2015 ibc changes for seaoo - seaoa - home ibc...is span-to-depth ratio ≤ 3 and no horizontal ......

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S. K. Ghosh Associates Inc.

www.skghoshassociates.com

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2015 IBC Key Changes


Palatine, IL and Aliso Viejo, CA


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2015 IBC

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CHAPTER 16 STRUCTURAL DESIGN

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ASCE 7-10 Including Supplement 1

ReferencedIn 2015 IBC

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Is diaphragm wood structural panels or untopped steel decking?

Is any of the following true?

1- & 2-family dwelling of light-frame construction

Vertical elements one of the following:

•Steel braced frames•Composite steel and concrete braced frames•Concrete, masonry, steel or composite shear walls

Structure of light-frame construction where conditions in Section12.3.1.1c.1,2 are met

Is diaphragm• Concrete slab?• Concrete filled metal deck?

Is span-to-depth ratio ≤ 3 and no horizontal irregularities?

Assume Rigid

Assume Flexible

See Next Slide

Y

NN

Y

Y

Y

N

N

STA

RT

Rigid vs. Flexible Diaphragms

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Assume Flexible

Y

Assume Rigid

N

MAXIMUM DIAPHRAGMDEFLECTION (MDD)

AVERAGE DRIFT OFVERTICAL ELEMENT(ADVE)

Is MDD > 2 (ADVE)?

S

De

SEISMIC LOADING

Rigid vs. Flexible Diaphragm

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w

L/2 L/2

K KKStiffness

0.25wL 0.25wL0.50wLFlexible

Rigid 0.33wL 0.33wL0.33wL


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12.3.1 Diaphragm Flexibility

The structural analysis shall consider the relative stiffnesses of diaphragms and the vertical elements of the seismic force-resisting system. Unless a diaphragm can be idealized as either flexible or rigid in accordance with Sections 12.3.1.1, 12.3.1.2, or 12.3.1.3, the structural analysis shall explicitly include consideration of the stiffness of the diaphragm (i.e., semirigid modeling assumption).

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SECTION 202

Diaphragm flexible. A diaphragm is flexible for the purpose of distribution of story shear and torsional moment where so indicated in Section 12.3.1 of ASCE 7.

Diaphragm, rigid. A diaphragm is rigid for the purpose of distribution of story shear and torsional moment when the lateral deformation of the diaphragm is less than or equal to two times the average story drift.

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1604.4 Analysis.

. . . A diaphragm is rigid for the purpose of distribution of story shear and torsional moment when the lateral deformation of the diaphragm is less than or equal to two times the average story drift. Except where diaphragms are flexible, or are permitted to be analyzed as flexible, Where required by ASCE 7, provisions shall be made for the increased forces induced on resisting elements of the structural system resulting from torsion due to eccentricity between the center of application of the lateral forces and the center of rigidity of the lateral force-resisting system.

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Roof Snow Load Data (on the Construction Documents)1603.1.3 Roof snow load data. The ground snow load, pg, shall be indicated. In areas where the ground snow load, pg, exceeds 10 psf, the following additional information shall also be provided, regardless of whether snow loads govern the design of the roof:

1. …

5. Drift surcharge load(s), pd, where the sum of pd and pf exceeds 20 psf.

6. Width of snow drift(s), w.

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Flood Design Data (on the Construction Documents)1603.1.7 Flood design data.

ASCE 24, Flood Resistant Design and Construction, no longer uses the structure/risk category designation. Instead, ASCE 24-13 requires each building and structure to be assigned to a “Flood Design Class”, which is then used throughout the standard to specify elevation requirements and floodproofing limitations. Other changes have happened for consistency with the terminology used in ASCE 24-13.

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Photovoltaic Panel Systems

1603.1.8 Special loads.

1603.1.8.1 Photovoltaic panel systems. The dead load of rooftop-mounted photovoltaic panel systems, including rack support systems, shall be indicated on the construction documents.

