CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE …

2013 CALIFORNIA BUILDING CODE 217

CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLECHAPTER 19A – CONCRETE

(Matrix Adoption Tables are non-regulatory, intended only as an aid to the user. See Chapter 1 for state agency authority and building applications.)

Adopting agency BSC SFMHCD DSA OSHPD

BSCC DPH AGR DWR CEC CA SL SLC1 2 1/AC AC SS SS/CC 1 2 3 4

Adopt entire chapter X X X

Adopt entire chapter as amended (amended sections listed below)

Adopt only those sections that are listed below

Chapter / Section

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CHAPTER 19A

CONCRETE

Italics are used for text within Sections 1903A through 1908A of this code to indicate provisions that differ from ACI 318.State of California amendments in these sections are shown in italics and underlined.

SECTION 1901AGENERAL

1901A.1 Scope. The provisions of this chapter shall governthe materials, quality control, design and construction of con-crete used in structures.

1901A.1.1 Application. The scope of application of Chap-ter 19A is as follows:

1. Structures regulated by the Division of the StateArchitect-Structural Safety (DSA-SS), which includethose applications listed in Section 1.9.2.1. Theseapplications include public elementary and second-ary schools, community colleges and state-owned orstate-leased essential services buildings.

2. Applications listed in Sections 1.10.1, and 1.10.4,regulated by the Office of Statewide Health Plan-ning and Development (OSHPD). These applica-tions include hospitals, skilled nursing facilities,intermediate care facilities, and correctional treat-ment centers.

Exception: [OSHPD 2] Single-story Type Vskilled nursing or intermediate care facilities uti-lizing wood-frame or light-steel-frame construc-tion as defined in Health and Safety Code Section129725, which shall comply with Chapter 19 andany applicable amendments therein.

1901A.1.2 Amendments in this chapter. DSA andOSHPD adopt this chapter and all amendments.

Exception: Amendments adopted by only one agencyappear in this chapter preceded with the appropriateacronym of the adopting agency, as follows:

1. Division of the State Architect-Structural Safety:

[DSA-SS] For applications listed in Section1.9.2.1

2. Office of Statewide Health Planning and Devel-opment.

[OSHPD 1] – For applications listed in Section1.10.1.

[OSHPD 4] – For applications listed in Section1.10.4.

1901A.2 Plain and reinforced concrete. Structural concreteshall be designed and constructed in accordance with therequirements of this chapter and ACI 318 as amended in Sec-tion 1905A of this code. Except for the provisions of Sections1904A and 1907A, the design and construction of slabs ongrade shall not be governed by this chapter unless they trans-

mit vertical loads or lateral forces from other parts of thestructure to the soil.

1901A.3 Construction documents. The construction docu-ments for structural concrete construction shall include:

1. The specified compressive strength of concrete at thestated ages or stages of construction for which eachconcrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, rein-forcement and anchors.

4. Provision for dimensional changes resulting fromcreep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

6. Anchorage length of reinforcement and location andlength of lap splices.

7. Type and location of mechanical and welded splicesof reinforcement.

8. Details and location of contraction or isolation jointsspecified for plain concrete.

9. Minimum concrete compressive strength at time ofposttensioning.

10. Stressing sequence for posttensioning tendons.

11. For structures assigned to Seismic Design CategoryD, E or F, a statement if slab on grade is designed as astructural diaphragm.

12. Openings larger than 12 inches (305 mm) in anydimension shall be detailed on the structural draw-ings.

1901A.4 Special inspection. The special inspection of con-crete elements of buildings and structures and concretingoperations shall be as required by Chapter 17A.

SECTION 1902ADEFINITIONS

1902A.1 General. The words and terms defined in ACI 318shall, for the purposes of this chapter and as used elsewherein this code for concrete construction, have the meaningsshown in ACI 318 as modified by Section 1905A.1.1.

SECTION 1903ASPECIFICATIONS FOR TESTS AND MATERIALS

1903A.1 General. Materials used to produce concrete, con-crete itself and testing thereof shall comply with the applica-

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ble standards listed in ACI 318. Where required, specialinspections and tests shall be in accordance with Chapter17A and Section 1913A.

1903A.2 Glass fiber reinforced concrete. Glass fiber rein-forced concrete (GFRC) and the materials used in such con-crete shall be in accordance with the PCI MNL128 standard.

1903A.3 Flat wall insulating concrete form (ICF) systems.Insulating concrete form material used for forming flat con-crete walls shall conform to ASTM E 2634. [OSHPD 1 & 4]Not Permitted by OSHPD.

1903A.4 Reporting requirements – Modify ACI 318 Section3.2.1 by adding the following:

Each component (a) through (g), when present, as a per-centage of total cementitious materials shall be reportedfor each mix design.

1903A.5 Fly ash – Add ACI 318 Section 3.2.3 as follows:

Fly ash or other pozzolan can be used as a partial substi-tute for ASTM C 150 portland cement, as follows:

1. Fly ash or other pozzolan shall conform to ASTM C618 for Class N or Class F materials (Class C is notpermitted), and

2. More than 15 percent by weight of fly ash or other poz-zolans shall be permitted to be substituted for ASTM C150 portland cement if the mix design is proportionedper ACI 318 Section 5.3. See Section 1904A for dura-bility requirements.

3. More than 40 percent by weight of ground-granulatedblast-furnace slag conforming to ASTM C 989 shall bepermitted to be substituted for ASTM C 150 portlandcement if the mix design is proportioned per ACI 318Section 5.3. See Section 1904A for durability require-ments.

1903A.6 Aggregates – ACI 318 Section 3.3.2 Modify ACI 318Section 3.3.2 by adding the following:

Aggregate size limitations waiver shall be approved by theenforcement agency.

Evidence that the aggregate used is not reactive in thepresence of cement alkalis may be required by the enforce-ment agency. If new aggregate sources are to be used or ifpast experience indicates problems with existing aggregatesources, test the aggregate for potential alkali-silica reactiv-ity in accordance with ASTM C 1260 or ASTM C 1293 todetermine the potential alkali-silica reactivity of the aggre-gate. If the results indicate an expansion greater than 0.10percent at 16-days age with ASTM C 1260, or an expansiongreater than 0.04 percent at 12 months age with ASTM C1293, provide mitigation with one of the cementitious mate-rial systems noted below such that an expansion of less than0.10 percent at 16-days age is obtained with ASTM C 1567:

1. Low-alkali portland cement containing not more than0.6 percent total alkali when calculated as sodiumoxide, as determined by the method given in ASTM C114.

