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ET-HP® Anchoring Adhesive


Shear Design Data

 

Tension Load Threaded Rod Normal Weight Concrete
ET-HP Shear Design Data for Threaded Rod in Normal-Weight Concrete1


Characteristic Symbol Units Nominal Anchor Diameter (inch) 
  3/8   1/2   5/8   3/4   7/8 1  1/4
Steel Strength in Shear
Threaded Rod Minimum Shear Stress Area Ase in2 0.078 0.142 0.226 0.334 0.462 0.606 0.969
Shear Resistance of Steel:   - ASTM F1554, Grade 36 Vsa5 lb. 2,260 4,940 7,865 11,625 16,080 21,090 33,720
- ASTM A193, Grade B7 4,875 10,650 16,950 25,050 34,650 45,450 72,675
- Type 410 Stainless (ASTM A193, Grade B6) 4,290 9,370 14,910 22,040 30,490 40,000 63,955
- Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M) 2,225 4,855 7,730 11,420 15,800 20,725 33,140
Reduction for Seismic Shear - Carbon Steel - ASTM F1554, Grade 36 and ASTM A193, Grade B7 αV,seis5 - 0.63 0.85 0.75
Reduction for Seismic Shear - Stainless Steel - ASTM A193, Grade B6, B8, B8M (Type 410, 304, 316) 0.60 0.85 0.75
Strength Reduction Factor - Steel Failure Ф - 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load Bearing Length of Anchor in Shear  e in. hef
Strength Reduction Factor - Breakout Failure Ф - 0.703
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength kcp - 1.0 for hef < 2.5 inches;  2.0 for hef ≥ 2.5 inches
Strength Reduction Factor - Pryout Failure Ф - 0.704
  1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11.
  2. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  3. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition A are met, refer to Section D.4.3 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  4. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  5. The values of Vsa are applicable for both cracked concrete and uncracked concrete. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, Vsa must be multiplied by αV,seis for the corresponding anchor steel type.
 


Tension Load Threaded Rod Normal Weight Concrete
ET-HP Shear Design Data for Rebar in Normal-Weight Concrete1


Characteristic Symbol Units  Rebar Size
 #3  #4 #5 #6 #7 #8 #10
Steel Strength in Shear
Rebar Minimum Shear Stress Area Ase in2 0.11 0.2 0.31 0.44 0.6 0.79 1.27
Shear Resistance of Steel - Rebar (ASTM A615 Grade 60) Vsa5 lb. 4,950 10,800 16,740 23,760 32,400 42,660 68,580
Shear Resistance of Steel - Rebar (ASTM A706 Grade 60) 4,400 9,600 14,880 21,120 28,800 37,920 60,960
Reduction for Seismic Shear - Rebar (ASTM A615 Grade 60  and A706 Grade 60) αV,seis5   0.60 0.85 0.75
Strength Reduction Factor - Steel Failure Ф   0.602
Concrete Breakout Strength in Shear
Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load Bearing Length of Anchor in Shear  e in. hef
Strength Reduction Factor - Breakout Failure Ф - 0.703
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength kcp - 1.0 for hef < 2.5 inches;  2.0 for hef ≥ 2.5 inches
Strength Reduction Factor - Pryout Failure Ф - 0.704
  1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11.
  2. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  3. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition A are met, refer to Section D.4.3 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  4. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ.
  5. The values of Vsa are applicable for both cracked concrete and uncracked concrete. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, Vsa must be multiplied by αV,seis for the corresponding anchor steel type.

 
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