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Serviceability

TABLE 1604.3 DEFLECTION LIMITS a, b, c, h, i

CONSTRUCTION L S or Wf D + Ld,g

Roof members:e

Supporting plaster or stucco ceilingSupporting nonplaster ceilingNot supporting ceiling

l/360l/240l/180

l/360l/240l/180

l/240l/180l/120

Floor members l/360 — l/240

Exterior walls and interior partitions:With plaster or stucco finishWith other brittle finishesWith flexible finishes

———

l/360l/240l/120

———

Interior partitions:b

With plaster or stucco finishWith other brittle finishesWith flexible finishes

l/360l/240l/120

———

———

Farm buildings — — l/180

Greenhouses — — l/120

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Serviceability

TABLE 1604.3 DEFLECTION LIMITS (continued)

b. Interior partitions not exceeding 6 feet in height and Flexible, folding and portable partitions are not governed by the provisions of this section. The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.14.

d. For wood structural members having a moisture content of less than 16 percent at time of installation and used under dry conditions, the deflection resulting from L + 0.5D is permitted to be substituted for the deflection resulting from L + D.d. The deflection limit for the D+L load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load deflection. For wood structural members that are dry at time of installation and used under dry conditions in accordance with AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection resulting from 0.5D. For wood structural members at all other moisture conditions, the creep component of the long-term deflection is permitted to be estimated as the immediate dead load deflection resulting from D. The value of 0.5D shall not be used in combination with AWCNDS provisions for long-term loading.

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Serviceability

TABLE 1604.3 DEFLECTION LIMITS (continued)

f. The wind load is permitted to be taken as 0.42 times the “component and cladding” loads for the purpose of determining deflection limits herein. Where members support glass in accordance with Section 2403 using the deflection limit therein, the wind load shall be no less than 0.6 times the “component and cladding” loads for the purpose of determining deflection.

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Risk Category Determination

1604.5 Risk category. Each building and structure shall be assigned a risk category in accordance with Table 1604.5. Where a referenced standard specifies an occupancy category, the risk category shall not be taken as lower than the occupancy category specified therein. Where a referenced standard specifies that the assignment of a risk category be in accordance with ASCE 7, Table 1.5-1, Table 1604.5 shall be used in lieu of ASCE 7, Table 1.5-1.

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Risk Category Determination

TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER S TRUCTURES

RISK CATEGORY

NATURE OF ACCUPANCY

III

Buildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to:

• Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.• Buildings and other structures containing elementary school, secondary school or day care facilities Group E occupancies with an occupant load greater than 250.• Buildings and other structures containing adult education facilities, such as colleges and universities, educational occupancies for students above the 12th grade with an occupant load greater than 500.• Group I-2 …

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Live Loads

TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOA DS, Lo, AND MINIMUM CONCENTRATED LIVE LOADS g

OCCUPANCY OR USEUNIFORM

(psf)CONCENTRATED

(pounds)

21. Marquees, except one- and two-family dwellings 75 —

25. ResidentialOne- and two-family dwellings

Uninhabitable attics without storagei

Uninhabitable attics with storagei, j, k

Habitable attics and sleeping areask

Canopies, including marqueesAll other areas

(portions of residential items not shown remain unchanged)

1020302040

26. RoofsAwnings and canopies:

Fabric construction supported by a skeleton structureAll other construction, except one- and two-family dwellings

(portions of roof items not shown remain unchanged)

5Nonreducible

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Live Loads

1607.5 Partition loads. In office buildings and in other buildings where partition locations are subject to change, provisions for partition weight shall be made, whether or not partitions are shown on the construction documents, unless the specified live load exceeds is 80 psf or greater. The partition load shall not be less than a uniformly distributed live load of 15 psf.

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Live Loads

1607.10.2 Alternative uniform live load reduction.

R = 0.08(A – 150) (Equation 16-24)

Such reduction shall not exceed the smallest of:

1. 40 percent for horizontal members supporting one floor;

2. 60 percent for vertical members supporting two or more floors; or

3. R as determined by the following equation.

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Live Loads

Section 202 – DEFINITITIONS. VEGETATIVE ROOF: An assembly of interacting components designed to waterproof and normally insulate a building’s top surface that includes, by design, vegetation and related landscape elements.

1607.12.3 Occupiable roofs. Areas of roofs that are occupiable, such as vegetative roofs, roof gardens, or for assembly or other similar purposes, and marquees are permitted to have their uniformly distributed live loads reduced in accordance with Section 1607.10.

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Live Loads

1607.12.3.1 Vegetative and Landscaped roofs. The uniform design live load in unoccupied landscaped areas on roofs shall be 20 psf (0.958 kN/m2). The weight of all landscaping materials shall be considered as dead load and shall be computed on the basis of saturation of the soil as determined in accordance with ASTM E 2397. The uniform design live load in unoccupied landscaped areas on roofs shall be 20 psf. The uniform design live load for occupied landscaped areas on roofs shall be determined in accordance with Table 1607.1.

