CivilBay Anchor Bolt Design Software Using ACI and CSA A Code

Transcription

1 CivilBay Anchor Bolt Design Software Using ACI and CSA A Code CivilBay anchor bolt design software is a complete anchorage design software for structural engineers to satisfy the design provisions of ACI , ACI , ACI 318M-14, ACI 318M-11 and CSA A code. 1. It can design both anchor bolt and anchor stud as per ACI , ACI , ACI 318M-14, ACI 318M-11 and CSA A code, in US imperial or metric unit 2. User can design anchor bolt or anchor stud with using or not using anchor reinforcement option 3. It fully incorporates the seismic design methodologies as per above design codes 4. User has the options of design anchor bolt or anchor stud as single anchor, pre-defined pattern of group anchors, or any custom layout of group anchors 5. It can design base plate and anchor bolt at the same time using one input 6. It can design vertical vessel circular pattern anchor bolt sitting on octagon or circular concrete pedestal as per methodologies stated in ASCE Anchorage Design for Petrochemical Facilities-2013 and PIP STE03350 Vertical Vessel Foundation Design Guide User can design the anchor forces in 2 direction simultaneously and apply axial and moment forces in x and y directions at the same time 8. It provides a fully-interactive 3D graphic user interface and the design result is visually represented in realtime. To take a free trial online, please visit

2 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 1 of 5 ANCHOR BOLT DESIGN ACI Code - Using Anchor Reinforcement Result Summary Anchor Rod Embedment, Spacing and Edge Distance OK Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.85 OK Seismic Design Tension = OK Shear = OK Code Reference Select anchor bolt design code ACI Select design using or not using anchor reinforcement Using Anchor Reinforcement Select design for anchor bolt or anchor stud Anchor Bolt Concrete strength f' c= 4.0 [ksi] Anchor Bolt Data Anchor bolt material = F1554 Grade 36 Anchor tensile strength f uta= 58.0 [ksi] ACI Anchor is ductile steel element 2.3 & (a) Anchor bolt diameter d a = 1 [in] Anchor bolt has sleeve = No PIP STE05121 Anchor bolt head type Heavy Hex Anchor effective cross section area A se= [in 2 ] Anchor bolt head bearing area A brg= [in 2 ] Anchor bolt 1/8" (3mm) corrosion allowance = No Select anchor bolt pattern Type C1-4 Bolt

3 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 2 of 5 N u= M uy=15.00 V uy=25.00 col d x=12.70 V ux=15.00 M ux=25.00 c 4=5.00 s 2=16.00 c 2=5.00 Anchor Bolt Forces Factored tension or compression N u= [kips] in compression Anchor Bolt Forces in Y Axis Direction Anchor Bolt Forces in X Axis Direction Factored moment M ux= [kip-ft] M uy= [kip-ft] M ux and M uy are concurrent = No Factored shear force V uy= [kips] V ux= [kips] Anchor Bolt Group Layout Dimensions Min Required Anchor Bolt Exterior Bolt Line Spacing PIP STE05121 Exterior bolt line spacing s 1 s 1= [in] 4.00 OK Page A -1 Table 1 Exterior bolt line spacing s 2 s 2= [in] 4.00 OK Anchor Bolt Edge Distance PIP STE05121 Anchor bolt edge distance c 1 c 1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c 2 c 2= 5.00 [in] 4.50 OK Anchor bolt edge distance c 3 c 3= 5.00 [in] 4.50 OK Anchor bolt edge distance c 4 c 4= 5.00 [in] 4.50 OK Column Depth Column depth in X axis direction d x= [in] Column depth in Y axis direction d y= [in] PIP STE05121 Anchor bolt embedment depth h ef= [in] OK Page A -1 Table 1 Pedestal height h a= [in] OK Anchor Reinforcement Input ACI To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R

