Chapter 19 — CONCRETE

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user.

See Chapter 1 for state agency authority and building applications.)

Adopting agency	BSC	BSC- CG	SFM	HCD			DSA			OSHPD						BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	5	5	5	5	5	5	5	5
Adopt entire chapter													X
Adopt entire chapter as amended (amended sections listed below)	X			X	X				X		X	X			X
Adopt only those sections that are listed below
Chapter / Section
1901.1.1									X		X	X			X
1901.1.2									X		X	X			X
1901.1.3									X		X	X			X
1901.1.4									X		X	X			X
1901.3.1											X	X			X
1901.3.2											X	X			X
1901.3.3											X	X			X
1901.3.4											X	B			X
1901.3.4 Exception 6												B
1901.3.4.2											X	X			X
1901.3.4.5 Exception											X	X			X
1903.2											X	X			X
1903.4											X	X			X
1903.5											X	X			X
1903.7											X	X			X
1903.8											X	X			X
1905.1.2	X
1905.1.3	X
1905.1.7											X	B			X
1905.1.8	X
1906											X	X			X
1907.1.1				X
1908.1											X	B			X
1908.2											X	B			X
1908.3											X	B			X
1908.5											X	X			X
1908.7											X	X			X
1908.9											X	X			X
1908.10.2											X	X			X
1909									X
1910											X	B			X
1911											X	X			X

The state agency does not adopt sections identified with the following symbol: The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11. (A & B) – OSHPD (HCAI) delineates that OHSPD 2 is either designated as an OSHPD 2A or 2B. See Ch. 1, Div. I, Section 1.10 for additional information.

Copyright © 2022 by, or licensed to, International Code Council, Inc. (ALL RIGHTS RESERVED); licensed to California Building Standards Commission pursuant to License Agreement. No further reproductions is authorized. 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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CHAPTER 19

CONCRETE

Italics are used for text within Sections 1903 through 1905 of this code to indicate model code provisions that differ from ACI 318.

State of California amendments in these sections are shown in italics and underlined.

User notes:

About this chapter: Chapter 19 provides minimum accepted practices for the design and construction of buildings and structural compo- nents using concrete—both plain and reinforced. Chapter 19 relies primarily on the reference to American Concrete Institute (ACI) 318, Building Code Requirements for Structural Concrete. Structural concrete must be designed and constructed to comply with this code and all listed standards. There are also specific provisions addressing concrete slabs and shotcrete.

Code development reminder: Code change proposals to this chapter will be considered by the IBC—Structural Code Development Commit- tee during the 2022 (Group B) Code Development Cycle.

1901.4 Composite structural steel and concrete struc-tures.¶

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

1901.5 Construction documents.¶

The construction documents for structural concrete construction shall include:

The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.
The specified strength or grade of reinforcement.
The size and location of structural elements, reinforcement and anchors.
Provision for dimensional changes resulting from creep, shrinkage and temperature.
The magnitude and location of prestressing forces.
Anchorage length of reinforcement and location and length of lap splices.
Type and location of mechanical and welded splices of reinforcement.
Details and location of contraction or isolation joints specified for plain concrete.

CONCRETE

2. ASTM C595 3. ASTM C1157

1903.2 Special inspections.¶

Where required, special inspec- tions and tests shall be in accordance with Chapter 17.

[OSHPD 1R, 2 & 5] and Section 1901.

1903.3 Glass fiber-reinforced concrete.¶

Glass fiber-rein- forced concrete (GFRC) and the materials used in such concrete shall be in accordance with the PCI MNL 128 standard.

1903.4 Flat wall insulating concrete form (ICF) systems.¶

[OSHPD 1R, 2 & 5] Not Permitted by OSHPD. Insulating concrete form material used for forming flat concrete walls shall conform to ASTM E2634.