2. Blended hydraulic cement, Type IS or IP, conformingto ASTM C 595, except that Type IS cement shall notcontain less than 40 percent slag cement.

3. Replacement of not less than 15 percent by weight ofthe portland cement with a pozzolan conforming toASTM C 618 for Class N or F materials (Class C is notpermitted).

4. Replacement of not less than 40 percent by weight ofthe portland cement used by a ground granulated blast-furnace with slag cement conforming to ASTM C 989.

5. Replacement of not less than 5 percent nor more than10 percent by weight of portland cement with silicafume conforming to ASTM C 1240.

6. Replacement of portland cement with a ternary blend ofportland cement, slag cement and pozzolan such thatthe resulting blend contains not more than 70 percentportland cement

ASTM C 1567 shall be performed separately on the fineand coarse aggregate with one requiring the higher percent-age of supplementary cementitious materials dictating therequired replacement.

ASTM C 1260, ASTM C 1293 and ASTM C 1567 tests musthave been performed within the past three years.

1903A.7 Discontinuous steel fibers – Modify ACI 318 Sec-tion 3.5.1 by adding the following:

Discontinuous steel fibers are not permitted.

1903A.8 Welding of reinforcing bars – Modify ACI 318 Sec-tion 3.5.2 by adding the following:

If mill test reports are not available, chemical analysisshall be made of bars representative of the bars to be welded.Bars with a carbon equivalent (C.E.) above 0.75 shall not bewelded. Welding shall not be done on or within two bar diam-eters of any bent portion of a bar that has been bent cold.Welding of crossing bars shall not be permitted for assemblyof reinforcement unless authorized by the structural engineerand approved by the enforcement agency per approved pro-cedures.

SECTION 1904ADURABILITY REQUIREMENTS

1904A.1 Exposure categories and classes. Concrete shall beassigned to exposure classes in accordance with the durabilityrequirements of ACI 318 based on:

1. Exposure to freezing and thawing in a moist conditionor deicer chemicals;

2. Exposure to sulfates in water or soil;

3. Exposure to water where the concrete is intended tohave low permeability; and

4. Exposure to chlorides from deicing chemicals, salt,saltwater, brackish water, seawater or spray from thesesources, where the concrete has steel reinforcement.

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1904A.2 Concrete properties. Concrete mixtures shall con-form to the most restrictive maximum water-cementitiousmaterials ratios, maximum cementitious admixtures, mini-mum air-entrainment and minimum specified concrete com-pressive strength requirements of ACI 318 based on theexposure classes assigned in Section 1904A.1.

Exception: For occupancies and appurtenances thereto inGroup R occupancies that are in buildings less than four sto-ries above grade plane, normal-weight aggregate concrete ispermitted to comply with the requirements of Table 1904A.2based on the weathering classification (freezing and thawing)determined from Figure 1904A.2 in lieu of the durabilityrequirements of ACI 318.

FIGURE 1904A.2WEATHERING PROBABILITY MAP FOR CONCRETEa, b, c

a. Lines defining areas are approximate only. Local areas can be more or less severe than indicated by the region classification.b. A “severe” classification is where weather conditions encourage or require the use of deicing chemicals or where there is potential for a continuous presence

of moisture during frequent cycles of freezing and thawing. A “moderate” classification is where weather conditions occasionally expose concrete in thepresence of moisture to freezing and thawing, but where deicing chemicals are not generally used. A “negligible” classification is where weather conditionsrarely expose concrete in the presence of moisture to freezing and thawing.

c. Alaska and Hawaii are classified as severe and negligible, respectively.

TABLE 1904A.2MINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ′c)

For SI: 1 pound per square inch = 0.00689 MPa.a. Concrete in these locations that can be subjected to freezing and thawing during construction shall be of air-entrained concrete in accordance with Section

1904A.2.b. Concrete shall be air entrained in accordance with ACI 318.c. Structural plain concrete basement walls are exempt from the requirements for exposure conditions of Section 1904A.2.d. For garage floor slabs where a steel trowel finish is used, the total air content required by ACI 318 is permitted to be reduced to not less than 3 percent,

provided the minimum specified compressive strength of the concrete is increased to 4,000 psi.

TYPE OR LOCATION OF CONCRETE CONSTRUCTIONMINIMUM SPECIFIED COMPRESSIVE STRENGTH (f ′c at 28 days, psi)

Negligible exposure Moderate exposure Severe exposure

Basement wallsc and foundations not exposed to the weather 2,500 2,500 2,500a

Basement slabs and interior slabs on grade, except garage floor slabs 2,500 2,500 2,500a

Basement wallsc, foundation walls, exterior walls and other vertical concrete surfaces exposed to the weather

2,500 3,000b 3,000b

Driveways, curbs, walks, patios, porches, carport slabs, steps and other flatwork exposed to the weather, and garage floor slabs

2,500 3,000b, d 3,500b, d

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SECTION 1905AMODIFICATIONS TO ACI 318

1905A.1 General. The text of ACI 318 shall be modified asindicated in Sections 1905A.1.1 through 1905A.1.21.

1905A.1.1 ACI 318, Section 5.1.1. Modify ACI 318, Sec-tion 5.1.1, as follows:

For concrete designed and constructed in accordancewith this chapter, f 'c , shall not be less than 3,000 psi (20.7MPa). Reinforced concrete with specified compressivestrength higher than 8,000 psi (55 MPa) shall requireprior approval of structural design method and accep-tance criteria by the enforcement agency.

1905A.1.2 ACI 318, Section 5.6.2.1. Replace ACI 318,Section 5.6.2.1, by the following:

5.6.2.1 Samples for strength tests of each class of con-crete placed each day shall be taken not less than oncea day, or not less than once for each 50 cubic yards(38.2 m3) of concrete, or not less than once for each2,000 square feet (186 m2) of surface area for slabs orwalls. Additional samples for seven-day compressivestrength tests shall be taken for each class of concreteat the beginning of the concrete work or whenever themix or aggregate is changed.

1905A.1.3 ACI 318, Section 8.13.5. Replace ACI 318,Section 8.13.5, as follows:

8.13.5 – Permanent burned clay or concrete tile fillersshall be considered only as forms and shall not beincluded in the calculations involving shear or bendingmoments.

The thickness of the concrete slab on the permanentfillers shall be designed as described in ACI 318, Sec-tion 8.13.6, as modified in Section 1905A.1.4.