4 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 3 of 5 within 0.5h ef from the outmost anchor's centerline Avg ver. bar center to anchor rod center distance d ar= 4.00 [in] No of ver. rebar effective to resist tensile anchors - M ux case n-m ux= 4.0 No of ver. rebar effective to resist tensile anchors - M uy case n-m uy= 4.0 Ver. rebar size No. 8 = [in] dia single rebar area A s= [in 2 ] Ver. rebar top anchorage option 180 Degree Hook or Hairpin To be considered effective for resisting anchor shear, hor. reinft shall be located R within min( 0.5c 1, 0.3c 2 ) from the outmost anchor's centerline min (0.5c 1, 0.3c 2) = 1.50 [in] No of tie layer that are effective to resist anchor shear n lay= 2 No of tie leg that are effective to resist anchor shear V ux n leg-v ux= 2.0 No of tie leg that are effective to resist anchor shear V uy n leg-v uy= 2.0 Hor. tie rebar size No. 4 = [in] dia single rebar area A s= [in 2 ] For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength Rebar yield strength - ver. rebar f y-v= 60.0 [ksi] Rebar yield strength - hor. rebar f y-h= 60.0 [ksi] Consider only half of total anchor bolt carrying shear due to oversize bolt hole = No Provide built-up grout pad? = Yes Seismic Input ACI Seismic design category SDC >= C = Yes Anchor bolt load E <= 0.2U Tensile = No Shear = No & Anchor bolt satisfies opion Tensile = Option D Shear = Option C & CONCLUSION Result for Anchor Bolt Forces in Y Axis Direction View Detail Calc Anchor Rod Embedment, Spacing and Edge Distance OK ACI Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.85 OK Tension Anchor Rod Tensile Resistance ratio = 0.31 OK Anchor Reinft Tensile Breakout Resistance ratio = 0.17 OK Anchor Pullout Resistance ratio = 0.33 OK Side Blowout Resistance ratio = 0.31 OK Shear Anchor Rod Shear Resistance ratio = 0.57 OK

5 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 4 of 5 Anchor Reinft Shear Breakout Resistance Strut Bearing Strength ratio = 0.59 OK Tie Reinforcement ratio = 0.69 OK Conc. Pryout Not Govern When h ef >= 12d a OK Tension Shear Interaction Tension Shear Interaction ratio = 0.85 OK Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per Result for Anchor Bolt Forces in X Axis Direction View Detail Calc Anchor Rod Embedment, Spacing and Edge Distance OK ACI Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.42 OK Tension Anchor Rod Tensile Resistance ratio = 0.15 OK Anchor Reinft Tensile Breakout Resistance ratio = 0.08 OK Anchor Pullout Resistance ratio = 0.16 OK Side Blowout Resistance ratio = 0.15 OK Shear Anchor Rod Shear Resistance ratio = 0.34 OK Anchor Reinft Shear Breakout Resistance Strut Bearing Strength ratio = 0.35 OK Tie Reinforcement ratio = 0.42 OK Conc. Pryout Not Govern When h ef >= 12d a OK Tension Shear Interaction Tension Shear Interaction ratio = 0.00 OK Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK

6 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 5 of 5 Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

7 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 1 of 9 ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in Y Direction Result Summary Anchor Rod Embedment, Spacing and Edge Distance OK Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.85 OK Seismic Design Tension = OK Shear = OK Design Code Reference Anchor bolt design based on Code Abbreviation ACI Building Code Requirements for Structural Concrete and Commentary ACI PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121 AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1 Code Reference Anchor Bolt Data Factored moment M u=25.00 [kip-ft] Factored tension or compression N u= [kips] in compression Factored shear force V u= [kips]