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1607.12.5 Photovoltaic panel systems.

Roof surfaces covered with PV panels should be designed for the roof live load, Lr, in addition to the panel loading unless the clear space between the panel and the rooftop is 24 inches or less.

PV panels designed to be roof itself must be designed to support Lr in combination with any other applicable loads.

Ballasted PV panels must be designed per Section 1604.4 and meet the deflection limits of Section 1604.3.6.

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Wind Loads

1609.1.1 Determination of wind loads.

…

Exceptions:

6. Wind tunnel tests in accordance with Chapter 31 of ASCE 7ASCE 49 and with Sections 31.4 and 31.5 of ASCE 7.

CHAPTER 35 - REFERENCED STANDARDS

ASCE/SEI. ASCE 49-07 Wind Tunnel Testing for Buildings and Other Structures.

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Wind Loads

1609.1.1 Determination of wind loads. …The wind speeds in Figures 1609.3(1), 1609.3(2) and 1609.3(3) are ultimate design wind speeds, Vult, and shall be converted in accordance with Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in Exceptions 1 through 5 4 and 5 are used.

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Wind Loads

1609.1.2 Protection of openings.

…

Exceptions:

1. Wood structural panels with a minimum thickness of 7/16 inch and maximum panel span of 8 ft shall be permitted for opening protection in one- and two-story buildings with a mean roof height of 33 ft or less that are classified as Group R-3 or R-4 occupancy. Panels shall be …

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Flood Loads

Section 202 – DEFINITITIONS.

COASTAL A ZONE

LIMIT OF MODERATE WAVE ACTION

FLOOD HAZARD AREA SUBJECT TO HIGHVELOCITY WAVE ACTION COASTAL HIGH HAZARD AREA

For consistency with ASCE 24-13 –Flood Resistant Design and Construction.

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Flood Loads

1612.4 Design and construction. The design and construction of buildings and structures located in flood hazard areas, including flood hazard areas subject to high-velocity wave action coastal high hazard areas and coastal A zones, shall be in accordance with Chapter 5 of ASCE 7 and ASCE 24.

1612.5 Flood hazard documentation. . . .

1. For construction in flood hazard areas other than flood hazard areas subject to high-velocity wave action coastal high hazard areas or coastal A zones: . . .

2. For construction in flood hazard areas subject to high-velocity wave action coastal high hazard areas and coastal A zones: . . .

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Earthquake Loads

1613.3.1 Mapped acceleration parameters. . . . The parameters SS and S1 shall be, respectively, 1.5 and 0.6 for Guam and 1.0 and 0.4 for American Samoa.

The US Geological Survey (USGS) has recently developed seismic hazard and MCER ground motion maps for Guam and American Samoa; these are added to the existing maps in Figure 1613.3.1.

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Earthquake Loads

1613.5 Amendments to ASCE 7. The provisions of Section 1613.5 shall be permitted as an amendment to the relevant provisions of ASCE 7.

1613.5.1 Transfer of anchorage forces into diaphrag m. Modify ASCE 7 Section 12.11.2.2.1 as follows [only the modifications are underlined below]:

12.11.2.2.1 Transfer of anchorage forces into diaphragm. . . . The maximum length-to-width ratio of a wood, wood structural panel, or untopped steel deck sheathed the structural subdiaphragm that serves as part of the continuous tie system shall be 2.5 to 1. . . .

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1613 EARTHQUAKE LOADS

1613.6 Ballasted photovoltaic panel systems. Ballasted, roof-mounted photovoltaic panel systemsneed not be rigidly attached to the roof or supporting structure. Ballasted nonpenetrating systems shall be designed and installed only on roofs with slopes not more than 1 unit vertical in 12 units horizontal. Ballasted nonpenetrating systems shall be designed to resist sliding and uplift resulting from lateral and vertical forces as required by Section 1605, using a coefficient (continues)

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1613.6 Ballasted photovoltaic panel systems. (continued)

of friction determined by acceptable engineering principles. In structures assigned to, Seismic Design Category C, D, E or F, ballasted nonpenetrating systems shall be designed to accommodate seismic displacement determined by nonlinear response-history analysis or shake-table testing, using input motions consistent with ASCE 7 lateral and vertical seismic forces for nonstructural components on roofs.