8.13.6 – Where removable forms or fillers are used, thethickness of the concrete slab shall not be less than 1/12

of the clear distance between joists and in no case lessthan 21/2 inches (64 mm). Such slab shall be reinforcedat right angles to the joists with at least the amount ofreinforcement required for flexure, considering loadconcentrations, if any, but in no case shall the rein-forcement be less than that required by ACI 318, Sec-tion 7.12.

1905A.1.5 ACI 318, Section 8.13. Add Section 8.13.9 toACI 318 as follows:

8.13.9 Concrete bridging. Concrete bridging shall beprovided as follows: one near the center of spans for 20to 30 feet (6096 mm to 9144 mm) spans and two nearthe third points of spans over 30 feet (9144 mm). Suchbridging shall be either:

(a) A continuous concrete web having a depth equalto the joist and a width not less than 31/2 inches(89 mm) reinforced with a minimum of one No. 4bar in the top and bottom; or

(b) Any other concrete element capable of transfer-ring a concentrated load of 1,000 pounds (4.5kN) from any joist to the two adjacent joists.

Such bridging shall not be required in roof framingif an individual member is capable of carrying deadload plus a concentrated load of 1,500 pounds (6.7 kN)at any point.

1905A.1.6 ACI 318, Section 10.5.3. Modify ACI 318, Sec-tion 10.5.3, by adding the following:

This section shall not be used for members that resistseismic loads, except that reinforcement provided forfoundation elements for one-story wood-frame or one-story light steel buildings need not be more than one-thirdgreater than that required by analysis for all loading con-ditions.

1905A.1.7 ACI 318, Section 12.14.3. Add Section12.14.3.6 to ACI 318 as follows:

12.14.3.6 – Welded splices and mechanical connectionsshall maintain the clearance and coverage require-ments of ACI 318, Sections 7.6 and 7.7.


14.2.6 – Walls shall be anchored to intersecting ele-ments such as floors or roofs; or to columns, pilasters,buttresses, of intersecting walls and footings with rein-forcement at least equivalent to No. 4 bars at 12 inches(305 mm) on center for each layer of reinforcement.

1905A.1.9 ACI 318, Section 14.5 – Empirical designmethod. Not permitted by DSA-SS and OSHPD.

1905A.1.10 ACI 318, Section 14.9. Modify ACI 318 byadding Section 14.9 as follows:

14.9 – Foundation walls. Horizontal reinforcing ofconcrete foundation walls for wood-frame or light-steelbuildings shall consist of the equivalent of not less thanone No. 5 bar located at the top and bottom of the wall.Where such walls exceed 3 feet (914 mm) in height,intermediate horizontal reinforcing shall be providedat spacing not to exceed 2 feet (610 mm) on center.Minimum vertical reinforcing shall consist of No. 3bars at 24 inches (610 mm) on center.

Where concrete foundation walls or curbs extendabove the floor line and support wood-frame or light-steel exterior, bearing or shear walls, they shall bedoweled to the foundation wall below with a minimumof No. 3 bars at 24 inches (610 mm) on center. Wherethe height of the wall above the floor line exceeds 18inches (457 mm), the wall above and below the floorline shall meet the requirements of ACI 318, Section14.3.

1905A.1.11 ACI 318 Section 16. Add Section 16.11 toACI 318.1, as follows:

16.11 – Reinforcement. Perimeters of precast wallsshall be reinforced continuously with a minimum of oneNo. 5 bar extending the full height and width of the wallpanel. Bars shall be continuous around corners. Wherewall panels do not abut columns or other wall panels,

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perimeter bars shall be retained by hooked wall bars.Edges of openings in precast walls shall be reinforcedwith a minimum of one No. 5 bar continuous past cor-ners sufficient to develop the bar.

A continuous tie or bond beam shall be provided atthe roof line either as a part of the roof structure orpart of the wall panels as described in the next para-graph below. This tie may be designed as the edgemember of the roof diaphragm but, in any case, shallnot be less than equivalent to two No. 6 bars continu-ous. A continuous tie equivalent to two No. 5 bars mini-mum shall also be provided either in the footing or withan enlarged section of the floor slab.

Wall panels of shear wall buildings shall be con-nected to columns or to each other in such a manner asto develop at least 75 percent of the horizontal wallsteel. Half of this continuous horizontal reinforcingmay be concentrated in bond or tie beams at the topand bottom of the walls and at points of intermediatelateral support. If possible, cast in-place joints withreinforcing bars extending from the panels into thejoint a sufficient distance to meet the splice require-ments of ACI 318, Section 12.15, for Class A shall beused. The reinforcing bars or welded tie details shallnot be spaced over eight times the wall thickness verti-cally nor fewer than four used in the wall panel height.Where wall panels are designed for their respectiveoverturning forces, the panel connections need notcomply with the requirements of this paragraph.

Where splicing of reinforcement must be made atpoints of maximum stress or at closer spacing than per-mitted by ACI 318, Section 7.6, welding may be usedwhen the entire procedure is suitable for the particularquality of steel used and the ambient conditions. Unlessthe welds develop 125 percent of the specified yieldstrength of the steel used, reinforcement in the form ofcontinuous bars or fully anchored dowels shall beadded to provide 25 percent excess steel area and thewelds shall develop not less than the specified yieldstrength of the steel.

Exception: Nonbearing, nonshear panels such asnonstructural architectural cladding panels or col-umn covers are not required to meet the provisionsof this section.

1905A.1.12 ACI 318, Section 17.5.1. Modify ACI 318,Section 17.5.1, by adding Sections 17.5.1.1 and 17.5.1.2as follows:

17.5.1.1 – Full transfer of horizontal shear forces maybe assumed when all of the following are satisfied:

1. Contact surfaces are clean, free of laitance, andintentionally roughened to full amplitude ofapproximately 1/4 inch (6.4 mm),

2. Minimum ties are provided in accordance withACI 318 Section 17.6,

3. Web members are designed to resist total verticalshear, and

4. All shear reinforcement is fully anchored into allinterconnected elements.

17.5.1.2 - If any of the requirements of ACI 318, Sec-tion 17.5.1.1, is not satisfied, horizontal shear shall beinvestigated in accordance with ACI 318, Section17.5.3 or 17.5.4.

1905A.1.13 ACI 318, Section 18.2.3. Modify ACI 318 Sec-tion 18.2.3 by adding the following:

For prestressed concrete members with recessed ordapped ends, an analysis of the connections shall be madein accordance with procedures given in PCI Design Hand-book, 7th Edition.