8 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 2 of 9 No of bolt line for resisting moment = 2 Bolt Line No of bolt along outermost bolt line =2.0 Min Required Outermost bolt line spacing s 1 s 1= [in] 4.00 OK Page A -1 Table 1 Outermost bolt line spacing s 2 s 2= [in] 4.00 OK Column depth d=12.70 [in] Concrete strength f' c= 4.0 [ksi] Anchor bolt material = F1554 Grade 36 Anchor tensile strength f uta= 58.0 [ksi] ACI Anchor is ductile steel element 2.3 & (a) Anchor bolt diameter d a = 1 [in] Anchor bolt has sleeve = No PIP STE05121 Anchor bolt embedment depth h ef= [in] OK Page A -1 Table 1 Pedestal height h a= [in] OK Pedestal width b c= [in] Pedestal depth d c= [in] PIP STE05121 Anchor bolt edge distance c 1 c 1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c 2 c 2= 5.00 [in] 4.50 OK Anchor bolt edge distance c 3 c 3= 5.00 [in] 4.50 OK Anchor bolt edge distance c 4 c 4= 5.00 [in] 4.50 OK

9 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 3 of 9 ACI To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R within 0.5h ef from the outmost anchor's centerline Avg ver. bar center to anchor rod center distance d ar= 4.00 [in] No of ver. rebar that are effective for resisting anchor tension n v= 4.0 Ver. rebar size No. 8 = [in] dia single rebar area A s= [in 2 ] Ver. rebar top anchorage option 180 Degree Hook or Hairpin ACI To be considered effective for resisting anchor shear, hor. reinft shall be located R within min( 0.5c 1, 0.3c 2 ) from the outmost anchor's centerline min (0.5c 1, 0.3c 2) = 1.50 [in] No of tie leg that are effective to resist anchor shear n leg= 2.0 No of tie layer that are effective to resist anchor shear n lay= 2 Hor. tie rebar size No. 4 = [in] dia single rebar area A s= [in 2 ] For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength Rebar yield strength - ver. rebar f y-v= 60.0 [ksi] Rebar yield strength - hor. rebar f y-h= 60.0 [ksi] Total no of anchor bolt n=4.0 No of anchor bolt carrying tension n t= 2.0 No of anchor bolt carrying shear n s= 4.0 For side-face blowout check use No of anchor bolt along width edge n bw= 2.0 Anchor bolt head type Heavy Hex Anchor effective cross section area A se= [in 2 ] Anchor bolt head bearing area A brg= [in 2 ]

10 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 4 of 9 Anchor bolt 1/8" (3mm) corrosion allowance = No ACI Provide built-up grout pad? = Yes Seismic design category SDC >= C = Yes Anchor bolt load E <= 0.2U Tensile = No Shear = No & Anchor bolt satisfies opion Tensile = Option D Shear = Option C & Strength reduction factors ACI Anchor reinforcement s= & Anchor rod - ductile steel t,s= 0.75 v,s= (a) Concrete - condition A t,c= 0.75 v,c= (c) CONCLUSION Anchor Rod Embedment, Spacing and Edge Distance OK ACI Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.85 OK Tension Anchor Rod Tensile Resistance ratio = 0.31 OK Anchor Reinft Tensile Breakout Resistance ratio = 0.17 OK Anchor Pullout Resistance ratio = 0.33 OK Side Blowout Resistance ratio = 0.31 OK Shear Anchor Rod Shear Resistance ratio = 0.57 OK Anchor Reinft Shear Breakout Resistance Strut Bearing Strength ratio = 0.59 OK Tie Reinforcement ratio = 0.69 OK Conc. Pryout Not Govern When h ef >= 12d a OK Tension Shear Interaction Tension Shear Interaction ratio = 0.85 OK Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