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Supplement No. 1 to ASCE 7-10

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Special Moment Frames in High-SDC Structures

12.2.5.5 Special Moment Frames in Structures Assigned to Seismic Design Categories D through F. For structures assigned to Seismic Design Categories D, E, or F, awhere a special moment frame is required by Table 12.2-1 due to the structural system limitations, the frame shall be continuous to the base.

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Special Moment Frames in High-SDC Structures12.2.5.5 Special Moment Frames in Structures Assigned to Seismic Design Categories D through F. (Contd.)

A special moment frame that is used but not required by Table 12.2-1, shall notis permitted to be discontinued above the base and supported by a more rigid system with a lower response modification coefficient, R., unless provided that the requirements of Sections 12.23.3.12 and 12.3.3.4 are met. Where a special moment frame is required by Table 12.2-1, the frame shall be continuous to the foundation.

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Special Moment Frames in High-SDC Structures12.2.5.5

The original ASCE 7-10 language, if incorrectly interpreted, as happened often, was overly restrictive. The modification clarifies that it is not necessary to carry the moment-resisting frames to the foundation, where the base can be taken above the foundation. It also clarifies that this provision is only intended for conditions where the designer is required to use an SMF due to a system limitation such as height limit. When an SMF is used by choice, such as in a low-SDC building, this section need not apply at all.

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Elements Supporting Discontinuous Walls or Frames12.3.3.3 Elements Supporting Discontinuous Walls or Frames. Columns, beams, trusses, or slabsStructural elements supporting discontinuous walls or frames of structures having horizontal irregularity Type 4 of Table 12.3-1 or vertical irregularity Type 4 of Table 12.3-2 shall be designed to resist the seismic load effects including overstrength factor of Section 2.4.3. The connections of such discontinuous elements wallsor frames to the supporting elements shall be adequate to transmit the forces for which the discontinuous elements walls or frames were required to be designed.

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Elements Supporting Discontinuous Walls or Frames

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Elements Supporting Discontinuous Walls or FramesAddition to C12.3.3.3:

. . . Hence, the provision has not been limited simply to downward force, but instead to the larger context of “vertical load.” Additionally walls that support isolated point loads from frame columns or perpendicular walls or walls with significant vertical offsets, as shown in Figures C12.3-3 and C12.3-4, can be subject to the same type of failure due to overload. . . .

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Elements Supporting Discontinuous Walls or Frames

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Redundancy Factor and Extreme Torsional Irregularity

12.3.4.2 Redundancy Factor, ρ, for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E, or F, and having Extreme Torsional Irregularity as defined in Table 12.3-1, Type 1b, ρ shall equal 1.3. For other structures assigned to Seismic Design Category D, and for structures assigned to Seismic Design Categories E or F, ρ shall equal 1.3 unless one of the following twoconditions is met, whereby ρ is permitted to be taken as 1.0.

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12.3.4.2 Redundancy Factor, ρ, for Seismic Design Categories D through F. Commentary?

A reduction in the value of rho from 1.3 is not permitted for structures assigned to Seismic Design Category D that have an extreme torsional irregularity (Type 1b). Seismic Design Categories E and F are not also specified because extreme torsional irregularities are prohibited (see Section 12.3.3.1).

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Approximate Fundamental Period

12.8.2.1 Approximate Fundamental Period. The approximate fundamental period, Ta, for masonry or concrete shear wall structures not exceeding 120 feet in height is permitted to be determined from Eq. 12.8-9 as follows:

(12.8-9)

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Approximate Fundamental Period

12.8.2.1 Approximate Fundamental Period.

where Cw is calculated from Eq. 12.8-10 as follows:

(12.8-10)

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Overstrength Factors for Architectural, Electrical, Mechanical Components

ASCE 7-10 Section 13.4.2.1 defers to ACI 318-11 Appendix D for anchorage to concrete. ACI 318-11 Sections D.3.3.4.3(d) and D.3.3.5.3(c) both require use of overstrength factor Ωo for design of anchors in concrete in SDC C, D, E or F where other anchor protection options are not met. These provisions replace the previous requirement in ACI 318-08 to multiply the strength by 0.4. ACI does not specify the value of Ωo, and the commentary states that values for Ωo should be taken from ASCE 7.