1903.5 Aggregates - [OSHPD 1R, 2 & 5] Modify ACI 318 Section 26.4.1.2.1(a).(1) as follows:

(1) Normal weight aggregate: Aggregate shall be non-

reactive as determined by one of the methods in ASTM C33 Appendix X1: Methods for Evaluating Potential for Deleterious Expansion Due to Alkali Reactivity of an Aggregate. Aggregates deemed to be deleterious or potentially deleterious may be used with the addition of a material that has been shown to prevent harmful expansion in accordance with Appendix X1 of ASTM C33, when approved by the building official. 1903.6 Limits on Cementitious Materials. [OSHPD 1R, 2 & 5] Modify ACI 318 Section 26.4.2.2(b) and Table 26.4.2.2(b) as follows:

The maximum percentage of pozzolans, including fly ash and silica fume, and slag cement in concrete assigned to all exposure categories shall be in accor- dance with Table 26.4.2.2(b) and Section 26.4.2.2(b) Items (1) and (2).

Where pozzolans are used as cementitious materi- als, duration for minimum specified compressive strength of concrete (f ′ c ) that exceeds 28 days shall be considered an alternative system. 1903.7 Steel fiber reinforcement - [OSHPD 1R, 2 & 5] Not permitted by OSHPD. 1903.8 Welding of reinforcing bars - [OSHPD 1R, 2 & 5] Modify ACI 318 Section 26.6.4.1(b) by adding the following:

Subject to prior approval of the enforcing agency, longitu- dinal holding wires conforming to ASTM A1064, of maxi- mum wire size W5, that are machine resistance welded to stirrup/tie cage (or spiral assemblies) consisting of low alloy steel reinforcing conforming to ASTM A706 are per- mitted when performed under continuous competent con- trol in a fabrication shop. Tack welding of primary reinforcing bars together or to stirrups/ties is not permit- ted. Holding wire weld locations shall not occur on any longitudinal or primary reinforcing nor on any portion of a reinforcing bar that is or will be bent in accordance with ACI 318 Section 25.3 for the extents specified in AWS D1.4 Section 4.2.6.

Quality control tests shall be performed on shop welded specimens by the fabricator. Reinforcing steel specimens containing the holding wire shall be tested for yield and ten-

sile strength at the frequency required by Section 1910.2. Test reports shall be available on request to the approved agency, design professional and enforcement agency.

1909.3 Modifications to ACI 318¶

1909.3.1 ACI 318, Section 11.9. Modify ACI 318 by add- ing Section 11.9 as follows:

11.9 -¶

Foundation walls. Horizontal reinforcing of concrete foundation walls for wood-frame or light-steel buildings shall consist of the equivalent of not less than one 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 provided at spacing not to exceed 2 feet (610 mm) on center. Minimum vertical reinforcing shall consist of No. 3 bars at 24 inches (610 mm) on center.

Where concrete foundation walls or curbs extend above the floor line and support wood-frame or light- steel exterior, bearing or shear walls, they shall be doweled to the foundation wall below with a minimum of No. 3 bars at 24 inches (610 mm) on center. Where the height of the wall above the floor line exceeds 18 inches (457 mm), the wall above and below the floor line shall meet the requirements of ACI 318 Section 11.6 and 11.7.

1909.3.2 ACI 318, Section 12.7.3. Add Section 12.7.3.4 to ACI 318 as follows:

12.7.3.4 – At least two No. 5 bars in diaphragms having two layers of reinforcement in both directions and one No. 5 bar in diaphragms having a single layer of rein- forcement in both directions shall be provided around openings larger than 12 inches in any dimension in addition to the minimum reinforcement required by Section 12.6.

1909.3.3 ACI 318, Chapter 14. Plain concrete is not per- mitted.

1909.3.4 ACI 318, Section 18.10.6.5. Modify ACI 318, Section 18.10.6.5 by adding the following:

Where boundary members are not required by ACI 318 Section 18.10.6.2 or 18.10.6.3, minimum reinforcement parallel to the edges of all structural walls and the boundaries of all openings shall consist of twice the cross-sectional area of the minimum shear reinforce- ment required per lineal foot of wall. Horizontal extent of boundary element shall be per ACI 318 Section 18.10.6.4 (a), (b) and (c).

