Design Requirements Chapter 4: General Analysis &Design Considerations Chapter 5: Structural Elements Chapter 6: Reinforcement, MetalAccessories & Anchor Bolts Chapter 7: Seismic DesignRequirementsUser Friendly/Designer Input5 Parts with smaller focused chapters3 AppendicesPart 4: Prescriptive Design Methods Chapter 12: Veneer Chapter 13: Glass Unit Masonry Chapter 14: Masonry Partition WallsPart 5: Appendices & References Appendix A – Empirical Design ofMasonry Appendix B: Design of Masonry infill Appendix C: Limit Design of Masonry ReferencesSpecification47
2013 MSJC Code ReorganizedPart 1: GeneralPart 2: DesignRequirementsPart 3:EngineeredDesign MethodsPart 4:PrescriptiveDesign MethodsPart 5:Appendices &ReferencesChapter 1 –GeneralRequirementsChapter 4:General Analysis& DesignConsiderationsChapter 8: ASDChapter 12:VeneerAppendix A –Empirical Designof MasonryChapter 2 –Notations &DefinitionsChapter 5:StructuralElementsChapter 9: SDChapter 13: GlassUnit MasonryAppendix B:Design of MasonryinfillChapter 3 –Quality &ConstructionChapter 6:Reinforcement,Metal Accessories& Anchor BoltsChapter 10:PrestressedChapter 14:Masonry PartitionWallsAppendix C: LimitDesign of MasonryChapter 7:Seismic DesignRequirementsChapter 11: AACReferences48
2013 MSJC - Limit Design Appendix C in 2013 MSJC Seismic design – Optional Sophisticated Analysis Method Perforated Walls “This was a bold move for masonry and marksit as an even more serious structural material.”49
Limit Design: Seismic Design ofReinforced Masonry Structures force - based design (ASCE 7 - 10)emphasizes strength displacement - based design (no code provisions yet)emphasizes deformation50
Force-based Seismic Design Limitations uncoupled cantilever walls areeasy to design coupled cantilever walls aremore difficult to design walls with arbitrary openingsmay be impossible to designrationally51
2013 MSJC - Empirical designPast MSJC Codes Chapter 5: Empirical Design of Masonry2013 MSJC Code Appendix A: Empirical Design of Masonry Relocated from previous Code Chapter 5 Mandatory appendix Checklist to make sure provisions are usedcorrectly and appropriately.52
2013 MSJC – Partition wallsChapter 5 14: Masonry Partition Walls Partition walls are ‘walls without structural function’ New requirements are similar to the partition wall requirementsin previous empirical chapter but changes based on ASDanalysis Tables for 5 psf and 10 psf lateral loadExample – 5 psf table shown belowMaximum l/t1 and h/t1 Requirements from 2013 MSJC Table 14.3.1(5) when the Lateral Load doesnot exceed 5 psf (0.239 kPa)Mortar typesUnit and Masonry TypePortland cement/lime or mortarcement1Masonry cement or air entrainedportland cement/limeM or SNM or SNUngrouted and partially grouted hollow units26242218Solid units and fully grouted hollow units340363326t by definition is the nominal thickness of member53
2013 MSJC - Select Changes Partially grouted shear walls were addressedwith some refinement perhaps coming infuture cycles. Moment magnifier provisions were added forconcrete masonry, clay masonry and also forAAC masonry. Modulus of Rupture values were increased byapproximately 33%54
2013 MSJC - Select Changes Masonry Cement Mortar permitted forfully grouted participating elements inSDC D and higher AAC Infill provisions were added toAppendix B: Design of Masonry Infill55
2013 MSJC – Select Changes Updating done for the requirements for: mechanical splices in flexural reinforcementin plastic hinge zones – must developspecified tensile strength of the bar; joint reinforcement and seismic clips foranchored veneer in SDC E and F no longerrequired. Joint reinforcement (with 3/16” diameterside wires) can now be used as primaryreinforcement in Strength Design.56
2013 MSJC – Unit Strength Table2013 MSJC Table 2: Compressive strength of masonry based on the compressivestrength of concrete masonry units and type of mortar used in constructionNet area compressive strengthof concrete masonry, psi(MPa)Net area compressive strength of ASTM C90 concrete masonryunits, psi (MPa)Type M or S MortarType N Mortar1,700 (11.72)‐‐‐1,900 (13.10)1,900 (13.10)1,900(13.10)2,350 (14.82)2,000 (13.79)2,000 (13.79)2,250 (15.51)2,600 (17.93)3,400 (23.44)2,500 (17.24)3,250 (22.41)4,350 (28.96)2,750 (18.96)3,900 (26,89)‐‐‐‐3,000 (20.69)4,500 (31.03)280048002,650 (18.27)‐‐‐‐3050Selectpre-2013values5250 Both unit strength tables reformatted to be more user friendly Values in Table 2 were recalibrated as shown above Generally higher masonry compressive strength tailing off athigher unit strengths Prism testing still an option57
2013 MSJC – Unit Strength TableSpecify above the ASTM C90 minimum strength
2013 MSJC – ASTM C90 Changes Changed the web requirements: C90-11a and earlier (C90-08 for 2011MSJC): Minimum thicknesses of ¾” for 3” and 4” units,1” for 6” and 8”, and 1-1/8” for 10” and greater; Equivalent Web Thickness values – greater than2 webs, less than three Starting with C90-11b (C90-12 for 2013MSJC and C-90-15 for 2016 TMS 402): Minimum thicknesses of ¾” for all units; Normalized Web Area values – 6.5 sq. in./sq. ft.59