1905A.1.14 ACI 318 Section 18.2.4. Modify ACI 318, Sec-tion 18.2.4, by adding the following:

Where prestressed concrete elements are restrainedfrom movement, an analysis of the stresses in the pre-stressed elements and loads in the adjoining structural sys-tem induced by the above-described effects shall be madein accordance with PCI Design Handbook, 7th Edition.

1905A.1.15 ACI 318, Section 18.2. Add Section 18.2.7 toACI 318 as follows:

18.2.7 – Span to depth ratio. Span to depth ratios forcontinuous prestressed concrete members shall notexceed the following, except when calculations ofdeflections prove that greater values may be used with-out adverse effects

Beams...................................... 30

One-way slabs......................... 40

Two-way floor slabs................ 40

Two-way roof slabs ................. 44

These ratios should be decreased for special condi-tions such as heavy loads and simple spans.

Maximum deflection criteria shall be in accordancewith ACI 318 Section 9.5

1905A.1.16. (Chapter 19, Section 1905.1.3) ACI 318, Sec-tion 21.4. [DSA-SS] Modify ACI 318, Section 21.4, bymodifying Section 21.4.2 and adding Section 21.4.2.1 asfollows:

21.4.2 In connections between wall panels, yieldingshall be restricted to steel elements or reinforcement.In connections between wall panels and the foundation,they shall be designed per Section 1616A.1.16.

21.4.2.1 – Connections that are designed to yield shallbe capable of maintaining 80 percent of their designstrength at the deformation induced by the design dis-placement or shall use Type 2 mechanical splices.

1905A.1.17 ACI 318, Section 21.9.2.2. Modify ACI 318,Section 21.9.2.2 by adding the following:

Where boundary members are not required by ACI 318Section 21.9.6, minimum reinforcement parallel to theedges of all structural walls and the boundaries of allopenings shall consist of twice the cross-sectional area ofthe minimum shear reinforcement required per lineal foot

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of wall. Horizontal extent of boundary element shall beper ACI 318 Section 21.9.6.4 (a) & (b).

1905A.1.18 ACI 318, Section 21.9.4. Modify ACI 318 byadding Section 21.9.4.6 as follows:

21.9.4.6 – Walls and portions of walls with Pu > 0.35Po

shall not be considered to contribute to the calculatedstrength of the structure for resisting earthquake-induced forces. Such walls shall conform to therequirements of ACI 318 Section 21.13.

1905A.1.19 ACI 318, Section 21.11.4. Modify ACI 318Section 21.11.4 by adding the following:

Collector and boundary elements in topping slabsplaced over precast floor and roof elements shall not beless than 3 inches (76 mm) or 6 db thick, where db is thediameter of the largest reinforcement in the topping slab.

1905A.1.20 ACI 318, Section 21.11.7. Modify ACI 318Section 21.11.7 by adding Section 21.11.7.7 as follows:

21.11.7.7 – Where boundary members are not requiredby ACI 318 Section 21.11.7.5, minimum reinforcementparallel to the edges of all diaphragms and the bound-aries of all openings shall consist of twice the cross-sectional area of the minimum shear reinforcementrequired per linear foot of diaphragm.

1905A.1.21 (Chapter 19, Section 1905.1.9) ACI 318, Sec-tion D.3.3. Modify ACI 318, Sections D.3.3.4.2,D.3.3.4.3(d) and D.3.3.5.2, to read as follows:

D.3.3.4.2 – Where the tensile component of thestrength-level earthquake force applied to anchorsexceeds 20 percent of the total factored anchor tensileforce associated with the same load combination,anchors and their attachments shall be designed inaccordance with Section D.3.3.4.3. The anchor designtensile strength shall be determined in accordance withSection D.3.3.4.4.

Exception:

Anchors designed to resist wall out-of-planeforces with design strengths equal to or greaterthan the force determined in accordance withASCE 7, Equation 12.11-1 or 12.14-10, and Sec-tion 1604A.8.2 of this code shall be deemed tosatisfy Section D.3.3.4.3(d).

D.3.3.4.3(d) – The anchor or group of anchors shall bedesigned for the maximum tension obtained fromdesign load combinations that include E, with Eincreased by Ω0. The anchor design tensile strengthshall be calculated from Section D.3.3.4.4.

D.3.3.5.2 – Where the shear component of the strength-level earthquake force applied to anchors exceeds 20percent of the total factored anchor shear force associ-ated with the same load combination, anchors and theirattachments shall be designed in accordance with Sec-tion D.3.3.5.3. The anchor design shear strength for

resisting earthquake forces shall be determined inaccordance with Section D.6.

Exceptions:

1. For the calculation of the in-plane shearstrength of anchor bolts attaching wood sillplates of bearing or nonbearing walls of light-frame wood structures to foundations or foun-dation stem walls, the in-plane design shearstrength in accordance with Sections D.6.2and D.6.3 need not be computed and SectionD.3.3.5.3 shall be deemed to be satisfied, pro-vided all of the following are met:

1.1. The allowable in-plane shear strength ofthe anchor is determined in accordancewith AF&PA NDS Table 11E for lateraldesign values parallel to grain.

1.2. The maximum anchor nominal diameteris 5/8 inch (16 mm).

1.3. Anchor bolts are embedded into concretea minimum of 7 inches (178 mm).

1.4. Anchor bolts are located a minimum of13/4 inches (45 mm) from the edge of theconcrete parallel to the length of thewood sill plate.

1.5. Anchor bolts are located a minimum of15 anchor diameters from the edge of theconcrete perpendicular to the length ofthe wood sill plate.

1.6. The sill plate is 2-inch or 3-inch nominalthickness.

2. For the calculation of the in-plane shearstrength of anchor bolts attaching cold-formed steel track of bearing or nonbearingwalls of anchor bolts attaching cold-formedsteel track of bearing or nonbearing walls oflight-frame construction to foundations orfoundation stem walls the in-plane designshear strength in accordance with SectionsD.6.2 and D.6.3 need not be computed andSection D.3.3.5.3 shall be deemed to be satis-fied, provided all of the following are met:

2.1. The maximum anchor nominal diameteris 5/8 inch (16 mm).

2.2. Anchors are embedded into concrete aminimum of 7 inches (178 mm).

2.3. Anchors are located a minimum of 13/4

inches (45 mm) from the edge of the con-crete parallel to the length of the track.

2.4. Anchors are located a minimum of 15anchor diameters from the edge of theconcrete perpendicular to the length ofthe track.

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2.5. The track is 33 to 68 mil designationthickness.

Allowable in-plane shear strength of exemptanchors, parallel to the edge of concrete shallbe permitted to be determined in accordancewith AISI S100, Section E3.3.1.