11 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 5 of 9 Assumptions ACI Concrete is cracked , , Condition A - supplementary reinforcement is provided (c) 3. Load combinations shall be per ACI Anchor reinft strength is used to replace concrete tension / shear breakout strength as per & ACI clause and For tie reinft, only the top most 2 or 3 layers of ties (2" from TOC and 2x3" after) are effective 6. Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft 7. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis and there is no redistribution of the forces between highly stressed and less stressed anchors 8. For anchor tensile force calc in anchor group subject to moment, assume the compression resultant is at the outside edge of the compression flange and base plate exhibits rigid-body rotation. This simplified approach yields conservative output 9. Anchor reinft used in structures with SDC>=C shall meet requirements specified in Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide 1 Section CACULATION Anchor Tensile Force Single bolt tensile force T 1=8.24 [kips] No of bolt for T 1 n T1=2.0 Sum of bolt tensile force N u= n i T i =16.48 [kips] Anchor Rod Tensile Resistance ACI t,s N sa= t,s A se f uta = [kips] Eq ratio = 0.31 >T 1 OK Anchor Reinft Tensile Breakout Resistance ACI Min required full yield tension l dh l dh= 180 degree hook case = [in] , Actual development lenngth l a= h ef - c (2 in) - d ar x tan35 = 9.20 [in] >8.00 OK

12 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 6 of 9 ACI Anchor reinft breakout resistance s N n= s x f y-v x n v x A s x (l a / l d, if l a < l d) = [kips] , , ratio = 0.17 >N u OK Anchor Pullout Resistance ACI Single bolt pullout resistance N p= 8 A brg f c' = [kips] Eq t,c N pn= t,c Ψ c,p N p = [kips] Eq Ψ c,p= 1 for cracked conc t,c= 0.70 pullout strength is always Condition B (c) Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.33 >T 1 OK Side Blowout Resistance Failure Along Pedestal Width Edge ACI Tensile load carried by anchors close to edge which may cause side-face blowout along pedestal width edge N buw= n T1 x T 1 = [kips] R c = min ( c 1, c 3 ) = 5.00 [in] s = s 2 = [in] Check if side blowout applicable h ef= [in] >2.5c side bowout is applicable Single anchor SB resistance t,c N sb= = [kips] Eq Multiple anchors side blowout work as group tcn sbgw= (1+s/ 6c) x t,c N sb = [kips] Eq Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.31 >N buw OK Group side blowout resistance tc N sbg= = [kips]

13 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 7 of 9 Govern Tensile Resistance N r= min ( n t N sa, N n, n t N pn, N sbg ) = [kips] Anchor Rod Shear Resistance ACI v,sv sa= v,s n s 0.6 A se f uta = [kips] (b) Reduction due to built-up grout pad = x 0.8, applicable = [kips] ratio = 0.57 >V u OK Anchor Reinft Shear Breakout Resistance ACI Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft STM strength reduction factor st= 0.75 Table (g) Strut-and-Tie model geometry d v= [in] d h= [in] θ = 45 d t= [in] Strut compression force C s= 0.5 V u / sinθ = [kips] Strut Bearing Strength ACI Strut compressive strength f ce= 0.85 f' c = 3.4 [ksi] * Bearing of anchor bolt Anchor bearing length l e= min( 8d a, h ef ) = 8.00 [in] Anchor bearing area A brg = l e x d a = 8.00 [in 2 ] Anchor bearing resistance C r= n s x st x f ce x A brg = [kips] >V u OK * Bearing of ver reinft bar

14 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 8 of 9 Ver bar bearing area A brg = (l e +1.5 x d t - d a/2 -d b/2) x d b = [in 2 ] Ver bar bearing resistance C r= st x f ce x A brg = [kips] ratio = 0.59 >C s OK Tie Reinforcement * For tie reinft, only the top most 2 or 3 layers of ties (2" from TOC and 2x3" after) are effective * For enclosed tie, at hook location the tie cannot develop full yield strength f y. Use the pullout resistance in tension of a single hooked bolt as per ACI Eq as the max force can be developed at hook T h * Assume 100% of hor. tie bars can develop full yield strength Total number of hor tie bar n = n leg (leg) x n lay (layer) = 4 ACI Pull out resistance at hook T h= t,c 0.9 f c' e h d a = 3.04 [kips] Eq e h= 4.5 d b = [in] Single tie bar tension resistance T r= s x f y-h x A s = 9.00 [kips] Total tie bar tension resistance sv n= 1.0 x n x Tr = [kips] & ratio = 0.69 >V u OK Conc. Pryout Shear Resistance The pryout failure is only critical for short and stiff anchors. It is reasonable to assume that for general cast-in place headed anchors with h ef > = 12d a, the pryout failure will not govern 12d a= [in] h ef= [in] >12d a OK Govern Shear Resistance V r= min ( v,sv sa, sv n ) = [kips] Tension Shear Interaction ACI Check if N u >0.2 N n and V u >0.2 V n = Yes & N u / N n + V u / V n = Eq ratio = 0.85 <1.2 OK Seismic Design Tension Applicable OK Option D is selected. ACI