2013 MSJC – ASTM C90 Changes Starting with C90‐11b – Equivalent web area replacesequivalent web thickness.
2013 MSJC – ASTM C90 Changes Examples of unit configurations that comply with newASTM C90 web area requirementsNCMA TEK 2-5B
2013 MSJC - Select Changes ASTM C90-12 referenced in the 2013 MSJCtriggering a requirement to check normalizedweb area: ASD and SD – Min. normalized web area of 27 in2/ft2(revised to 25 in2/ft2 in the 2016 TMS 402) or do acalculated web shear stress check. Partitions and Empirical – Min. normalized web area of27 in2/ft2 (revised to 25 in2/ft2 in the 2016 TMS 402)required unless section is solidly grouted to useprescriptive provisions. This allows the web shear stresscheck to be avoided. Looking at deleting or significantly dropping the limit –originally based on old web areas for 2-core block62
2013 MSJC - Select Changes d distance figures were added to theSpecification to help illustrate tolerancesbased on d.when d 8 in. (203 mm), tolerance ½ in. (12.7 mm)when 8 in. (203 mm) d 24 in. (610 mm), tolerance 1 in. (25.4 mm)when d 24 in. (610 mm), tolerance 1 ¼ in. (31.8 mm)ddEnd of walldReinforcement on one or both facesSpecified location 1 in. (25.4 mm)When wall segment 24 in. (610 mm)Acceptable range of placement-2 in. (50.8 mm) 2 in. (50.8 mm)Specified locationwhen wall segment exceeds 24 in. (610 mm) Mortar joint tolerances at foundationsand at flashings were clarified.63
2013 MSJC - Select Changes Clarification that bond beams may bestepped or sloped.(4)(3)(1)(2)(2)(1)(5)Example of sloped bond beamExample of stepped bond beamFigure SC-1: Sloped and Stepped Bond Beams64
2013 MSJC Select Changesand many more 65
SELECT CHANGES –2016 TMS 402/TMS 602
2016 MSJC – Select Changes Updated to ASCE 7-16 ASCE 7-16 Features: Recalibration of wind speeds in hurricane/non-hurricanezonesKe Ground Elevation FactorRoof Pressure CoefficientsSeismicOnline Hazard Tool Seismic, Ground Snow Loads,Basic Wind Speeds,Atmospheric Icing Thickness67
2018 IBC – Lap Length Equation ASD 12” or 40db ld 0.002dbfs 50% penalty if fs 0.8Fs but need not be 72 db SD Equation (6-1) TMS need not be 72 db68
Building Code Requirements for Masonry Structures – MSJC2011 and 2013 𝐴𝑆𝐷 𝑎𝑛𝑑 𝑆𝐷 𝑆𝑝𝑙𝑖𝑐𝑒 𝑙𝑒𝑛𝑔𝑡ℎ.12" K lesser of masonry co
Nov 04, 2018 · 2018 IBC references 2016 TMS 402 . International Building Code 2012 and 2015 (ASD) (For ASD) In lieu of/as an alternative to (MSJC equations), it shall be permitted to use: .
2015 IBC Transition from the 2009 IBC 33 2015 Mezzanine – Means of egress and Openness 2015 IBC Transition from the 2009 IBC 34 2012 IBC 2015 IBC 505.2.2 505.2.3 The specific provisions for mezzanine means of egress have been deleted and replaced with a general reference to C
A The UPS and one or more Model IBC-L units in a line-up-and-match configuration. A The UPS and one or more Model IBC-L units in a standalone configuration. 1.2 UPS Systems Using Powerware 9390 Battery Cabinets A Powerware 9390 40-80 kVA UPS (Model IBC-S and Model IBC-L) A Powerware 9390 120-160 kVA UPS (Model IBC-L only)
Grupo IBC que tem as marcas: Instituto Brasileiro de Coaching - IBC, IBC Imóveis, Coaching Assessment IBC, IBC Shop e IBC Corporativo. A missão do IBC PNL é oferecer as melhores e mais diferenciadas formações em Programação Neurolinguística e a sua visão é se tornar a maior referência em PNL do Brasil.
Amended IBC-2012 IBC-2015 IBC-2018 101.2 Scope. The provisions of this code shall apply to the construction, alteration, relocation, enlargement, replacement, repair, equipment, use and occupancy, location, maintenance, removal and demolition of every building or structure or any appurtenances connected or attached to such buildings or structures.
Adopted ASCE 7 -10 with Supplement No. 1 Adopted ASCE 7 -16. ASCE 7-16. Adopts ASCE 7-16 with Supplement No. 1. 2021 IBC. ACI 318-14 and -19. 2018 IBC. 2021 IBC. SDPWS-2015 and -2021 2018 IBC. 2021 IBC. LIVE LOAD, ROOF. A load on a roof produced: 1. During maintenance by workers, equipment
Masonry lintel design is a critical part of an efficient structural masonry solution. The design of masonry . Figure 2: Steel lintel at bearing Figure 3: Masonry lintel intersection masonry jamb. 2020. Lintel design criteria for all tables below: - Masonry design is based on f'm 2500 psi, strength design, and is designed using NCMA .
LANL Engineering Standards Manual STD -342 100 Chapter 16, IBC Program Section IBC-GEN – General IBC Program Requirements Rev. 11, 11/29/18 Page 2 of 27 1.0 PURPOSE A. To establish the LANL building program (“IBC Program”).1 B. LANL is unique in that it is responsible for both major IBC roles: the project owner and the jurisdiction. This chapter addresses both roles, establishing (1 .
Learning Objectives A brief overview of significant base code changes between the 2012 IBC and the 2018 IBC. A review of notable Southern Nevada amendments under the 2018 IBC. A review of the unique high-rise/ mid-rise building design requirements in each local Southern Nevada Authority Having Jurisdiction (AHJ). A review of the “rules of the road” when applying the 2018 IEBC.
