ER 4945 - Simpson Strong-Tie Epoxy Tie Anchoring Systems


[PDF]ER 4945 - Simpson Strong-Tie Epoxy Tie Anchoring Systems8032c1fb3d623963968f-392426bfe23e9ffecbdfd263ee200e67.r75.cf1.rackcdn.com/...

0 downloads 160 Views 107KB Size

ICBO Evaluation Service, Inc.

5360 WORKMAN MILL ROAD •

WHITTIER, CALIFORNIA 90601-2299

A subsidiary corporation of the

International Conference of Building Officials

EVALUATION REPORT Copyright  1998 ICBO Evaluation Service, Inc.

ER-4945 Reissued December 1, 1998

Filing Category: FASTENERS—Concrete and Masonry Anchors (066) SIMPSON STRONG-TIE EPOXY TIE ANCHORING SYSTEMS SIMPSON STRONG-TIE COMPANY, INC. 4637 CHABOT DRIVE, SUITE 200 PLEASANTON, CALIFORNIA 94588 1.0 SUBJECT Simpson Strong-Tie Epoxy Tie Anchoring Systems with Epoxy Tie ET, ETF and ETR Anchoring Adhesives. 2.0 DESCRIPTION 2.1 General: Simpson Strong-Tie Epoxy Tie anchoring systems described in this evaluation report are stud-type adhesive anchors. Systems using Epoxy Tie ET and ETF adhesives are for use as anchors installed in concrete substrates. Systems using Epoxy Tie ET and ETR adhesives are for use as anchors installed in unreinforced brick walls. For installation in concrete, the anchoring systems each consist of a two-part epoxy adhesive and a threaded steel rod. Deformed reinforcement steel bars can also be installed in concrete with Epoxy Tie ET adhesive. For installations in unreinforced brick walls, the systems each consist of the adhesive, threaded steel rods, screen tubes, steel sleeves, and steel plates. 2.2 Materials: 2.2.1 Adhesives: Epoxy Tie ET, ETF and ETR are two-component (resin and hardener) epoxy adhesives, supplied in dual, side-by-side cartridges with a 1:1 volume ratio. The cartridges are used with a manual or pneumatically activated tool to dispense the adhesives through an 18-element static mixing nozzle, supplied by Simpson Strong-Tie Company, Inc., attached to the dual cartridges. The adhesives have a two-year shelf life when stored in a dry environment at temperatures ranging from 45°F (7.2°C) to 90°F (32.2°C). 2.2.2 Threaded Rods: All-threaded rods must be manufactured either from steel conforming to ASTM A 307 or ASTM A 193 Grade B7, or from stainless steel. Stainless steel threaded rods shall comply with ASTM F 593 Grade A304. 2.2.3 Rebar: Deformed steel bar must comply with ASTM A 615 Grade 60. 2.2.4 Concrete: Concrete must be normal-weight, stoneaggregate concrete having a minimum 2,000 psi (13.78 MPa) compressive strength at the time of anchor installation. 2.3 Concrete Anchors: 2.3.1 General: Allowable tension and shear loads for various sizes of threaded steel rod installed in concrete with Epoxy Tie ET adhesive are in Tables 3 and 4. The allowable tension and shear loads in Tables 3 and 4 are permitted for

long-term loads. The allowable tension loads in Table 3 are also permitted for short-term loads due to wind or seismic forces, and may be increased by one-third in accordance with Section 1612.3.3 of the code. The allowable shear loads of Table 4 must be adjusted by a multiplication factor of 91 percent (0.91 × allowable shear values) for anchors resisting short-term loads due to wind or seismic forces (the load duration factors in Section 1612.3.3 of the code are not permitted). Allowable tension loads for various sizes of rebar installed in concrete with Epoxy Tie ET adhesive are in Table 7. The allowable tension loads in Table 7 are permitted for long-term loads, or short-term loads due to wind forces. The allowable loads are not permitted to be increased by one-third for shortterm loads. Use of Epoxy Tie ET with rebar for seismic forces is beyond the scope of this report. Allowable tension and shear loads for various sizes of threaded steel rod installed in concrete with Epoxy Tie ETF adhesive are in Tables 8 and 9. The allowable tension loads in Table 8 are limited to short-term loads due to wind or seismic forces, and may be increased by one-third, in accordance with Section 1612.3.3 of the code. The allowable shear loads of Table 9, adjusted by a multiplication factor of 91 percent (0.91 × allowable shear value), are permitted for anchors resisting short-term loads due to wind or seismic forces (the load duration factors in Section 1612.3.3 of the code are not permitted). Long-term loads on Epoxy Tie ETF anchors are beyond the scope of this evaluation report. Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation:

