Anchor Bolt Design (Per ACI and "Design of Reinforcement in Concrete Pedestals" CSA Today, Vol III, No. 12)
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1 Anchor Bolt Design (Per ACI and "Design of Reinforcement in Concrete Pedestals" CSA Today, Vol III, No. 12) Design Assumptions: Base Units and Design 1. Tension is equally distributed among all anchors. Data: 2. Shear force is assumed to be carried by only 1 bolt. kip 1000lb 3. No sleeve is used for anchor bolts. 4. The tensiond shear forces are transferred to the longitudinal rebars and shear psi lb reinforcement respectively, which will restrain the concrete failure prism. in 2 Therefore, concrete breakout strength in tensiond shear (per sections D5.2 ksi psi1000 and D 6.2) is not checked. 5. The concrete pryout strength (per section D6.3) is usually critical for short and stiff anchors and hence is assumed OK in this case. Maximum Total Factores Loads Per Anchor: Tension: 70kip Maximum Shear in X-Direction: V ux 3.7kip Resistance Factors (Section D4.4): Maximum Shear in Y-Direction: V uy 3.75kip Tension: ϕ T 0.75 Shear: ϕ V 0.65 Pedestal Data: Concrete Compressive Strength: f c 3000psi h p 72in b p 18in l p 18in Height of Pier: Width of Pier: Length of Pier: Embedment Depth of Anchor Rod: h ef 24in Edge Distances: C 1 6in C 2 6in
2 Anchor Spacings: S 1 6in S 2 6in Concrete Cover: Cover top 2in Cover side 2in Anchor Data: Specification: ASTM A615 Grade 60 f ya 60ksi f uta 90ksi Diameter: d A 1in Threads per inch: n T 8 No. of Anchors: 2 Reinforcing Bars: Width Across Flats: F 1.625in Specification: ASTM A615 Grade 60 f yb 60ksi f utb 90ksi Vertical Longitudinal Bars: bar size_reinf 5 d b bar size_reinf in 8 A s_b π 4 d b in 2 Shear reinforcement: bar size_tie 4 bar size_tie d tie in 8 A s_tie π 4 d tie 2 Check the Size of Anchors: Anchor Diameter: d A 1.00in 2 π in Effective Cross Sectional Area of Anchor Rod: A se d 4 A n 0.61in 2 T The Available Steel Strength of One Anchor in Tension (Per Section D5.1.2): 90.00ksi f uta min f uta 1.9f ya 125ksi N sa A se f uta 54.52kip (Eq D-3) Available Tensile Strength Per Anchor: ϕn n ϕ T N sa 40.89kip 0.20in 2 Applied Tensile Force Per Anchor: a 35.00kip Check_Tension if ϕn n a "OK" "NG" Check_Tension "OK" The Available Steel Strength of One Anchor in Shear (Per Section D6.1.2b & D6.1.3): V sa A se f uta 26.17kip (Eq D-20) Note: Since grout pad is used, the nominal strength is multiplied by 0.8 per D6.1.3 Available Shear Strength Per Anchor: ϕv n ϕ V V sa 17.01kip Applied Shear Force Per Anchor: V ua max V ux V uy 3.75kip Check_Shear if ϕv n V ua "OK" "NG" Check_Shear "OK"
3 Interaction_Ratio a ϕn n V ua 1.08 ϕv n Check_Interaction if ( Interaction_Ratio 1.2 "OK" "NG" ) Check_Interaction "OK" Check the Pullout Resistance of Anchor in Tension (Section D5.3): Bearing Area of Anchor Head: A brg 0.866F 2 π 4 d A in 2 Assuming the concrete is uncracked, the modification factor for pullout resistance (per D5.3.6): ψ c_p 1.4 The pullout resistance of anchor in tension for a headed bolt (per D5.3.4): N p ψ c_p 8A brg f c 50.45kip (Eq D-15) The strength reduction factor for anchor governed by concrete breakout, side-face blowout, pullout, or pryout strength for Condition A (per D4.4C): ϕ 0.75 Available Pullout Resistance: ϕn pn ϕn p 37.83kip Applied Tensile Force Per Anchor: a 35.00kip Check_Pullout if ϕn pn a "OK" "NG" Check_Pullout "OK" Check the Side Face Blowout Resistance of Anchor in Tension (Section D5.4): Bearing Area of Anchor