15 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 9 of 9 User has to ensure that the tensile load N u user input above includes the seismic load E, with E increased (d) by multiplying overstrength factor Ω o Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Option C is selected. ACI User has to ensure that the shear load V u user input above includes the seismic load E, with E increased by multiplying overstrength factor Ω o (c) Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

16 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 1 of 9 ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in X Direction Result Summary Anchor Rod Embedment, Spacing and Edge Distance OK Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.42 OK Seismic Design Tension = OK Shear = OK Design Code Reference Anchor bolt design based on Code Abbreviation ACI Building Code Requirements for Structural Concrete and Commentary ACI PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121 AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1 Code Reference Anchor Bolt Data Factored moment M u=15.00 [kip-ft] Factored tension or compression N u= [kips] in compression Factored shear force V u= [kips]

17 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 2 of 9 No of bolt line for resisting moment = 2 Bolt Line No of bolt along outermost bolt line =2.0 Min Required Outermost bolt line spacing s 1 s 1= [in] 4.00 OK Page A -1 Table 1 Outermost bolt line spacing s 2 s 2= [in] 4.00 OK Column depth d=12.70 [in] Concrete strength f' c= 4.0 [ksi] Anchor bolt material = F1554 Grade 36 Anchor tensile strength f uta= 58.0 [ksi] ACI Anchor is ductile steel element 2.3 & (a) Anchor bolt diameter d a = 1 [in] Anchor bolt has sleeve = No PIP STE05121 Anchor bolt embedment depth h ef= [in] OK Page A -1 Table 1 Pedestal height h a= [in] OK Pedestal width b c= [in] Pedestal depth d c= [in] PIP STE05121 Anchor bolt edge distance c 1 c 1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c 2 c 2= 5.00 [in] 4.50 OK Anchor bolt edge distance c 3 c 3= 5.00 [in] 4.50 OK Anchor bolt edge distance c 4 c 4= 5.00 [in] 4.50 OK

18 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 3 of 9 ACI To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R within 0.5h ef from the outmost anchor's centerline Avg ver. bar center to anchor rod center distance d ar= 4.00 [in] No of ver. rebar that are effective for resisting anchor tension n v= 4.0 Ver. rebar size No. 8 = [in] dia single rebar area A s= [in 2 ] Ver. rebar top anchorage option 180 Degree Hook or Hairpin ACI To be considered effective for resisting anchor shear, hor. reinft shall be located R within min( 0.5c 1, 0.3c 2 ) from the outmost anchor's centerline min (0.5c 1, 0.3c 2) = 1.50 [in] No of tie leg that are effective to resist anchor shear n leg= 2.0 No of tie layer that are effective to resist anchor shear n lay= 2 Hor. tie rebar size No. 4 = [in] dia single rebar area A s= [in 2 ] For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength Rebar yield strength - ver. rebar f y-v= 60.0 [ksi] Rebar yield strength - hor. rebar f y-h= 60.0 [ksi] Total no of anchor bolt n=4.0 No of anchor bolt carrying tension n t= 2.0 No of anchor bolt carrying shear n s= 4.0 For side-face blowout check use No of anchor bolt along width edge n bw= 2.0 Anchor bolt head type Heavy Hex Anchor effective cross section area A se= [in 2 ] Anchor bolt head bearing area A brg= [in 2 ]