Ps Vs ) v1 Pt Vt where:

Ps = Applied service tension load. Pt = Service tension load. Vs = Applied service shear load. Vt = Service shear load. 2.3.2 Installation: The anchor is installed in a hole predrilled in the concrete with drill bits complying with ANSI B212.15-1994. The hole must be cleaned with oil-free compressed air and a nylon brush. For anchors installed with Epoxy Tie ET adhesive, the hole diameter, anchor embedment, spacing and concrete edge distance must comply with Tables 3, 4, 5 and 7. For anchors installed with Epoxy Tie ETF adhesive, the hole diameter, anchor embedment, spacing and concrete edge distance must comply with Tables 8 and 9. Before the adhesive is injected into the hole, the adhesive must be dispensed through the static mixing nozzle, off to the side, to ensure proper mixing. The mixed adhesive must then be injected into the hole until the hole is approximately one-

Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any “Finding” or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 7

Page 2 of 7 half full. A threaded rod free of oil, scale and rust must be pushed to the bottom of the hole and twisted clockwise to ensure coverage of the anchor surface with adhesive. The adhesive must be level with the concrete surface after insertion of the anchor. The anchor must be installed and cured in accordance with the temperature and curing times specified in Tables 1 and 2. 2.3.3 Temperature Limitations: Adhesive anchor performance is temperature-sensitive. The allowable loads of anchors installed with Epoxy Tie ET must be adjusted in accordance with Figure 1 where the concrete temperature exceeds 70°F (21.1°C). The allowable loads for anchors installed with Epoxy Tie ETF must be adjusted in accordance with Figure 2 where the concrete temperature exceeds 77°F (25°C). 2.3.4 Special Considerations: The anchors may be used within fire-resistive construction, provided the anchors only resist wind or seismic forces. 2.4 Unreinforced Brick Wall Anchors: 2.4.1 General: Anchors installed with Epoxy Tie ET or Epoxy Tie ETR Renovation Formula adhesives in existing unreinforced brick walls are designed to resist seismic and wind loads only. The existing unreinforced brick walls must have a minimum thickness of 13 inches (330 mm). The anchor is recognized for installation in the three configurations shown in Figure 2. The adhesive, threaded rod and screen tube are used in all anchor installations. Configuration A has a straight threaded rod embedded 8 inches (203 mm) into the wall. Configuration B has a threaded rod bent and installed 13 inches (330 mm) into the wall at a 22.5-degree angle. Configuration C uses a through-bolt, a steel sleeve and steel plate. The threaded rod for Configurations A and B is a 3/4-inchdiameter (19.1 mm), ASTM A 307 rod. A 5/8-inch-diameter (15.9 mm) ASTM A 307 threaded rod is used in Configuration C. The screen tube consists of steel screen formed into a tube having a 31/32-inch (24.6 mm) outside diameter and a length of either 8 or 13 inches (203 or 330 mm). The 8-inch-long (203 mm) screen tube is used in Configurations A and C. The 13-inch-long (330 mm) screen tube is used in Configuration B. An 8-inch-long (203 mm) sleeve formed from C1010 steel, used in the through-bolted connection of Configuration C, has an outside and inside diameter of 13/16 inch and 11/16 inch (20.6 mm and 17.5 mm), respectively. The steel sleeve has a plastic plug in one end. A 6-inch-by-6-inch-by-3/8-inch-thick (152 mm by 152 mm by 9.5 mm) ASTM A 36 steel plate is located on the back face of the wall, at the end of the threaded rod of the through-bolted connection. The allowable shear value for Configurations A and B is 1,000 pounds (4450 N). The allowable tension value for Configuration C is 1,200 pounds (5338 N). Allowable values are for short-term wind and seismic loads, and cannot be increased for short-term loads. The adhesive for the installed anchors must be protected from direct weather exposure. 2.4.2 Installation: The anchors are installed in 1-inch-diameter (25 mm) holes that are drilled using rotary drill bits designed for use in concrete or masonry and a rotary drill or a rotary hammer drill used in the “rotation only” mode. The hole is drilled perpendicular to the wall face, to a depth of 8 inches (203 mm), for Configurations A and C. The hole for the Configuration B anchor is at the angle and embedment described in Section 2.4.1, and is drilled using a guide that is handheld or attached to the drill. The holes are cleaned with oil-free compressed air and a nylon brush. The mixed adhesive is injected into the screen tube until the tube is completely full. The tube is then placed into the drilled hole. The threaded rod of either Configuration A or B, or the