Head: A brg 1.50in 2 The side-face blow out of anchor in tension for a headed bolt (per D5.4.1): N sb 160 min C 1 C 2 A brg f c psi 64.43kip (Eq D-17) C 2 1 C 2 C 1 N sb_modified if 1 3N C sb 1 4 N sb 32.21kip (Per Section D5.4.1) The strength reduction factor for anchor governed by concrete breakout, side-face blowout, pullout, or pryout strength for Condition A (per D4.4C): ϕ 0.75 Available Side-Face Blowout Strength: ϕn sb ϕn sb_modified 24.16kip Applied Tensile Force Per Anchor: a 35.00kip Check_SideFace_Blowout if ϕn sb a "OK" "NG" Check_SideFace_Blowout "NG"
4 Check the Interaction Equation (Section D7): 24.16kip ϕn n min ϕ T N sa ϕn pn ϕn sb Interaction_Ratio a ϕn n V ua 1.67 ϕv n Check_Interaction if ( Interaction_Ratio 1.2 "OK" "NG" ) Check_Interaction "NG" Transfer of Anchor Load to Vertical Rebars (Section D5.2.9): As per section D5.2.9, If anchor reinforcement is developed iccordance with chapter 12 on either sides of the breakout surface, the design strength of anchor reinforcement can be permitted to be used instead of the concrete breakout strength. Only the reinforcement that is located less than 0.5h ef = 0.5*24 = 12 in. from center of anchor rod should be considered effective for resisting anchor tension. Rebar Strength Analysis (as per ACI , 12.2) Number of rebars contributing to each anchor rod and withi distance "g" to the anchor rod: N 5 ϕ 0.9 (For capacity that is governed by yielding of rebar) Nominal strength of the rebars: Rebar_Strength ϕf yb NA s_b Rebar_Strength 82.83kip Anchor strength: Anchor_Strength ϕn n Anchor_Strength 24.16kip Check to ensure that rebar strength is sufficient for the anchor rod: Rebar_Strength_Status if ( Rebar_Strength Anchor_Strength "OK" "NO GOOD" ) Rebar_Strength_Status "OK" Anchor_Strength Rebar_Strength 0.29 Embedment Analysis (as per ACI , 12.2) ψ t 1.0 ψ e 1.0 λ 1.0 Reinforcement Location Factor (Use 1.0 for vertical bars) Coating Factor (Use 1.0 for uncoated bars) Lightweight Aggregate Factor (Use 1.0 for normal weight concrete) K tr 0 Transverse Reinforcement Index (Conservatively use 0) Length required to develop maximum strength of rebar: f yb ψ t ψ e λ f yb ψ t ψ e λ l d_max if d b 0.75in d b d b 25 f c psi 20 f c psi l d_max 27.39in
5 Required development length for the rebar group (reduction in the development length is permitted where there are multiple rebars, or where they provide excessive strength, as per ACI , Chapter ): Anchor_Strength l d_req l d_max l Rebar_Strength d_req 7.99in (Per AISC Steel Design 1-"Base Plate and Anchor Rod Design" pg.23) g c 3in 3in Distance between center of anchor rod and center of rebar group Concrete cover at top of rebar (Use 3" cover if 2" is shown on dwg.) Required Minimum Anchor Rod Embedment Length as per AISC Steel Design 1 - "Base plate and Anchor Rod Design" pg.23. (1.5d AR is added to length by inspection, for portion of rod below top of embedded nut): h l d_req c 0.75g 1.5d A h 14.74in Provided Embedment Length, h ef 24.00in Embedment_Depth_Status if h ef h "OK" "NO GOOD" Embedment_Depth_Status "OK" Check if longitudinal reinforcement is developed on either side of the breakout surface (Section D5.2.9): Required anchor reinforcement depth: reinf_depth_req 2h 29.48in Provided depth of longitudinal reinforcement: reinf_depth_pro h p Cover top Embedment_Reinf_Depth_Status if ( reinf_depth_pro reinf_depth_req "OK" "NO GOOD" ) 70.00in Embedment_Reinf_Depth_Status "OK"
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