19 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 4 of 9 Anchor bolt 1/8" (3mm) corrosion allowance = No ACI Provide built-up grout pad? = Yes Seismic design category SDC >= C = Yes Anchor bolt load E <= 0.2U Tensile = No Shear = No & Anchor bolt satisfies opion Tensile = Option D Shear = Option C & Strength reduction factors ACI Anchor reinforcement s= & Anchor rod - ductile steel t,s= 0.75 v,s= (a) Concrete - condition A t,c= 0.75 v,c= (c) CONCLUSION Anchor Rod Embedment, Spacing and Edge Distance OK ACI Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK Overall ratio = 0.42 OK Tension Anchor Rod Tensile Resistance ratio = 0.15 OK Anchor Reinft Tensile Breakout Resistance ratio = 0.08 OK Anchor Pullout Resistance ratio = 0.16 OK Side Blowout Resistance ratio = 0.15 OK Shear Anchor Rod Shear Resistance ratio = 0.34 OK Anchor Reinft Shear Breakout Resistance Strut Bearing Strength ratio = 0.35 OK Tie Reinforcement ratio = 0.42 OK Conc. Pryout Not Govern When h ef >= 12d a OK Tension Shear Interaction Tension Shear Interaction ratio = 0.00 OK Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

20 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 5 of 9 Assumptions ACI Concrete is cracked , , Condition A - supplementary reinforcement is provided (c) 3. Load combinations shall be per ACI Anchor reinft strength is used to replace concrete tension / shear breakout strength as per & ACI clause and For tie reinft, only the top most 2 or 3 layers of ties (2" from TOC and 2x3" after) are effective 6. Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft 7. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis and there is no redistribution of the forces between highly stressed and less stressed anchors 8. For anchor tensile force calc in anchor group subject to moment, assume the compression resultant is at the outside edge of the compression flange and base plate exhibits rigid-body rotation. This simplified approach yields conservative output 9. Anchor reinft used in structures with SDC>=C shall meet requirements specified in Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide 1 Section CACULATION Anchor Tensile Force Single bolt tensile force T 1=4.06 [kips] No of bolt for T 1 n T1=2.0 Sum of bolt tensile force N u= n i T i =8.12 [kips] Anchor Rod Tensile Resistance ACI t,s N sa= t,s A se f uta = [kips] Eq ratio = 0.15 >T 1 OK Anchor Reinft Tensile Breakout Resistance ACI Min required full yield tension l dh l dh= 180 degree hook case = [in] , Actual development lenngth l a= h ef - c (2 in) - d ar x tan35 = 9.20 [in] >8.00 OK

21 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 6 of 9 ACI Anchor reinft breakout resistance s N n= s x f y-v x n v x A s x (l a / l d, if l a < l d) = [kips] , , ratio = 0.08 >N u OK Anchor Pullout Resistance ACI Single bolt pullout resistance N p= 8 A brg f c' = [kips] Eq t,c N pn= t,c Ψ c,p N p = [kips] Eq Ψ c,p= 1 for cracked conc t,c= 0.70 pullout strength is always Condition B (c) Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.16 >T 1 OK Side Blowout Resistance Failure Along Pedestal Width Edge ACI Tensile load carried by anchors close to edge which may cause side-face blowout along pedestal width edge N buw= n T1 x T 1 = 8.12 [kips] R c = min ( c 1, c 3 ) = 5.00 [in] s = s 2 = [in] Check if side blowout applicable h ef= [in] >2.5c side bowout is applicable Single anchor SB resistance t,c N sb= = [kips] Eq Multiple anchors side blowout work as group tcn sbgw= (1+s/ 6c) x t,c N sb = [kips] Eq Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.15 >N buw OK Group side blowout resistance tc N sbg= = [kips]