ER-4945 steel sleeve of Configuration C, is slowly pushed into the screen tube, forcing the adhesive through the screen and into the hole. Before installation of the Configuration C anchor can continue, the adhesive must be cured at the temperatures and for the time periods noted in Table 1. After the adhesive on Configuration C anchors has cured, a 5/8-inch-diameter (15.9 mm) standard rotary drill bit is used to drill a hole through the plastic plug in the end of the steel sleeve and completely through the wall. The 5/8-inch-diameter (15.9 mm) threaded rod is inserted through the hole, and is attached to the other side of the wall using the metal plate and a nut. 2.4.3 Miscellaneous: Anchor installations require the following: 1. Use of the anchors must be approved by the project engineer. 2. The anchors must be installed under special inspection in accordance with Section 1701 of the code and Section 2.5 of this report. 3. Edge distances and spacings of anchors shall comply with Table 10. 4. Only wind and seismic loads are imposed on the anchors. 5. Allowable tension and shear loads are applicable only where in-place shear tests conducted in accordance with UBC Standard 21-6 indicate a minimum average net ultimate shear strength of 50 psi (345 kPa). 6. One-fourth (25 percent) of the anchors must be tested by a special inspector using a calibrated torque wrench set at a minimum torque of 60 foot-pounds (81 NSm). Steel sleeves for anchors in Configuration C are tested prior to installation of threaded rod, using an expansion bolt inserted into the sleeve. 7. Five percent of the tension-resisting anchors must be tested, with a minimum of two tests being required. Where the wall thickness varies, at least one test must be performed on an anchor that has the least embedment. Tests must indicate that bolts can sustain a tension load of 3,000 pounds (13 344 N) for a five-minute period with an allowable deviation of 10 percent. 8. For each job, the project engineer or contractor must submit a test report to the local building department, verifying that the requirements of Sections 2.4.3.5, 2.4.3.6 and 2.4.3.7 of this report have been met. Tests must be conducted under the supervision of the project engineer or an approved independent testing laboratory. At a minimum, the test report must include: a. Test location(s). b. Brick/mortar condition. c. Bolt movement/elongation. d. Embedment depth. e. Applied load. 2.5 Special Inspection: Adhesive anchor installations require special inspection in accordance with Section 1701 of the code. The special inspector must record product description (including product name), adhesive expiration date, anchor diameter and steel grade, compliance of drill bit with this report, hole diameter, cleanliness of hole and anchor, adhesive application, anchor embedment, and verification that anchor installation is in accordance with both the manufacturer’s published installation instructions and this report. 2.6 Identification: The packaging for the adhesives bears the product designation; name and address of Simpson Strong-Tie Company, Inc.; expiration date; evaluation report number (ICBO ES ER-4945); and installation instructions. Steel specifications for threaded rods are identified on attached labels. Screen tubes and steel sleeves are identified by container labels bearing the name and address of Simpson Strong-Tie Company, Inc., and the size and quantity.

Page 3 of 7

ER-4945

3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Adhesive Anchors in Concrete and Masonry Elements (AC58), dated January 1998 (Epoxy Tie ET and Epoxy Tie ETF), including seismic (Epoxy Tie ET and Epoxy Tie ETF), freeze-thaw (Epoxy Tie ET) and creep (Epoxy Tie ET) investigations; and with the ICBO ES Acceptance Criteria for Unreinforced Masonry Anchors (AC60), dated January 1995 (Epoxy Tie ET and Epoxy Tie ETR). 4.0 FINDINGS

The anchors are installed in accordance with the manufacturer’s instructions and this report.

4.2

Maximum allowable shear and tension loads for anchors installed in concrete substrates comply with Section 2.3.1. Allowable loads are adjusted for temperature in accordance with Section 2.3.3.

4.3

Anchors installed in concrete with Epoxy Tie ET are permitted for long-term or short-term loads as noted in Section 2.3.1.

4.4

Anchors installed in concrete with Epoxy Tie ETF are limited to short-term loads due to wind or seismic forces as noted in Section 2.3.1.