3. In light-frame construction, bearing or non-bearing walls, shear strength of concreteanchors less than or equal to 5/8 inch (16 mm)in diameter of sill plate or track to foundationor foundation stem wall need not satisfy Sec-tion D.3.3.5.3 (a) through (c) when the designstrength of the anchors is determined inaccordance with Section D.6.2.1(c).

SECTION 1906ASTRUCTURAL PLAIN CONCRETE

Not permitted by OSHPD and DSA-SS

SECTION 1907A MINIMUM SLAB PROVISIONS

1907A.1 General. The thickness of concrete floor slabs sup-ported directly on the ground shall not be less than 31/2 inches(89 mm). A 6-mil (0.006 inch; 0.15 mm) polyethylene vaporretarder with joints lapped not less than 6 inches (152 mm)shall be placed between the base course or subgrade and theconcrete floor slab, or other approved equivalent methods ormaterials shall be used to retard vapor transmission throughthe floor slab.

Exception: A vapor retarder is not required:

1. For detached structures accessory to occupancies inGroup R-3, such as garages, utility buildings orother unheated facilities.

2. For unheated storage rooms having an area of lessthan 70 square feet (6.5 m2) and carports attached tooccupancies in Group R-3.

3. For buildings of other occupancies where migrationof moisture through the slab from below will not bedetrimental to the intended occupancy of the build-ing.

4. For driveways, walks, patios and other flatworkwhich will not be enclosed at a later date.

5. Where approved based on local site conditions.

SECTION 1908A ANCHORAGE TO CONCRETE—ALLOWABLE STRESS DESIGN

1908A.1 Scope. The provisions of this section shall governthe allowable stress design of headed bolts and headed studanchors cast in normal-weight concrete for purposes of trans-mitting structural loads from one connected element to theother. These provisions do not apply to anchors installed inhardened concrete or where load combinations include earth-

quake loads or effects. The bearing area of headed anchorsshall be not less than one and one-half times the shank area.Where strength design is used, or where load combinationsinclude earthquake loads or effects, the design strength ofanchors shall be determined in accordance with Section1909A. Bolts shall conform to ASTM A 307 or an approvedequivalent.

1908A.1.1 Power actuated fasteners. Power actuated fas-teners qualified in accordance with ICC-ES AC 70 shallbe deemed to satisfy the requirements of this section.

Power actuated fasteners shall be permitted in seismicshear for components exempt from permit requirements bySection 1616A.1.18 of this code and for interior nonbear-ing non-shear wall partitions. Power actuated fastenershall not be used to anchor exterior cladding or curtainwall systems.

1908A.2 Allowable service load. The allowable service loadfor headed anchors in shear or tension shall be as indicated inTable 1908A.2. Where anchors are subject to combined shearand tension, the following relationship shall be satisfied:

(Ps / Pt )5/3 + (Vs / Vt )

5/3 ≤ 1 (Equation 19A-1)where:

Ps = Applied tension service load, pounds (N).Pt = Allowable tension service load from Table 1908A.2,

pounds (N).Vs = Applied shear service load, pounds (N).Vt = Allowable shear service load from Table 1908A.2,

pounds (N).1908A.3 Required edge distance and spacing. The allow-able service loads in tension and shear specified in Table1908A.2 are for the edge distance and spacing specified. Theedge distance and spacing are permitted to be reduced to 50percent of the values specified with an equal reduction inallowable service load. Where edge distance and spacing arereduced less than 50 percent, the allowable service load shallbe determined by linear interpolation.

1908A.4 Increase in allowable load. Increase of the valuesin Table 1908A.2 by one-third is permitted where the provi-sions of Section 1605A.3.2 permit an increase in allowablestress for wind loading.

1908A.5 Increase for special inspection. Where specialinspection is provided for the installation of anchors, a 100-percent increase in the allowable tension values of Table1908A.2 is permitted. No increase in shear value is permitted.

SECTION 1909AANCHORAGE TO CONCRETE—

STRENGTH DESIGN1909A.1 Scope. The provisions of this section shall governthe strength design of anchors installed in concrete for pur-poses of transmitting structural loads from one connected ele-ment to the other. Headed bolts, headed studs and hooked (J-or L-) bolts cast in concrete and expansion anchors andundercut anchors installed in hardened concrete shall bedesigned in accordance with Appendix D of ACI 318 as mod-

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ified by Section 1905A.1.21, provided they are within thescope of Appendix D.

The strength design of anchors that are not within thescope of Appendix D of ACI 318, and as amended in Section1905A.1.21, shall be in accordance with an approved proce-dure.

1909A.1.1 Specialty inserts. Specialty inserts, includingcast-in-place specialty inserts, tested in accordance withICC-ES AC 193 shall be deemed to satisfy the require-ments of this section.

SECTION 1910ASHOTCRETE

1910A.1 General. Shotcrete is mortar or concrete that ispneumatically projected at high velocity onto a surface.Except as specified in this section, shotcrete shall conform tothe requirements of this chapter for reinforced concrete andthe provisions of ACI 506. The specified compressive strengthof shotcrete shall not be less than 3,000 psi (20.69 MPa).

Concrete or masonry to receive shotcrete shall have theentire surface thoroughly cleaned and roughened by sandblasting, and just prior to receiving shotcrete, shall be thor-oughly cleaned of all debris, dirt and dust. Concrete andmasonry shall be wetted before shotcrete is deposited, but notso wet as to overcome suction. Sand for sand blasting shallbe clean, sharp and uniform in size, with no particles that willpass a 50-mesh screen.

1910A.2 Proportions and materials. Shotcrete proportionsshall be selected that allow suitable placement proceduresusing the delivery equipment selected and shall result in fin-ished in-place hardened shotcrete meeting the strengthrequirements of this code.

1910A.3 Aggregate. Coarse aggregate, if used, shall notexceed 3/4 inch (19.1 mm).

For shear walls, when total rebar in any direction is morethan 0.31 in2 / ft. or rebar size is larger than # 5, shotcreteshall conform to course aggregate grading No. 2 per Table1.1 of ACI 506.

1910A.4 Reinforcement. Reinforcement used in shotcreteconstruction shall comply with the provisions of Sections1913A.4.1 through 1913A.4.4.

1910A.4.1 Size. The maximum size of reinforcement shallbe No. 5 bars unless it is demonstrated by preconstructiontests that adequate encasement of larger bars will beachieved.