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Values of Ωo for nonstructural components are not specified in ASCE 7-10. This omission is corrected by assigning values for Ωo in Tables 13.5-1 and 13.6-1. The values proposed are roughly correlated with the values of Rp in that high values of Rp are assigned an Ωo equal to 2½ and low values of Rp are given an Ωo

equal to 1½ . Future research may permit the assignment of Ωo on the basis of more defined criteria, but a greater degree of refinement is not warranted at this time.

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Architectural Component apa Rp

b Ω0c

Interior Nonstructural Walls and Partitionsb

Plain (unreinforced) masonry walls 1 1 ½ 1 ½

All other walls and partitions 1 2 ½ 2 ½

C Overstrength as required for anchorage to concrete. See Section 12.4.3 for inclusion of overstrength factor in seismic load effect.

Table 13.5-1 Coefficients for Architectural Compone nts

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C Overstrength as required for anchorage to concrete. See Section 12.4.3 for inclusion of overstrength factor in seismic load effect.

Table 13.6-1 Coefficients for Mechanical and Electr icalComponents

MECHANICAL AND ELECTRICAL COMPONENTSap

a Rpb Ω0

c

Air-side HVAC, fans, air handlers, air conditioning units, cabinetheaters, air distribution boxes, and other mechanicalcomponents constructed of sheet metal framing.

2 ½ 6 2 ½

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Nonbuilding Structures Not Similar to Buildings

15.4 STRUCTURAL DESIGN REQUIREMENTS

Revise Table 15.4-2 as shown below:

For consistency with Table 12.2-1.

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Steel Storage Racks

15.5.3 Steel Storage Racks (Reason):

This Rack Manufacturers Institute (RMI) 2012 Standard ANSI/MH 16.1 has been updated to include constructive changes that were generated from a previous ASCE 7 Seismic Subcommittee review of a then-proposed 2010 revision, as well as comments and reconciled negatives from an ANSI canvass balloting process for that earlier 2010 RMI MH 16.1 draft. Changes made to the 2012 edition of RMI MH 16.1 allowed Section 15.5.3.1 to be deleted.

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Ground-Supported Storage Tanks for Liquids

15.7.6 Ground-Supported Storage Tanks for Liquids

Revise Equation 15.7-10:

Sac = the spectral acceleration of the sloshing liquid (convective component) based on the sloshing period Tc and 0.5 percent damping

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Ground-Supported Storage Tanks for Liquids15.7.6 Ground-Supported Storage Tanks for Liquids

Add the following paragraph to the end of C.15.7.6 Ground-Supported Storage Tanks for Liquids:

The limit on Equation 15.7-10 was revised to SDS to restore the original value used in FEMA 450, match the limit used in current tank standards, and to match the provisions in Section 15.7.6.1a intended for tank diameters less than 20 feet. The revised limit impacts the designs of tanks approximately 30 inches in diameter and less.

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CHAPTER 17

SPECIAL INSPECTIONS AND TESTS

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Used Materials

1701.3 Used materials. The use of second-hand materials that meet the minimum requirements of this code for new materials shall be permitted.

(Reason): This is nearly identical to 104.9.1 and is thus redundant here.

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Submittals to the Building Official

1704.5 Submittals to the building official. Requirements for submittal of reports and certificates related to construction that is subject to special inspections and tests are now clearly specified in the new Section 1704.5.

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Steel Construction

1705.2 Steel construction.

Extensive changes are made to coordinate the special inspection and nondestructive testing provisions with the new terminology for structural steel elements in Chapter 22. Also, a new SDI standard (SDI QC/QA-2011) is referenced for the inspection of steel floor and roof decks.

Welding inspection requirements of reinforcing steel are moved to Section 1705.3, concrete construction.

SJI standards (referenced in Section 2207.1) contain provisions for inspections of open web (continues)

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Steel Construction

1705.2 Steel construction. (Reason)

(continued) steel joists and joist girders, but they are limited to quality control inspections by the manufacturer before shipment. The new Section 1705.2.3 and Table 1705.2.3 require special inspections during the installation.

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Concrete Construction

The requirement for special inspection of cast-in-place anchors in concrete where allowable loads have been increased or strength design is used has been deleted from Table 1705.3. Specific requirements for the design and installation of adhesive anchors are now included in ACI 318; continuous special inspection has been added for these types of anchors installed horizontally or in upwardly inclined orientations with sustained loads.