4.5

Anchors installed in unreinforced brick walls are limited to resisting wind or seismic forces that do not exceed the allowable loads noted in Section 2.4.1.

4.6

Special inspection is provided in accordance with Sections 2.4.3 and 2.5 for all anchor installations.

ÁÁÁÁÁÁÁÁÁÁ ÁÁÁÁÁÁÁÁÁÁ

Calculations and details showing compliance with this report are submitted to the local building official for approval.

4.8

Anchors are not used in conjunction with fire-resistive construction, except as noted in Section 2.3.4.

4.9

Anchors are not used to resist tension forces in ceiling or wall installations unless special consideration is given to fire-exposure conditions.

4.10 Anchors are not subjected to vibratory or shock loads, such as those encountered by supports for reciprocating engines or crane rails.

That the Simpson Strong-Tie Epoxy Tie Anchoring Systems described in this report comply with the 1997 Uniform Building Code, subject to the following conditions: 4.1

4.7

4.11 Anchors in concrete are limited to installation in uncracked concrete [which is defined as concrete subjected to maximum 170 psi (1172 kPa) tensile stress induced by external loads or deformations]. 4.12 The anchors are limited to interior use, except that installations are permitted in concrete in moderate or negligible exterior weathering locations, in accordance with Figure 21-1-1 of UBC Standard 21-1, when stainless steel threaded rods are used; Epoxy Tie ET anchors may also be installed in concrete in severe exterior weathering locations when stainless steel threaded rods are used. 4.13 During installation, the hole and surrounding location must be dry. 4.14 The adhesives are manufactured by Simpson Strong-Tie Company, Inc., in Addison, Illinois, under a quality control program with inspections by Professional Service Industries (NER-QA231). This report is subject to re-examination in two years.

TABLE 1—MANUFACTURER’S RECOMMENDED CURE TIME FOR EPOXY TIE ET1

TEMPERATURE (°F)

100 90 80 70 65

INITIAL SET2 (hours)

INITIAL CURE3 (hours)

4 4 4 5 6

12 16 24 24 24

For SI: t°F = 9/5 t°C + 32. 1Anchors installed and cured at substrate temperatures colder than 65°F are beyond the scope of this report. 2Anchors are to be undisturbed during the initial set time. 3Application of allowable (design) tensile or shear loads shall occur after the initial cure time.

TABLE 2—MANUFACTURER’S RECOMMENDED CURE TIME FOR EPOXY TIE ETF1 TEMPERATURE (°F)

100 90 80 70 65

INITIAL SET2

INITIAL CURE3 (hours)

20 minutes 20 minutes 30 minutes 30 minutes 1 hour

1 1 1 1 2

For SI: t°F = 9/5 t°C + 32. 1Anchors installed and cured at substrate temperatures colder than 65°F are beyond the scope of this report. 2Anchors are to be undisturbed during the initial set time. 3Application of allowable (design) tensile or shear loads shall occur after the initial cure time.

Page 4 of 7

ER-4945 TABLE 3—EPOXY TIE ET ADHESIVE ALLOWABLE TENSION LOAD FOR THREADED ROD INSTALLED IN NORMAL-WEIGHT CONCRETE, fc ′ ≥ 2,000 psi (pounds)1,2,3,4,5 BASED ON STEEL STRENGTH

STUD DIAMETER (inch)

DRILL BIT DIAMETER (inches)

MINIMUM EMBEDMENT (E) (inches)

SPACING (scr ) (inches)

EDGE DISTANCE (ccr ) (inches)

ALLOWABLE BOND6

A 307 (SAE 1018)

A 193 Grade B7 (SAE 4140)

F 593 (A304 SS)

3/ 8 1/ 2 5/ 8 3/ 4 7/ 8

7/ 16 9/ 16 3/ 4 7/ 8

31/2 41/4 5 63/4 73/4 9

61/8 71/2 83/4 12 135/8 153/4

51/4 63/8 71/2 101/8 115/8 131/2

2,194 3,842 5,719 8,865 10,899 11,833

2,080 3,730 5,870 8,490 12,000 15,700

4,580 8,210 12,910 18,680 26,400 34,500

1,670 2,990 4,700 6,790 9,500 12,500

1 11/8

1

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. 1Allowable load must be the lesser of bond and steel strength. 2Allowable loads may be increased by 331/ percent for short-term loading due to wind or seismic forces. 3 3The tabulated values are for anchors installed at the specified concrete edge (c) distances. See Table 5. Edge distances may be reduced in accordance with Tables 5 and 6. Linear interpolation may be used for intermediate distances. 4The tabulated allowable tension loads are for individual anchors or anchors spaced at a minimum of four times the anchor embedment. A multiplication factor of 0.71 must be applied to the allowable tension loads for anchors spaced at less than four times the anchor embedment and spaced at least the distances noted in the table. 5The tabulated values are for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 6The allowable loads listed under allowable bond in the table are based on a safety factor of 4.0.