1910A.4.2 Clearance. When No. 5 or smaller bars areused, there shall be a minimum clearance between parallelreinforcement bars of 21/2 inches (64 mm). When barslarger than No. 5 are permitted, there shall be a minimumclearance between parallel bars equal to six diameters ofthe bars used. When two curtains of steel are provided, thecurtain nearer the nozzle shall have a minimum spacingequal to 12 bar diameters and the remaining curtain shallhave a minimum spacing of six bar diameters.

Exception: Subject to the approval of the building offi-cial, required clearances shall be reduced where it isdemonstrated by preconstruction tests that adequateencasement of the bars used in the design will beachieved.

1910A.4.3 Splices. Lap splices of reinforcing bars shallutilize the noncontact lap splice method with a minimumclearance of 2 inches (51 mm) between bars. The use ofcontact lap splices necessary for support of the reinforcingis permitted when approved by the building official, basedon satisfactory preconstruction tests that show that ade-quate encasement of the bars will be achieved, and pro-vided that the splice is oriented so that a plane through thecenter of the spliced bars is perpendicular to the surface ofthe shotcrete.

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TABLE 1908A.2ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (pounds)

For SI:1 inch = 25.4 mm, 1 pound per square inch = 0.00689 MPa, 1 pound = 4.45 N.

BOLT DIAMETER

(inches)

MINIMUMEMBEDMENT

(inches)

EDGEDISTANCE

(inches)SPACING(inches)

MINIMUM CONCRETE STRENGTH (psi)

f ′c = 2,500 f ′c = 3,000 f ′c = 4,000

Tension Shear Tension Shear Tension Shear1/4 21/2 11/2 3 200 500 200 500 200 5003/8 3 21/4 41/2 500 1,100 500 1,100 500 1,100

1/244

35

66

9501,450

1,2501,600

9501,500

1,2501,650

9501,550

1,2501,750

5/841/2

41/2

33/4

61/4

71/2

71/2

1,5002,125

2,7502,950

1,5002,200

2,7503,000

1,5002,400

2,7503,050

3/455

41/2

71/2

99

2,2502,825

3,2504,275

2,2502,950

3,5604,300

2,2503,200

3,5604,400

7/8 6 51/4 101/2 2,550 3,700 2,550 4,050 2,550 4,050

1 7 6 12 3,050 4,125 3,250 4,500 3,650 5,300

11/8 8 63/4 131/2 3,400 4,750 3,400 4,750 3,400 4,750

11/4 9 71/2 15 4,000 5,800 4,000 5,800 4,000 5,800


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1910A.4.4 Spirally tied columns. Shotcrete shall not beapplied to spirally tied columns.

1910A.5 Preconstruction tests. A test panel shall be shot,cured, cored or sawn, examined and tested prior to com-mencement of the project. The sample panel shall be repre-sentative of the project and simulate job conditions as closelyas possible. The panel thickness and reinforcing shall repro-duce the thickest and most congested area specified in thestructural design. It shall be shot at the same angle, using thesame nozzleman and with the same concrete mix design thatwill be used on the project. The equipment used in precon-struction testing shall be the same equipment used in thework requiring such testing, unless substitute equipment isapproved by the building official.

1910A.6 Rebound. Any rebound or accumulated looseaggregate shall be removed from the surfaces to be coveredprior to placing the initial or any succeeding layers of shot-crete. Rebound shall not be used as aggregate.

1910A.7 Joints. Except where permitted herein, unfinishedwork shall not be allowed to stand for more than 30 minutesunless edges are sloped to a thin edge. For structural elementsthat will be under compression and for construction jointsshown on the approved construction documents, square jointsare permitted. Before placing additional material adjacent topreviously applied work, sloping and square edges shall becleaned and wetted.

The film of laitance which forms on the surface of the shot-crete shall be removed within approximately two hours afterapplication by brushing with a stiff broom. If this film is notremoved within two hours, it shall be removed by thoroughwire brushing or sand blasting. Construction joints over eighthours old shall be thoroughly cleaned with air and waterprior to receiving shotcrete.

1910A.8 Damage. In-place shotcrete that exhibits sags,sloughs, segregation, honeycombing, sand pockets or otherobvious defects shall be removed and replaced. Shotcreteabove sags and sloughs shall be removed and replaced whilestill plastic.

1910A.9 Curing. During the curing periods specified herein,shotcrete shall be maintained above 40°F (4°C) and in moistcondition.

1910A.9.1 Initial curing. Shotcrete shall be kept continu-ously moist for 24 hours after shotcreting is complete orshall be sealed with an approved curing compound.

1910A.9.2 Final curing. Final curing shall continue forseven days after shotcreting, or for three days if high-early-strength cement is used, or until the specifiedstrength is obtained. Final curing shall consist of the initialcuring process or the shotcrete shall be covered with anapproved moisture-retaining cover.

1910A.9.3 Natural curing. Natural curing shall not beused in lieu of that specified in this section unless the rela-tive humidity remains at or above 85 percent, and is autho-rized by the registered design professional and approvedby the building official.

1910A.10 Strength tests. Strength tests for shotcrete shall bemade in accordance with ASTM standards by an approvedagency on specimens that are representative of the work andwhich have been water soaked for at least 24 hours prior totesting. When the maximum-size aggregate is larger than 3/8

inch (9.5 mm), specimens shall consist of not less than three3-inch-diameter (76 mm) cores or 3-inch (76 mm) cubes.When the maximum-size aggregate is 3/8 inch (9.5 mm) orsmaller, specimens shall consist of not less than 2-inch-diam-eter (51 mm) cores or 2-inch (51 mm) cubes.

1910A.10.1 Sampling. Specimens shall be taken from thein-place work or from test panels, and shall be taken atleast once each shift, but not less than one for each 50cubic yards (38.2 m3) of shotcrete.

1910A.10.2 Panel criteria. When the maximum-sizeaggregate is larger than 3/8 inch (9.5 mm), the test panelsshall have minimum dimensions of 18 inches by 18 inches(457 mm by 457 mm). When the maximum size aggregateis 3/8 inch (9.5 mm) or smaller, the test panels shall haveminimum dimensions of 12 inches by 12 inches (305 mmby 305 mm). Panels shall be shot in the same position asthe work, during the course of the work and by the nozzle-men doing the work. The conditions under which the pan-els are cured shall be the same as the work. Approval fromthe enforcement agency shall be obtained prior to per-forming the test panel method.

1910A.11 Forms and ground wires for shotcrete. Forms forshotcrete shall be substantial and rigid. Forms shall be builtand placed so as to permit the escape of air and rebound.