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Concrete ConstructionTABLE 1705. 3

REQUIRED VERIFICATION AND SPECIAL INSPECTIONS AND TES TS OF CONCRETE CONSTRUCTION

TYPECONTINUOUS SPECIAL

INSPECTION

PERIODIC SPECIAL

INSPECTION

REFERENCEDSTANDARDa

IBC REFERENCE

3. Inspection of anchors cast in concrete where allowable loads have been increased or where strength design is used.

— X ACI 318:8.1.3, 21.2.8 17.8.2

1908.5,1909.1

4. Inspection of anchors post-installed in hardened concrete membersb.

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads.b. Mechanical anchors and adhesive anchors not defined in 4.a.

X

—

—

X

ACI 318:3.8.6, 8.1.3, 21.2.8

ACI 318: 17.8.2.4

ACI 318: 17.8.2

1909.1

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Special Inspections for Wind Resistance

1705.11 Special Inspections for Wind Resistance. To better identify the intent, revisions have been made to the special inspection requirements for wind resistance. Specific requirements for the inspection of wind-resisting components have also been clearly identified.

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Special Inspections for Earthquake Resistance

1705.12 Special Inspections for Seismic Resistance. Periodic special inspection of cold-formed steel special bolted moment frames (CFS-SBMFs) is now mandated. In addition, several modifications to the special inspection requirements for seismic resistance have been made in order to clarify the intent.

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Material and Test Standards

2012 IBC Section 1711 MATERIAL AND TEST STANDARDS

The requirements for testing joist hangers in Section 1711.1 have been deleted entirely (in favor of referencing ASTM D7147 in Chapter 23) and the requirements for testing concrete and clay roof tiles in Section 1711.2 have been relocated to Section 1504 where performance requirements for roof coverings and assemblies are addressed.

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CHAPTER 18 SOILS AND FOUNDATIONS

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1803 Geotechnical Investigations

1803.5.6 Rock strata

1803.5.7 Excavation near foundations

The requirement addressing the evaluation of rock materials for foundation support have been updated to be more consistent with current geotechnical engineering practice.

Where excavation will reduce support from any foundation, specific requirements aimed at protecting that foundation have been added.

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1804 Excavation, Grading and Fill

1804.1 Excavation near foundations. Excavation for any purpose shall not remove reduce lateral support from any foundation or adjacent foundation without first underpinning or protecting the foundation against settlement or lateral translation detrimental lateral or vertical movement, or both.

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1804.2 Underpinning. Where underpinning is chosen to provide the protection or support of adjacent structures, the underpinning system shall be designed and installed in accordance with provisions of this chapter and Chapter 33.

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1804.2.1 Underpinning sequencing. Underpinning shall be installed in a sequential manner that protects the neighboring structure and the working construction site. The sequence of installation shall be identified in the approved construction documents.

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1808 Foundations

1808.3.2 Surcharge. No fill or other surcharge loads shall be placed adjacent to any building or structure unless such building or structure is capable of withstanding the additional loads caused by the fill or the surcharge. Existing footings or foundations that will be affected by any excavation shall be underpinned or otherwise protected against settlement and shall be protected against detrimental lateral or vertical movement or both.

Note Exception.

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1810 Deep Foundations

1810.2.5 Group effects. . . . Group effects shall be evaluated using a generally accepted method of analysis; the analysis for uplift of grouped elements with center-to-center spacing less than three times the least horizontal dimension of an element shall be evaluated in accordance with Section 1810.3.3.1.6.

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1810.3 Design and detailing

1810.3.2 Materials

1810.3.2.3 Structural Steel. Structural steel H-piles and structural steel sheet piling shall conform to the material requirements in ASTM A 6. Steel pipe piles shall conform to the material requirements in ASTM A 252 and. Fully welded steel piles shall be fabricated from plates shall that conform to the material requirements in ASTM A 36, ASTM A252, ASTM A 283, ASTM A 572, ASTM A 588 or ASTM A 690, ASTM A913 or ASTM A992..

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1810.3.5 Dimensions of deep foundation elements.