TABLE 4—EPOXY TIE ET ADHESIVE ALLOWABLE SHEAR LOADS FOR THREADED ROD INSTALLED IN NORMAL-WEIGHT AGGREGATE CONCRETE, fc ′ ≥ 2,000 psi (pounds)1,2 STUD DIAMETER (inch)

DRILL BIT DIAMETER (inches)

MINIMUM EMBEDMENT (E) (inches)

3/ 8 1/ 2 5/ 8 3/ 4 7/ 8

7/ 16 9/ 16 3/ 4 7/ 8

31/2 41/4 5 63/4 73/4 9

1 11/8

1

BASED ON CONCRETE EDGE DISTANCES3,4,5

BASED ON STEEL STRENGTH

ccr

cmin

A 307 (SAE 1018)

A 193 Grade B7 (SAE 4140)

F 593 (A304 SS)

1,905 2,235 4,700 6,925 6,925 12,550

555 555 645 930 930 1,050

1,040 1,870 2,940 4,250 6,000 7,820

1,905 2,820 4,890 6,925 9,820 13,490

1,040 1,870 2,940 4,250 6,000 7,820

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. 1Allowable load must be the lesser of concrete and steel strength. 2See Section 2.3.1 for use of the anchor to resist wind or seismic forces. 3Allowable loads for anchors loaded in shear with edge distances between critical and minimum may be obtained by linear interpolation. 4The tabulated values are for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 5Reference Table 5 for c and c cr min .

TABLE 5—EPOXY TIE ET ADHESIVE SPACING AND EDGE DISTANCE REQUIREMENTS (inches) STUD SIZE (inch)

EDGE DISTANCE

EMBEDMENT DEPTH (E) (inches)

3/ 8 1/ 2 5/ 8 3/ 4 7/ 8

31/2 41/4

5 63/4 3 7 /4 9

1

ANCHOR SPACING

Critical (ccr ) Tension and Shear

Minimum (cmin ) Tension and Shear

Critical (scr ) Tension and Shear

51/4 63/8 71/2 101/8 115/8 131/2

13/4 13/4 13/4 13/4 13/4 13/4

61/8 71/2 83/4 12 135/8 153/4

For SI: 1 inch = 25.4 mm.

TABLE 6—EPOXY TIE ET ADHESIVE ALLOWABLE LOAD REDUCTION FACTORS1,2,3 SHEAR4

TENSION Spacing

Edge Distance

Spacing

ccr

cmin

scr

ccr

cmin

1.00

1.00

0.50

1.00

1.00

See Footnote 5

1Applicable

to allowable loads in Tables 3 and 4. reduction factors are cumulative. 3Linear interpolation is allowed for edge distances that fall between c and c cr min . 4Applies to loads directed either toward or away from an edge. 5For reduction factors, see Table 4. 2Load

Edge Distance

scr

Page 5 of 7

ER-4945 TABLE 7—EPOXY TIE ET ADHESIVE ALLOWABLE TENSION LOAD FOR REINFORCING BAR INSTALLED IN NORMAL-WEIGHT CONCRETE, fc ′ ≥ 2,000 psi (pounds)1,2,3,4,5

REBAR DIAMETER

DRILL BIT DIAMETER (inches)

MINIMUM EMBEDMENT (E) (inches)

5/ 8 3/ 4 7/ 8

41/4

#4 #5 #6 #7 #8 #10 #11 #14

MINIMUM SPACING (inches)

MINIMUM EDGE DISTANCE (inches)

ALLOWABLE BOND STRENGTH

BASED ON STEEL STRENGTH

17 20 27 31 36 45 491/2 63

63/8 71/2 101/8 115/8 131/2 167/8 185/8 235/8

2,650 6,050 5,500 7,855 8,840 17,670 19,605 22,880

4,705 7,370 10,610 14,425 18,840 30,410 36,480 54,025

5

63/4 73/4

1 11/8 1 1 /2 15/8 2

9 111/4 123/8 153/4

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. 1Allowable load must be the lesser of bond and steel strength. 2Allowable loads must not be increased for short-term loads. 3The tabulated allowable tension loads are for anchors installed at the specified anchor spacing and concrete edge distance. 4The tabulated values are for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 5The allowable loads listed under allowable bond in the table are based on a safety factor of 4.0.