22 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 7 of 9 Govern Tensile Resistance N r= min ( n t N sa, N n, n t N pn, N sbg ) = [kips] Anchor Rod Shear Resistance ACI v,sv sa= v,s n s 0.6 A se f uta = [kips] (b) Reduction due to built-up grout pad = x 0.8, applicable = [kips] ratio = 0.34 >V u OK Anchor Reinft Shear Breakout Resistance ACI Strut-and-Tie model is used to anlyze the shear transfer and to design the required tie reinft STM strength reduction factor st= 0.75 Table (g) Strut-and-Tie model geometry d v= [in] d h= [in] θ = 45 d t= [in] Strut compression force C s= 0.5 V u / sinθ = [kips] Strut Bearing Strength ACI Strut compressive strength f ce= 0.85 f' c = 3.4 [ksi] * Bearing of anchor bolt Anchor bearing length l e= min( 8d a, h ef ) = 8.00 [in] Anchor bearing area A brg = l e x d a = 8.00 [in 2 ] Anchor bearing resistance C r= n s x st x f ce x A brg = [kips] >V u OK * Bearing of ver reinft bar

23 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 8 of 9 Ver bar bearing area A brg = (l e +1.5 x d t - d a/2 -d b/2) x d b = [in 2 ] Ver bar bearing resistance C r= st x f ce x A brg = [kips] ratio = 0.35 >C s OK Tie Reinforcement * For tie reinft, only the top most 2 or 3 layers of ties (2" from TOC and 2x3" after) are effective * For enclosed tie, at hook location the tie cannot develop full yield strength f y. Use the pullout resistance in tension of a single hooked bolt as per ACI Eq as the max force can be developed at hook T h * Assume 100% of hor. tie bars can develop full yield strength Total number of hor tie bar n = n leg (leg) x n lay (layer) = 4 ACI Pull out resistance at hook T h= t,c 0.9 f c' e h d a = 3.04 [kips] Eq e h= 4.5 d b = [in] Single tie bar tension resistance T r= s x f y-h x A s = 9.00 [kips] Total tie bar tension resistance sv n= 1.0 x n x Tr = [kips] & ratio = 0.42 >V u OK Conc. Pryout Shear Resistance The pryout failure is only critical for short and stiff anchors. It is reasonable to assume that for general cast-in place headed anchors with h ef > = 12d a, the pryout failure will not govern 12d a= [in] h ef= [in] >12d a OK Govern Shear Resistance V r= min ( v,sv sa, sv n ) = [kips] Tension Shear Interaction ACI Check if N u >0.2 N n and V u >0.2 V n = No & N u / N n + V u / V n = Eq ratio = 0.00 <1.2 OK Seismic Design Tension Applicable OK Option D is selected. ACI

24 Anchor Bolt Design With Tension, Shear and Moment Using Anchor Reinforcement Page 9 of 9 User has to ensure that the tensile load N u user input above includes the seismic load E, with E increased (d) by multiplying overstrength factor Ω o Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Option C is selected. ACI User has to ensure that the shear load V u user input above includes the seismic load E, with E increased by multiplying overstrength factor Ω o (c) Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

25 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 1 of 4 ANCHOR BOLT DESIGN ACI Code - Not Using Anchor Reinforcement Result Summary Anchor Rod Embedment, Spacing and Edge Distance Warn Overall ratio = 3.45 NG Seismic Design Tension = OK Shear = OK Code Reference Select anchor bolt design code ACI Select design using or not using anchor reinforcement Not Using Anchor Reinforcemen Select design for anchor bolt or anchor stud Anchor Bolt Concrete strength f' c= 4.0 [ksi] Anchor Bolt Data Anchor bolt material = F1554 Grade 36 Anchor tensile strength f uta= 58.0 [ksi] ACI Anchor is ductile steel element 2.3 & (a) Anchor bolt diameter d a = 1 [in] Anchor bolt has sleeve = No PIP STE05121 Anchor bolt head type Heavy Hex Anchor effective cross section area A se= [in 2 ] Anchor bolt head bearing area A brg= [in 2 ] Anchor bolt 1/8" (3mm) corrosion allowance = No Select anchor bolt pattern Type C1-4 Bolt