1810.3.5.3 Steel

1810.3.5.3.1 Structural Steel H-piles. Sections of structural steel H-piles shall comply with therequirements for HP shapes in ASTM A 6, or the following: (remainder unchanged)

1810.3.5.3.2 Fully welded steel piles fabricated from plates. New

1810.3.5.3.3 Structural steel sheet piling. New

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CHAPTER 19 CONCRETE

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2015 IBC Chapter 19

ACI 318-14 is the referenced standard for concrete design and construction

Just eight modifications in Section 1905; Section 1905.1.8, modifications to the anchor design provisions now in Chapter 17, is particularly important.

All specific section references are consistent with reorganized section numbers in ACI 318-14.

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Anchoring to Concrete

1901.3 Anchoring to concrete. Anchoring to concrete shall be in accordance with ACI 318 as amended in Section 1905, and applies to cast-in (headed bolts, headed studs and hooked J- or L-bolts), post-installed expansion (torque-controlled and displacement-controlled), undercut and adhesive anchors.

2012 IBC Section 1908 ANCHORAGE TO CONCRETE- ALLOWABLE STRESS DESIGN Deleted

2012 IBC Section 1909 ANCHORAGE TO CONCRETE- STRENGTH DESIGN Deleted

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Composite Structural Steel and Concrete Structures

1901.4 Composite structural steel and concrete structures. Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Section 2206 of this code.

2012 IBC Section 1912 ONCRETE-FILLED PIPE COLUMNS Deleted

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Modifications to ACI 318

1905.1.1 – Additional or modified definitions

Design Displacement

Detailed plain concrete structural wall

Ordinary precast structural wall

Ordinary reinforced concrete structural wall

Ordinary structural plain concrete wall

Special structural wall

Wall Pier

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1908.1.2 – Modifies 21.1.1.318.2.1.2 and 21.1.1.718.2.1.6, scope sections of ACI 318 Chapter 2118.

No substantive change.

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1905.1.3 – Intermediate and special precast concrete shear walls: steel elements that are allowed to yield. Retained with section number changes.

Wall piers in buildings assigned to SDC D, E, or F.

Retained with section number changes.

Wall piers in buildings assigned to SDC C.

Considered and rejected by ACI 318; therefore, deleted.

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1905.1.4 – Wall piers in buildings assigned to SDC D, E, or F.

Was included in ACI 318-11, remains in ACI 318-14; therefore, modification deleted.

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1905.1.54 – Special precast structural walls must satisfy ACI 318-14 Section 18.5.2 as modified by 2015 IBC Section 1905.1,3, in view of the addition of 18.5.2.2 in 1905.1.3.

No substantive change, although less clearly written now.

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1905.1.65 – Foundations shall comply with 21.1218.13 … unless modified by IBC Chapter 18.


- 84 -


1905.1.76 – Detailed Plain Concrete Structural Walls – amends ACI 318 Section 22.614.6.


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- 85 -


1905.1.87 – Replacement of ACI 318 Section 22.1014.1.4, Plain concrete in earthquake-resisting structures.


- 86 -


1905.1.98 – Changed quite substantially to reflect extensive changes in Appendix D of ACI 318-11, which now have been carried over into Chapter 17 of ACI 318-14.

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1905.1.10 – Deleted because ACI 318-14 Chapter 17 (and ACI 318-11 Appendix D earlier) removed the 25-in. limitation on embedment depth and changed the 2-in. limit on anchor diameter to 4 in.

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CHAPTER 21 MASONRY

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- 89 -

TMS 402-13, TMS 602-13

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2101 General

2101.1 Scope. Unchanged.

2101.2 Design method. Now simply a reference to TMS 402.

Subsections 2101.2.1 through 2101.2.7 reduced to just 2101.2.1.

2101.3 Construction documents. Deleted.

2101.3.1 Fireplace drawings. Transferred to Section 2111.2.

2103 Special inspections. New. Consolidation of references to Chapter 17.

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Section 2101 General

Direct Design Handbook for Masonry Structures

2101.2 Design methods. Masonry shall comply with the provisions of TMS 402/ACI 530/ASCE 5 or TMS 403 as well as applicable requirements of this chapter.

- 92 -

Section 2101 General

2101.2.6 2101.2.1 Masonry veneer. Masonry veneer shall comply with the provisions of Chapter 14 or Chapter 6 of TMS 402/ACI 530/ASCE 5.

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2103 Masonry Construction Materials

Many masonry material provisions that have historically been found in Section 2103 have been deleted because they are contained in TMS 602. Provisions that are not included in TMS 402 or 602 continue to be maintained.