1909.3.5 ACI 318, Section 18.12.6. Add Section 18.12.6.2 to ACI 318 as follows:

1909.3.6 ACI 318, Table 21.2.2. Replace Table 21.2.2 as follows:

TABLE 21.2.2 STRENGTH REDUCTION FACTOR φ FOR MOMENT, AXIAL FORCE, OR COMBINED MOMENT AND AXIAL FORCE

NET TENSILE STRAIN ε t	CLASSIFICATION	φ
NET TENSILE STRAINεt	CLASSIFICATION	Type of transverse reinforcement	Type of transverse reinforcement	Type of transverse reinforcement	Type of transverse reinforcement
NET TENSILE STRAINεt	CLASSIFICATION	Spirals conforming to 25.7.3	Spirals conforming to 25.7.3	Other	Other
εt ≤ εty	Compression- controlled	0.75	(a)	0.65	(b)
εty <εt < (εty + 0.003)	Transition1,2	0.75 0.15 ε_t_ ε_ty_ – ε_t_ ε_ty_ – ---------------- + *	(c)	0.65 0.25 ε_t_ ε_ty_ – ε_t_ ε_ty_ – ---------------- + *	(d)
εt ≥ (εty + 0.003)	Tension- controlled_3_	0.9	(e)	0.9	(f)

For sections classified as transition, it shall be permitted to use φ corresponding to compression-controlled sections. 2. ε t* is the greater of net tensile strain calculated for Pn = 0.1Agf ′ c and ( ε ty + 0.003). 3. For sections with factored axial compression force Pu ≥ 0.1Agf ′ c, φ shall be calculated using equation (c) or (d) for sections classified as transition, as applicable.

1909.3.7 ACI 318, Section 25.2.10. Modify ACI 318 Section 25.2.10 as follows:

25.2.10 - For ties and hoops in columns to be placed with shotcrete, minimum clear spacing shall be 3 in. Shotcrete shall not be applied to spirally tied columns.

1909.3.8 ACI 318, Section 26.5.2. Modify ACI 318 Section 26.5.2.1 by replacing Items (l), (m) and (n) and adding item (q) as follows:

(l) Shotcrete surfaces intended to receive subsequent shotcrete placement following an interruption of 30 minutes or more shall be roughened to a full amplitude of approximately ¹ /4 in. before the shotcrete has reached final set. The film of laitance which forms on the surface of the shotcrete shall be removed within approximately 2 hours after application by brushing with a stiff broom. If this film is not removed within 2 hours, it shall be removed by thorough wire brushing or a mechanical method acceptable to the enforcement agency.

(m) Before placing additional material onto hardened shotcrete, laitance shall be removed, joints shall be cleaned and the surface shall be dampened. Construc- tion joints over 8 hours old shall be thoroughly cleaned with air and water prior to receiving shotcrete.

(n) In-place fresh concrete that exhibits sags, sloughs, segregation, honeycombing, sand pockets, or other obvious defects shall be removed and replaced. Shot- crete above sags and sloughs shall be removed and replaced while still plastic.

(q) Surface preparation: Concrete or masonry to receive shotcrete shall have the entire surface thor- oughly cleaned and roughened by a mechanical method acceptable to the enforcement agency, and just prior to receiving shotcrete, shall be thoroughly cleaned of all

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CONCRETE

1909.4 Shotcrete.¶

1909.4.1 General. Shotcrete shall also conform to the provisions of ACI 506.2 and ACI 506R. The specified compressive strength of shotcrete shall not be less than 4,000 psi (27.6 MPa). The use of a shotcrete mockup panel to qualify bar clearance dimensions in accordance with ACI 318 Section 25.2.7.1 or contact lap splices in accordance with ACI 318 Section 25.5.1.7 is subject to the approval of the building official. Tolerances for shot- crete construction shall be defined by the construction documents. 1909.4.2 Tests and inspections. Preconstruction tests of one or more shotcrete mockup panels prepared in accor- dance with Section 1705A.3.9.2 are required. In addition to testing requirements in ACI 318, special inspection and testing shall be in accordance with Section 1705A.3.9.

