Section 1901

The provisions of this chapter shall govern the materials, quality control, design and construction of concrete used in structures.

1901.1.1 Application. [DSA-SS/CC, OSHPD] The scope of application of Chapter 19 is as follows:

1. Structures regulated by the Division of the State Architect—Structural Safety/Community Colleges (DSA-SS/CC), which include those applications listed in Section 1.9.2.2.

2. Office of Statewide Health Planning and Development

Applications listed in Sections 1.10.1, 1.10.2 and 1.10.5, regulated by the Office of Statewide Health Planning and Development (OSHPD). These appli- cations include hospital buildings removed from general acute care service, skilled nursing facility buildings, intermediate care facility buildings and acute psychiatric hospital buildings.

1901.1.2 Amendments in this chapter. [DSA-SS/CC, OSHPD] DSA-SS/CC adopts this chapter and all amend- ments.

Exceptions: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopting agency, as follows:

1. Division of the State Architect—Structural Safety/Community Colleges:

[DSA-SS/CC] For applications listed in Section 1.9.2.2.

2. Office of Statewide Health Planning and Devel- opment

[OSHPD 1R ] – For applications listed in Section 1.10.1.

[OSHPD 2] – For applications listed in Section 1.10.2.

[OSHPD 5] – For applications listed in Section 1.10.5.

1901.1.3 Reference to other chapters. [DSA-SS/CC] Where reference within this chapter is made to sections in

Chapters 17 and 18, the provisions in Chapters 17A and 18A respectively shall apply instead.

1901.1.4 Amendments. [DSA-SS/CC, OSHPD]

1. [OSHPD 1R, 2 & 5] See Section 1910 for additional requirements applicable to hospital buildings that have been removed from acute care service, skilled nursing and intermediate care facitlity buildings, and acute psychiatric hospital buildings.

2. [DSA-SS/CC] See Section 1909 for additional requirements applicable to community colleges.

Structural concrete shall be designed and constructed in accordance with the requirements of this chapter and ACI 318 as amended in Section 1905 of this code. Except for the provisions of Sections 1904 and 1907, the design and construction of slabs on grade shall not be governed by this chapter unless they transmit vertical loads or lateral forces from other parts of the structure to the soil. Precast concrete diaphragms in buildings assigned to Seismic Design Category C, D, E or F shall be designed in accordance with the requirements of ASCE 7, Section 14.2.4.

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.

1901.3.1 Power actuated fasteners. [OSHPD 1R, 2 & 5] Power actuated fasteners qualified in accordance with ICC-ES AC 70 shall be deemed to satisfy the requirements of ASCE 7 Section 13.4.5.

Power actuated fasteners shall be permitted in seismic shear for components exempt from construction docu- ments review by ASCE 7 Section 13.1.4 and for interior non-bearing non-shear wall partitions only. Power actu- ated fastener shall not be used to anchor seismic bracing, exterior cladding or curtain wall systems.

Exception: Power actuated fasteners in steel to steel connections prequalified for seismic application by cyclic tests in accordance with ICC-ES AC 70 shall be permitted for seismic design.

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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CONCRETE

1901.3.2 Mechanical anchors and specialty inserts.

[OSHPD 1R, 2 & 5] Mechanical anchors qualified in accordance with ICC-ES AC 193 shall be deemed to sat- isfy the requirements of this section.

Specialty inserts, including cast-in-place specialty inserts, tested in accordance with ICC-ES AC 232 or AC 446 shall be deemed to satisfy the requirements of this sec- tion.

1901.3.3 Post-installed adhesive anchors. [OSHPD 1R, 2 & 5] Adhesive anchors qualified in accordance with ICC- ES AC 308 shall be deemed to satisfy the requirements of this section.

1901.3.4 Tests for post-installed anchors in concrete.

[OSHPD 1R, 2 & 5] When post-installed anchors are used in lieu of cast-in place bolts, the installation verification test loads, frequency, and acceptance criteria shall be in accordance with this section.