Adequate ground wires, which are to be used as screeds,shall be placed to establish the thickness, surface planes andform of the shotcrete work. All surfaces shall be rodded tothese wires.

1910A.12 Placing. Shotcrete shall be placed in accordancewith ACI 506.

SECTION 1911AREINFORCED GYPSUM CONCRETE

1911A.1 General. Reinforced gypsum concrete shall complywith the requirements of ASTM C 317 and ASTM C 956.Reinforced gypsum concrete shall be considered as an alter-native system.

1911A.2 Minimum thickness. The minimum thickness ofreinforced gypsum concrete shall be 2 inches (51 mm) exceptthe minimum required thickness shall be reduced to 11/2

inches (38 mm), provided the following conditions are satis-fied:

1. The overall thickness, including the formboard, is notless than 2 inches (51 mm).

2. The clear span of the gypsum concrete between sup-ports does not exceed 33 inches (838 mm).

3. Diaphragm action is not required.

4. The design live load does not exceed 40 pounds persquare foot (psf) (1915A Pa).

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SECTION 1912ACONCRETE-FILLED PIPE COLUMNS

1912A.1 General. Concrete-filled pipe columns shall bemanufactured from standard, extra-strong or double-extra-strong steel pipe or tubing that is filled with concrete soplaced and manipulated as to secure maximum density and toensure complete filling of the pipe without voids.

1912A.2 Design. The safe supporting capacity of concrete-filled pipe columns shall be computed in accordance with theapproved rules or as determined by a test.

1912A.3 Connections. Caps, base plates and connectionsshall be of approved types and shall be positively attached tothe shell and anchored to the concrete core. Welding ofbrackets without mechanical anchorage shall be prohibited.Where the pipe is slotted to accommodate webs of brackets orother connections, the integrity of the shell shall be restoredby welding to ensure hooping action of the composite section.

1912A.4 Reinforcement. To increase the safe load-support-ing capacity of concrete-filled pipe columns, the steel rein-forcement shall be in the form of rods, structural shapes orpipe embedded in the concrete core with sufficient clearanceto ensure the composite action of the section, but not nearerthan 1 inch (25 mm) to the exterior steel shell. Structuralshapes used as reinforcement shall be milled to ensure bear-ing on cap and base plates.

1912A.5 Fire-resistance-rating protection. Pipe columnsshall be of such size or so protected as to develop the requiredfire-resistance ratings specified in Table 601. Where an outersteel shell is used to enclose the fire protective covering, theshell shall not be included in the calculations for strength ofthe column section. The minimum diameter of pipe columnsshall be 4 inches (102 mm) except that in structures of TypeV construction not exceeding three stories above grade planeor 40 feet (12 192 mm) in building height, pipe columns usedin basements and as secondary steel members shall have aminimum diameter of 3 inches (76 mm).

1912A.6 Approvals. Details of column connections andsplices shall be shop fabricated by approved methods andshall be approved only after tests in accordance with theapproved rules. Shop-fabricated concrete-filled pipe columnsshall be inspected by the building official or by an approvedrepresentative of the manufacturer at the plant.

SECTION 1913ACONCRETE, REINFORCEMENT

AND ANCHOR TESTING1913A.1 Cementitious material. The concrete supplier shallfurnish to the enforcement agency certification that thecement proposed for use on the project has been manufac-tured and tested in compliance with the requirements ofASTM C 150 for portland cement and ASTM C 595 or ASTMC 1157 for blended hydraulic cement, whichever is applica-ble. When a mineral admixture or ground granulated blast-furnace slag is proposed for use, the concrete supplier shallfurnish to the enforcement agency certification that they havebeen manufactured and tested in compliance with ASTM C618 or ASTM C 989, whichever is applicable. The concrete

producer shall provide copies of the cementitious materialsupplier's Certificate of Compliance that represents the mate-rials used by date of shipment for concrete. Cementitiousmaterials without Certification of Compliance shall not beused.

1913A.2 Tests of reinforcing bars. Where samples are takenfrom bundles as delivered from the mill, with the bundlesidentified as to heat number and provided the mill analysesaccompany the report, one tensile test and one bend test shallbe made from a specimen from each 10 tons (9080 kg) orfraction thereof of each size of reinforcing steel.

Where positive identification of the heat number cannot bemade or where random samples are to be taken, one series oftests shall be made from each 2 1/2 tons (2270 kg) or fractionthereof of each size of reinforcing steel.

Tests of reinforcing bars may be waived by the structuralengineer with the approval of the Building Official for one-story buildings provided certified mill test reports are pro-vided for each shipment of such reinforcement.

1913A.3 Tests for prestressing steel and anchorage. Allwires or bars of each size from each mill heat and all strandsfrom each manufactured reel to be shipped to the site shall beassigned an individual lot number and shall be tagged insuch a manner that each lot can be accurately identified atthe jobsite. Each lot of tendon and anchorage assemblies andbar couplers to be installed shall be likewise identified.

The following samples of materials and tendons selectedby the engineer or the designated testing laboratory from theprestressing steel at the plant or jobsite shall be furnished bythe contractor and tested by an approved independent testingagency:

1. For wire, strand or bars, 7-foot-long (2134 mm) sam-ples shall be taken of the coil of wire or strand reel orrods. A minimum of one random sample per 5,000pounds (2270 kg) of each heat or lot used on the jobshall be selected.

2. For prefabricated prestressing tendons other than bars,one completely fabricated tendon 10 feet (3048 mm) inlength between grips with anchorage assembly at oneend shall be furnished for each size and type of tendonand anchorage assembly.

Variations of the bearing plate size need not be con-sidered.

The anchorages of unbonded tendons shall develop atleast 95 percent of the minimum specified ultimatestrength of the pre-stressing steel. The total elongationof the tendon under ultimate load shall not be less than2 percent measured in a minimum gage length of 10feet (3048 mm).

Anchorages of bonded tendons shall develop at least90 percent of the minimum specified strength of theprestressing steel tested in an unbonded state. All cou-plings shall develop at least 95 percent of the minimumspecified strength of the prestressing steel and shall notreduce the elongation at rupture below the require-ments of the tendon itself.


CONCRETE


3. If the prestressing tendon is a bar, one 7-foot (2134mm) length complete with one end anchorage shall befurnished and, in addition, if couplers are to be usedwith the bar, two 4-foot (1219 mm) lengths of bar fabri-cated to fit and equipped with one coupler shall be fur-nished.

4. Mill tests of materials used for end anchorages shall befurnished. In addition, at least one Brinnell hardnesstest shall be made of each thickness of bearing plate.