1909.4.3 Forms and ground wires for shotcrete. Forms for shotcrete shall be substantial and rigid. Forms shall be built and 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 and form of the shotcrete work. All surfaces shall be rodded to these wires.

1909.5 Existing concrete structures.¶

The structural use of existing concrete with a core strength less than 1,500 psi (10.3MPa) is not permitted in rehabilitation work.

For existing concrete structures, sufficient cores shall be taken at representative locations throughout the structure, as designated by the architect or structural engineer, so that knowledge will be had of the in-place strength of the con- crete. At least three cores shall be taken from each building for each 4,000 square feet (372 m ² ) of floor area, or fraction thereof. Cores shall be at least 4 inches (102 mm) in diame- ter. Cores as small as 2.75 inches (70 mm) in diameter may be allowed by the enforcement agency when reinforcement is closely spaced and the coarse aggregate does not exceed ³ /4 inch (19 mm).

CONCRETE

shall be furnished by the contractor and tested by an approved independent testing agency:

1. For wire, strand or bars, 7-foot-long (2134 mm) samples shall be taken of the coil of wire or strand reel or rods. A minimum of one random sample per 5,000 pounds (2270 kg) of each heat or lot used on the job shall be selected. 2. For prefabricated prestressing tendons other than bars, one completely fabricated tendon 10 feet (3048 mm) in length between grips with the anchorage assembly at one end shall be furnished for each size and type of tendon and anchorage assembly.

strand_ reel or rods. A minimum of one random sample per 5,000 pounds (2270 kg) of each heat or lot used on the job shall be selected. 2. For prefabricated prestressing tendons other than bars, one completely fabricated tendon 10 feet (3048 mm) in length between grips with the anchorage assembly at one end shall be furnished for each size and type of tendon and anchorage assembly.

Variations of the bearing plate size need not be considered. The anchorages of unbonded tendons shall develop at least 95 percent of the minimum specified ultimate strength of the prestressing steel. The total elongation of the tendon under ultimate load shall not be less than 2 percent measured in a minimum gage length of 10 feet (3048 mm). Anchorages of bonded tendons shall develop at least 90 percent of the minimum specified strength of the prestressing steel tested in an unbonded state. All couplings shall develop at least 95 percent of the minimum specified strength of the prestressing steel and shall not reduce the elongation at rupture below the requirements of the tendon itself. 3. If the prestressing tendon is a bar, one 7-foot (2134 mm) length complete with one end anchorage shall be furnished and, in addition, if couplers are to be used with the bar, two 4-foot (1219 mm) lengths of bar fabricated to fit and equipped with one coupler shall be furnished. 4. Mill tests of materials used for end anchorages shall be furnished. In addition, at least one Brinnell hard- ness test shall be made of each thickness of bearing plate. 1910.2.4 Composite construction cores. Cores of the com- pleted composite concrete construction shall be taken to demonstrate the shear strength along the contact surfaces. The cores shall be tested when the cast-in-place concrete is approximately 28 days old and shall be tested by a shear loading parallel to the joint between the precast concrete and the cast-in-place concrete. The minimum unit shear strength of the contact surface area of the core shall not be less than 100 psi (689 kPa).

At least one core shall be taken from each building for each 5,000 square feet (465 m ² ) of area of composite concrete construction and not fewer than three cores shall be taken from each project. The architect or struc- tural engineer in responsible charge of the project or his or her representative shall designate the location for sampling.

