Laserfiche WebLink
• a <br /> Seattle Genetics 8/4/2023 " <br /> ENGINEERING <br /> E Everett,WA 98203 RVC <br /> N GINE N EERIN G <br /> Anchor Analysis Cont.: <br /> Check For Concrete Breakout-Uplift <br /> k«= 17 Coeff. For Concrete Breakout Strength(ACI Sec. 17.4.2.2) <br /> Aa= 1 Modification Factor for Lightweight Concrete <br /> Nb= 5456 lbs. Concrete Breakout Strength for a Single Anchor(ACI Eq. 17.4.2.2a) <br /> ANCo= 95.1 in.2 Projected Concrete Failure Area of a Single Anchor(ACI Eq. 17.4.2.1c) <br /> ANC= 248.1 in.2 Projected Concrete Failure Area of an Anchor Group(ACI Sec. 17.4.2) <br /> Ncbg= 14236 lbs. Nominal Concrete Breakout Strength of Bolt Group(ACI Eq. 17.4.2.1b) <br /> = 0.65 Strength Reduction Factor <br /> Old),= 6940 lbs. Factored Breakout Capacity of Bolt Group <br /> Nua,g= 3239 lbs. Ultimate Uplift per Anchor Group <br /> Nua/ kN = 0.47 OK Utilization Such That Ncbg>_ Nua,g <br /> Cat Si 1.5hef <br /> lommemr AN° <br /> Check For Anchor Strength-Shear 1.5h <br /> � of <br /> N = 4 Number of Anchors in Group <br /> Vsa= 6875 lbs. Nominal Shear Strength per Anchc 82 . <br /> = 0.65 Strength Reduction Factor Paz <br /> 4Vsa= 4469 lbs. Factored Shear Strength per Anchi <br /> Vua= 752 lbs. Ultimate Shear per Anchor <br /> Vua/kV = 0.17 OK Utilization Such That ckVsa>Vua <br /> Check For Concrete Pryout Strength-Shear <br /> N = 4 Number of Anchors in Group <br /> Ncpg= 14236 lbs. Nominal Concrete Breakout Strength of Bolt Group (ACI Eq. 17.4.2.1b) <br /> kip= 2 Coeff. For Pryout Strength (ACI Sec. 17.5.3.1) <br /> Vcpg= 28472 lbs. Nominal Pryout Strength for Anchor Group(ACI Eq. 17.5.3.1b) <br /> = 0.70 Strength Reduction Factor <br /> itV„g= 19930 lbs. Factored Pryout Strength of Bolt Group <br /> Vua g= 3008 lbs. Ultimate Shear per Anchor Group <br /> Vua/4V„= 0.15 OK Utilization Such That ckVcbg>Vua,g <br /> Interaction of Tension and Shear Loads <br /> Nua = 0.47 Max. Utilization for Tension (Uplift) <br /> Vua/cl:V„= 0.17 Max. Utilization for Tension (Shear) <br /> Utilization= 0.33 OK Max. Utilization for Combined Tension and Shear <br /> s/3 V s/3 <br /> H + ua < 1.0 (ACI Section R17.6) <br /> ) cPUn <br /> 49/49 <br />