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2104 Masonry Construction

Many masonry construction provisions previously found in Section 2104 have been deleted because they are contained in TMS 602. Provisions that are not included in TMS 402 or 602 continue to be maintained.

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- 95 -

2105 Quality Assurance

Provisions for the quality assurance of masonry structures and related definitions have been deleted from Section 2105 and replaced with a reference to TMS 602 and the special inspection and testing requirements contained in Chapter 17.

- 96 -

2111 Masonry Fireplaces 2113 Masonry ChimneysThe definitions for “masonry fireplace” and “masonry chimney” have been deleted from Chapter 21 and appropriately relocated to Chapter 2. Requirements for the reinforcement and anchorage of masonry fireplaces and chimneys in Sections 2111 and 2113 have been updated and reorganized to clarify the intent.

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CHAPTER 22 STEEL

- 98 -

AISC 360-10 and AISC 341-10

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- 99 -

Composite Slabs on Steel Decks

- 100 -

Composite Slabs on Steel Decks

A new Steel Deck Institute standard addressing the design and construction of composite concrete slabs on steel decks is referenced and added to Chapter 35.

2210.1.1.3 Composite slabs on steel decks. Composite slabs of concrete and steel deck shall be permitted to be designed and constructed in accordance with SDI-C.

CHAPTER 35

SDI. SDI-C-2011 Standard for Composite Steel Floor Decks

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- 101 -

Cold-Formed Steel Light-Frame Construction

A new American Iron and Steel Institute Standard, AISI 220, is now referenced for the construction of cold-formed steel light-frame nonstructural products.

- 102 -

AISI S220-11

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- 103 -

CHAPTER 23 WOOD

- 104 -

The 2015 AF&PA NDS and the 2015 WFCM

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- 105 -

2015 SDPWS

- 106 -

2015 NDS and 2015 SDPWS

For free viewing:

http://www.awc.org/standards/nds/2015.php

54



- 107 -

Article on the 2015 NDS

http://www.awc.org/pdf/SUMMARY-OF-2015-NDS-CHANGES-webversion-1411.pdf

Changes to the 2015 National Design Specification (NDS) for Wood Construction

by John “Buddy” Showalter, Bradford K. Douglas, and Michelle Kam-Biron

- 108 -

Article on the 2015 SDPWS

http://www.constructionspecifier.com/what-the-2015-international-building-code-means-for-wood-construction-part-ii/

What the 2015 International Building Code for Wood Construction: Part II

by Buddy Showalter

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- 109 -

2303.1.4 Structural Glued Cross-Laminated Timber202 CROSS-LAMINATED TIMBER. A prefabricated engineered wood product consisting of at least three layers of solid-sawn lumber or structural composite lumber where the adjacent layers are cross-oriented and bonded with structural adhesive to form a solid wood element.

2303.1.4 Structural Glued Cross-Laminated Timber. Cross-laminated timbers shall be manufactured and identified as required in ANSI/APA PRG 320.

CHAPTER 35 APA. ANSI/APA PRG 320-2011 Standard for Performance-Rated Cross-Laminated Timber.

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2303.1.5Engineered Wood Rim Board

2303.1.13 Engineered wood rim board. Engineered wood rim boards shall conform to ANSI/APA PRR 410 or shall be evaluated in accordance with ASTM D 7672. Structural capacities shall be in accordance with ANSI/APA PRR 410 or established in accordance with ASTM D7672. Rim boards conforming to ANSI/APA PRR 410 shall be marked in accordance with that standard.

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- 111 -

Prescriptive requirements for conventional wood frame construction have been reformatted and reorganized in their entirety. Significant changes include the introduction of new designations for wall bracing methods similar to those in the IRC (LIB or Let-in bracing, DWB or Diagonal wood boards, WSP or Wood structural panel, and SFB or Structural fiberboard sheathing) and reformatted wall bracing requirements.

2308 Conventional Light-Frame Constuction

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CHAPTER 34EXISTING STRUCTURES

(chapter has been deleted in its entirety)

101.4.7 Existing Buildings. The provisions of the International Existing Building Code shall apply to all matters governing the repairs, alterations, change of occupancy, addition to and relocation of existing buildings.

Avoids inconsistencies when dealing with existing building by referencing a single specific document (IEBC).

2012 IBC Chapter 34 Existing Structures

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- 113 -

2015 IEBC

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Thank You!!

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