NET TENSILE STRAIN ε t	CLASSIFICATION	φ
*NET TENSILE* STRAINεt	*CLASSIFICATION*	*Type of transverse reinforcement*	*Type of transverse reinforcement*	*Type of transverse reinforcement*	*Type of transverse reinforcement*
*NET TENSILE* STRAINεt	*CLASSIFICATION*	*Spirals conforming* *to 25.7.3*	*Spirals conforming* *to 25.7.3*	*Other*	*Other*
ε_t ≤ ε_ty	Compression- controlled	0.75	(a)	0.65	(b)
ε_ty <_ε_t < ε_ty + 0.003	Transition1, 2	0.75 0.15 ε_t_ ε_ty_ – ε_t_ ε_ty_ – ---------------- + *	(c)	0.65 0.25 ε_t_ ε_ty_ – ε_t_ ε_ty_ – ---------------- + *	(d)
ε_t ≥ ε_ty + 0.003	Tension- controlled3	0.9	(e)	0.9	(f)

1. For sections classified as transition, it shall be permitted to use φ corresponding to compression-controlled sections. 2. ε t* is the greater of net tensile strain calculated for Pn = 0.1Ag f ′ c and ε ty + 0.003. 3. For sections with factored axial compression force Pu ≥ 0.1Ag f ′ c , φ shall be calculated using equation (c) or (d) for sections classified as transition, as applicable.

1910.3 Modifications to ACI 318¶

1910.3.1 ACI 318, Section 12.7.3. Add Section 12.7.3.4 to ACI 318 as follows:

Collector and boundary elements in topping slabs placed over precast floor and roof elements shall not be less than 3 inches (76 mm) or 6 db thick, where db is the diameter of the largest reinforcement in the topping slab. 1910.3.3 ACI 318, Table 19.2.1.1. Modify ACI 318 Table 19.2.1.1 as follows: For concrete designed and constructed in accordance with this chapter, f ′ c,, shall not be less than 3,000 psi (20.7 MPa). Reinforced normal weight concrete with specified compressive strength higher than 8,000 psi (55 MPa) shall require prior approval of structural design method and acceptance criteria by the enforce- ment agency. 1910.3.4 ACI 318, Table 21.2.2. Replace Table 21.2.2 as follows:

TABLE 21.2.2 STRENGTH REDUCTION FACTOR φ FOR MOMENT, AXIAL FORCE, OR COMBINED MOMENT AND AXIAL FORCE

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CONCRETE

1911.2 Crack repair by epoxy injection.¶

Crack Repair of concrete and masonry member by epoxy injection shall con- form to all requirements of ACI 503.7.

1911.3 Concrete strengthening by externally bonded fiber reinforced polymer (FRP).¶

reinforced 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 be permitted. 2. Strengthening of shear walls and diaphragms (including chords and collectors) shall be consid- ered as an alternative system. Design capacities, reliability and serviceability of FRP materials shall be permitted to be established in accordance with ICC-ES AC 125. Minimum inspection requirements of FRP composite systems shall be in accordance with ICC-ES AC 178.

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

CHAPTER 19 A – CONCRETE

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user.

See Chapter 1 for state agency authority and building applications.)

Adopting agency	BSC	BSC- CG	SFM	HCD			DSA			OSHPD						BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	5	5	5	5	5	5	5	5
Adopt entire chapter								X		X				X
Adopt entire chapter as amended (amended sections listed below)				X	X
Adopt only those sections that are listed below
Chapter / Section

The state agency does not adopt sections identified with the following symbol: † The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11.

19A-2 2022 CALIFORNIA BUILDING CODE

CHAPTER 19 A

CONCRETE

Italics are used for text within Sections 1903A through 1905A of this code to indicate model code provisions that differ from ACI 318.

State of California amendments in these sections are shown in italics and underlined.

1910A.2 Tests of reinforcing bars.¶

Samples shall be taken from bundles as delivered from the mill, with the bundles identified as to heat number and the accompanying mill cer- tificate. One tensile test and one bend test shall be made from a sample from each 10 tons (9080 kg) or fraction thereof of each size of reinforcing steel.

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

Tests of reinforcing bars may be waived by the structural engineer with the approval of the Building Official for one- story buildings or non-building structures provided they are identified in the construction documents and certified mill test reports are provided to the inspector of record for each shipment of such reinforcement.

1910A.3 Tests for prestressing steel and anchorage¶

. All wires or bars of each size from each mill heat and all strands from each manufactured reel to be shipped to the site shall be assigned an individual lot number and shall be tagged in such a manner that each lot can be accurately identified at the jobsite. Each lot of tendon and anchorage assemblies and bar couplers to be installed shall be likewise identified.