1901.3.4.1 General. Test loads or torques and accep- tance criteria shall be shown on the construction docu- ments.

If any anchor fails testing, all anchors of the same type shall be tested, which are installed by the same trade, not previously tested until twenty (20) consecutive anchors pass, then resume the initial test frequency.

1901.3.4.2 Testing procedure. The test procedure shall be as permitted by an approved evaluation report using criteria adopted in this code. All post-installed anchors shall be tension tested. [OSHPD 1R, 2 & 5] Tension testing to verify proper installation shall be performed in accordance with ASTM E3121.

Exception: Torque controlled post installed anchors shall be permitted to be tested using torque based on an approved evaluation report using criteria adopted in this code.

Alternatively, manufacturer’s recommendation for testing may be approved by the enforcement agency based on an approved evaluation report using criteria adopted in this code.

1901.3.4.3 Test frequency. When post-installed anchors are used for sill plate bolting applications, 10 percent of the 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 non- structural components, such as equipment anchorage, 50 percent or alternate bolts in a group, including at least one-half the anchors in each group, shall be tested.

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

Exceptions:

1. Undercut anchors that allow visual confirma- tion of full set shall not require testing.

2. Where the design tension on anchors is less than 100 pounds and those anchors are clearly noted on the approved construction documents, only 10 percent of those anchors shall be tested.

3. Where adhesive anchor systems are used to install reinforcing dowel bars in hardened concrete, only 25 percent of the dowels shall be tested if all of the following conditions are met:

a. The dowels are used exclusively to transmit

shear forces across joints between existing and new concrete.

b. The number of dowels in any one member

equals or exceeds twelve (12).

c. The dowels are uniformly distributed

across seismic force resisting members (such as shear walls, collectors, and dia- phragms).

Anchors to be tested shall be selected at random by the special inspector/inspector of record (IOR).

4. Testing of shear dowels across cold joints in slabs on grade, where the slab is not part of the lateral force-resisting system shall not be required.

5. Testing is not required for power actuated fas- teners used to attach tracks of interior non- shear wall partitions for shear only, where there are at least three fasteners per segment of track.

1901.3.4.4 Test loads. Required test loads shall be determined by one of the following methods:

1. Twice the maximum allowable tension load or one and a quarter (1 ¹ /4) times the maximum design strength of anchors as provided in approved evaluation report using criteria adopted in this code or determined in accordance with Chapter 17 of ACI 318.

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

2. The manufacturer’s recommended installation torque based on approved evaluation report using criteria adopted in this code.

1901.3.4.5 Test acceptance criteria. Acceptance crite- ria for post-installed anchors shall be based on approved evaluation report using criteria adopted in this code. Field test shall satisfy following minimum requirements.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or spring loaded devices shall maintain the test load for a minimum of 15 seconds and shall exhibit no discern-

214 2019 CALIFORNIA BUILDING CODE

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

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able 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 is being tested, the testing device shall not restrict the concrete shear cone type failure mechanism from occurring.

2. Torque wrench method:

Torque-controlled post-installed anchors tested with a calibrated torque wrench shall attain the specified torque within ¹ /2 turn of the nut; or one- quarter ( ¹ /4) turn of the nut for a ³ /8-inch sleeve anchor only.

tures. Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Section 2206 of this code.

The construction documents for structural concrete construction shall include:

1. The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.

2. The specified strength or grade of reinforcement.

3. The size and location of structural elements, reinforcement and anchors.

4. Provision for dimensional changes resulting from creep, shrinkage and temperature.

5. The magnitude and location of prestressing forces.

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

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

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

9. Minimum concrete compressive strength at time of posttensioning.

10. Stressing sequence for posttensioning tendons.

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

Special inspections and tests of concrete elements of buildings and structures and concreting operations shall be as required by Chapter 17.