1913A.4 Composite construction cores. Cores of the com-pleted composite concrete construction shall be taken to dem-onstrate the shear strength along the contact surfaces. Thecores shall be tested when the cast-in-place concrete isapproximately 28 days old and shall be tested by a shearloading parallel to the joint between the precast concrete andthe cast-in-place concrete. The minimum unit shear strengthof the contact surface area of the core shall not be less than100 psi (689 kPa).

At least one core shall be taken from each building foreach 5,000 square feet (465m2) of area of composite concreteconstruction and not less than three cores shall be taken fromeach project. The architect or structural engineer in respon-sible charge of the project or his or her representative shalldesignate the location for sampling.

1913A.5 Tests of shotcrete. Testing of shotcrete shall followthe provisions of Section 1910A and the general requirementsof ACI 318, Section 5.6.

1913A.6 Gypsum field tests. Field tests shall be made duringconstruction to verify gypsum strength. One sample consist-ing of three specimens shall be made for each 5,000 squarefeet (465 m2) or fraction thereof of all gypsum poured, but notless than one sample shall be taken from each half day's pour.

1913A.7 Tests for post-installed anchors in concrete. Whenpost-installed anchors are used in lieu of cast-in place bolts,the installation verification test loads, frequency, and accep-tance criteria shall be in accordance with this section.

1913A.7.1 General. Test loads or torques and acceptancecriteria shall be shown on the construction documents.

If any anchor fails testing, all anchors of the same typeshall be tested, which are installed by the same trade, notpreviously tested until twenty (20) consecutive anchorspass, then resume the initial test frequency.

1913A.7.2 Test loads. Required test loads shall be deter-mined by one of the following methods:

1. Twice the maximum allowable tension load or oneand a quarter (11/4) times the maximum designstrength of anchors as provided in an approved testreport using criteria adopted in this code or deter-mined in accordance with Appendix D of ACI 318.

Tension test load need not exceed 80 percent ofthe nominal yield strength of the anchor element(= 0.8 Ase fya).

2. The manufacturer's recommended installationtorque based on approved test report using criteriaadopted in this code.

1913A.7.3 Test frequency. When post-installed anchorsare used for sill plate bolting applications, 10 percent ofthe anchors shall be tested.

When post-installed anchors are used for other struc-tural applications, all such anchors shall be tested.

When post-installed anchors are used for nonstructuralapplications such as equipment anchorage, 50 percent oralternate bolts in a group, including at least one-half theanchors in each group, shall be tested.

The testing of the post-installed anchors shall be donein the presence of the special inspector and a report of thetest results shall be submitted to the enforcement agency.

Exceptions:

1. Undercut anchors that allow visual confirmationof full set shall not require testing.

2. Where the factored design tension on anchors isless than 100 lbs and those anchors are clearlynoted on the approved construction documents,only 10 percent of those anchors shall be tested.

3. Where adhesive anchor systems are used toinstall reinforcing dowel bars in hardened con-crete, only 25 percent of the dowels shall betested if all of the following conditions are met:

a. The dowels are used exclusively to transmitshear forces across joints between existingand new concrete.

b. The number of dowels in any one memberequals or exceeds 12.

c. The dowels are uniformly distributed acrossseismic force resisting members (such asshear walls, collectors and diaphragms).

Anchors to be tested shall be selected at ran-dom by the special inspector/inspector ofrecord (IOR).

4. Testing of shear dowels across cold joints inslabs on grade, where the slab is not part of thelateral force-resisting system shall not berequired.

5. Testing is not required for power actuated fasten-ers used to attach tracks of interior non-shearwall partitions for shear only, where there are atleast three fasteners per segment of track.

1913A.7.4 Test acceptance criteria. Acceptance criteriafor post-installed anchors shall be based on approved testreport using criteria adopted in this code. Field test shallsatisfy following minimum requirements.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or springloaded devices shall maintain the test load for aminimum of 15 seconds and shall exhibit no discern-ible movement during the tension test, e.g., as evi-denced by loosening of the washer under the nut.

For adhesive anchors, where other than bond isbeing tested, the testing device shall not restrict the


CONCRETE


concrete shear cone type failure mechanism fromoccurring.

2. Torque wrench method:

Anchors tested with a calibrated torque wrenchmust attain the specified torque within 1/2 turn of thenut.

Exceptions:

a. Wedge or sleeve type:

One-quarter (1/4) turn of the nut for a 3/8 in.sleeve anchor only.

b. Threaded type:

One-quarter (1/4) turn of the screw after initialseating of the screw head.

1913A.7.5 Testing procedure. Test procedure shall be aspermitted by an approved test report using criteriaadopted in this code. Torque controlled post-installedanchors shall be permitted to be tested using torque basedon approved test report using criteria adopted in thiscode. All other post-installed anchors shall be tensiontested. Manufacturer's recommendation for testing may beapproved by the enforcement agency, based on anapproved test report using criteria adopted in this code.

SECTION 1914AEXISTING CONCRETE STRUCTURES

1914A.1. Existing concrete structures.

The structural use of existing concrete with a corestrength less than 1,500 psi (10.3MPa) is not permitted inrehabilitation work.

For existing concrete structures, sufficient cores shall betaken at representative locations throughout the structure, asdesignated by the architect or structural engineer, so thatknowledge will be had of the in-place strength of the con-crete. At least three cores shall be taken from each buildingfor each 4,000 square feet (372 m2) of floor area, or fractionthereof. Cores shall be at least 4 inches (102 mm) in diame-ter. Cores as small as 2.75 inches (70 mm) in diameter maybe allowed by the enforcement agency when reinforcement isclosely spaced and the coarse aggregate does not exceed 3/4

inch (19 mm).

1914A.2 Crack repair by epoxy injection. Crack repair ofconcrete and masonry member by epoxy injection, shall con-form to all requirements of ACI 503.7.

1914A.3 Concrete strengthening by externally bonded fiberreinforced polymer (FRP). Design and construction of exter-nally bonded FRP systems for strengthening concrete struc-tures shall be in accordance with ACI 440.2R.

Exceptions:

1. Near-Surface Mounted (NSM) FRP bars shall not bepermitted.

2. Strengthening of shear walls and diaphragms(including chords and collectors) shall be consid-ered as an alternative system.

Design capacities, reliability, serviceability of FRP mate-rials shall be permitted to be established in accordance withICC-ES AC 125. Minimum inspection requirements of FRPcomposite systems shall be in accordance with ICC-ES AC178.


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