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

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

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

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

The anchorages of unbonded tendons shall develop at least 95 percent of the minimum specified ultimate strength of the pre-stressing steel. The total elongation of the tendon under ultimate load shall not be less than 2 percent measured in a minimum gage length of 10 feet (3048 mm).

Anchorages of bonded tendons shall develop at least 90 percent of the minimum specified strength of the prestressing steel tested in an unbonded state. All cou- plings shall develop at least 95 percent of the minimum specified strength of the prestressing steel and shall not reduce the elongation at rupture below the require- ments of the tendon itself.

CONCRETE

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

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

1910A.4 Composite construction cores.¶

Cores of the com- pleted composite concrete construction shall be taken to demonstrate the shear strength along the contact surfaces. The cores shall be tested when the cast-in-place concrete is approximately 28 days old and shall be tested by a shear loading parallel to the joint between the precast concrete and the cast-in-place concrete. The minimum unit shear strength of the contact surface area of the core shall not be less than 100 psi (689 kPa).

At least one core shall be taken from each building for each 5,000 square feet (465m ² ) of area of composite concrete construction and not less than three cores shall be taken from each project. The architect or structural engineer in respon- sible charge of the project or his or her representative shall designate the location for sampling.

1910A.5 Tests for post-installed anchors in concrete.¶

When post-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.

1910A.5.1 General. Test loads or torques and acceptance criteria shall be shown on the construction documents.

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.

1910A.5.2 Testing procedure. The test procedure shall be as permitted by an approved evaluation report using crite- ria adopted in this code. All post-installed anchors shall be tension tested. [OSHPD 1 & 4] Tension testing to verify proper installation shall be performed in accordance with ASTM E3121.

Exception: [OSHPD 1 & 4] 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.

Exception: [DSA-SS] Torque-controlled post-installed anchors and screw type 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 test- ing may be approved by the enforcement agency, based on an approved test report using criteria adopted in this code.

1910A.5.3 Test frequency. When post-installed anchors are used for sill plate bolting applications, 10 percent of the anchors shall be tested.

CONCRETE

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

When post-installed anchors are used for nonstructural 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 confirmation of full set shall not require testing.

2. Where the design tension on anchors is less than 100 lbs 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 con- crete, 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 12.

c. The dowels are uniformly distributed across

seismic force resisting members (such as shear walls, collectors and diaphragms).

Anchors to be tested shall be selected at ran- dom 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 fasten- ers used to attach tracks of interior non-shear wall partitions for shear only, where there are at least three fasteners per segment of track.

6. [OSHPD 4] In state detention and correctional facilities, tension testing is not required for post- installed anchors used for attaching nonstruc- tural components, such as grab bars and shower seats, to concrete walls if the components do not contribute to security/detainment, life safety and the continuous operation of the institution follow- ing an event of extreme environmental loading from flood, wind, snow or earthquakes, as deter- mined by the enforcing agency. 1910A.5.4 Test loads. Required test loads shall be deter- mined 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 an 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 an approved evaluation report using criteria adopted in this code.

1910A.5.5 Test acceptance criteria. Acceptance criteria for post-installed anchors shall be based on an approved evaluation report using criteria adopted in this code. Field tests shall satisfy the following minimum requirements.

1. Hydraulic ram method:

Anchors tested with a hydraulic jack or spring loaded apparatus shall maintain the test load for a minimum 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.

The testing apparatus support locations shall not be within 1.5 times the anchor’s embedment depth to avoid restricting the concrete shear cone type fail- ure mechanism from occurring.

Exception: When denoted accordingly on the approved construction documents, adhesive anchors complying with ACI 318 Equation 17.8.2a and for which concrete breakout does not control the design tensile strength may be tested with apparatus support locations closer than 1.5 times the anchor embedment depth.

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.

[DSA-SS] Screw-type anchors tested with a cali- brated torque wrench shall attain the specified torque within one-quarter ( ¹ /4) turn of the screw after initial seating of the screw head.