TABLE 8—EPOXY TIE ETF ADHESIVE ALLOWABLE TENSION LOADS FOR THREADED ROD INSTALLED IN NORMAL-WEIGHT CONCRETE, fc ′ ≥ 2,000 psi (pounds)1,2,3,4,5 BASED ON STEEL STRENGTH

STUD DIAMETER (inch)

DRILL BIT DIAMETER (inches)

MINIMUM EMBEDMENT (E) (inches)

MINIMUM SPACING (inches)

MINIMUM EDGE DISTANCE (inches)

ALLOWABLE BOND6

A 307 (SAE 1018)

A 193 Grade B7 (SAE 4140)

F 593 (A304 SS)

3/ 8 1/ 2 5/ 8 3/ 4 7/ 8

7/ 16 9/ 16 3/ 4 7/ 8

31/2 41/4

61/8 71/2 83/4

51/4 63/8 71/2 101/8 115/8 131/2

2,090 3,535 4,815 7,835 9,795 11,190

2,080 3,730 5,870 8,490 12,000 15,700

4,580 8,210 12,910 18,680 26,400 34,500

1,670 2,990 4,700 6,790 9,500 12,500

1

5 63/4 3 7 /4 9

1

11/8

12 135/8 153/4

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. 1Allowable load must be the lesser of bond and steel strength. 2Allowable loads may be increased by 331/ percent for short-term loading due to wind or seismic forces. 3 3The tabulated values are for anchors installed at the specified concrete edge distances. Edge distances may not be reduced. 4The tabulated allowable tension loads are for individual anchors or anchors spaced at a minimum of four times the anchor embedment. A multiplication factor of 0.56 must be applied to the allowable tension loads for anchors spaced at less than four times the anchor embedment and spaced at least the distances noted in the table. 5The tabulated values are for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 6The allowable loads listed under allowable bond are based on a safety factor of 5.33.

TABLE 9—EPOXY TIE ETF ADHESIVES ALLOWABLE SHEAR LOAD FOR THREADED ROD INSTALLED IN NORMAL-WEIGHT AGGREGATE CONCRETE fc ′ ≥ 2,000 psi (pounds)1,2 STUD DIAMETER (inch)

DRILL BIT DIAMETER (inches)

5/ 8 3/ 4 7/ 8

3/ 4 7/ 8

1

MINIMUM EMBEDMENT (E) (inches)

5 63/4 3 7 /4 9

1 11/8

MINIMUM SPACING (inches)

83/4

12 135/8 153/4

BASED ON CONCRETE EDGE DISTANCE3

MINIMUM EDGE DISTANCE (inches)

Critical

71/2 101/8 115/8 131/2

3,265 3,265 3,265 3,265

BASED ON STEEL STRENGTH

Minimum

A 307 (SAE 1018)

A 193 Grade B7 (SAE 4140)

F 593 (A304 SS)

600 600 600 600

3,025 4,360 5,925 7,740

6,520 9,400 12,770 16,680

4,435 7,515 10,215 13,345

For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa. 1Allowable load must be the lesser of concrete and steel strength. 2The tabulated loads are for anchors installed in concrete having the designated compressive strength at the time of anchor installation. 3Allowable shear loads for anchors with concrete edge distances between critical and minimum may be obtained by linear interpolation.

TABLE 10—MINIMUM SPACING AND EDGE DISTANCES FOR ANCHORS INSTALLED IN UNREINFORCED MASONRY ANCHOR CONFIGURATION

MINIMUM VERTICAL SPACING (inches)

MINIMUM HORIZONTAL SPACING (inches)

MINIMUM EDGE DISTANCE (inches)

A B C

18 18 18

18 24 18

24 16 24

For SI: 1 inch = 25.4 mm.

Page 6 of 7

ER-4945

FIGURE 1—EPOXY TIE ET ADHESIVE IN-SERVICE TEMPERATURE SENSITIVITY GRAPH

FIGURE 2—EPOXY TIE ETF ADHESIVE IN-SERVICE TEMPERATURE SENSITIVITY GRAPH

Page 7 of 7

ER-4945

FIGURE 3