26 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 2 of 4 N u= M uy=15.00 V uy=25.00 col d x=12.70 V ux=15.00 M ux=25.00 c 4=5.00 s 2=16.00 c 2=5.00 Anchor Bolt Forces Factored tension or compression N u= [kips] in compression Anchor Bolt Forces in Y Axis Direction Anchor Bolt Forces in X Axis Direction Factored moment M ux= [kip-ft] M uy= [kip-ft] M ux and M uy are concurrent = No Factored shear force V uy= [kips] V ux= [kips] Anchor Bolt Group Layout Dimensions Min Required Anchor Bolt Exterior Bolt Line Spacing PIP STE05121 Exterior bolt line spacing s 1 s 1= [in] 4.00 OK Page A -1 Table 1 Exterior bolt line spacing s 2 s 2= [in] 4.00 OK Anchor Bolt Edge Distance PIP STE05121 Anchor bolt edge distance c 1 c 1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c 2 c 2= 5.00 [in] 4.50 OK Anchor bolt edge distance c 3 c 3= 5.00 [in] 4.50 OK Anchor bolt edge distance c 4 c 4= 5.00 [in] 4.50 OK Column Depth Column depth in X axis direction d x= [in] Column depth in Y axis direction d y= [in] PIP STE05121 Anchor bolt embedment depth h ef= [in] Page A -1 Table 1 ACI c i 1.5h ef for at least two edges to avoid reducing of h ef when N u > 0 Warn Anchor bolt adjusted h ef for design h ef= 5.33 [in] Warn Pedestal height h a= [in] OK

27 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 3 of 4 Consider only half of total anchor bolt carrying shear due to oversize bolt hole = No Oversized holes in base plate? = Yes Supplementary reinforcement ACI For tension = Yes Condition A (c) For shear c,v= 1.2 Condition A Concrete cracking = Cracked , , Provide built-up grout pad? = Yes Seismic Input ACI Seismic design category SDC >= C = Yes Anchor bolt load E <= 0.2U Tensile = No Shear = No & Anchor bolt satisfies opion Tensile = Option D Shear = Option C & CONCLUSION Result for Anchor Bolt Forces in Y Axis Direction View Detail Calc Anchor Rod Embedment, Spacing and Edge Distance Warn Overall ratio = 3.45 NG Tension Anchor Rod Tensile Resistance ratio = 0.31 OK Concrete Tensile Breakout Resistance ratio = 1.34 NG Anchor Pullout Resistance ratio = 0.33 OK Side Blowout Resistance ratio = 0.31 OK Shear Anchor Rod Shear Resistance ratio = 0.57 OK Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 2.80 NG Concrete Shear Breakout Resistance - Parallel To Edge ratio = 1.31 NG Concrete Pryout Shear Resistance ratio = 1.09 NG Tension Shear Interaction Tension Shear Interaction ratio = 3.45 NG Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK

28 Anchor Bolt or Anchor Stud Design Using ACI or ACI Code Page 4 of 4 Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per Result for Anchor Bolt Forces in X Axis Direction View Detail Calc Anchor Rod Embedment, Spacing and Edge Distance Warn Overall ratio = 1.95 NG Tension Anchor Rod Tensile Resistance ratio = 0.15 OK Concrete Tensile Breakout Resistance ratio = 0.66 OK Anchor Pullout Resistance ratio = 0.16 OK Side Blowout Resistance ratio = 0.15 OK Shear Anchor Rod Shear Resistance ratio = 0.34 OK Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 1.68 NG Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.79 OK Concrete Pryout Shear Resistance ratio = 0.65 OK Tension Shear Interaction Tension Shear Interaction ratio = 1.95 NG Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per

29 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 1 of 11 ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in Y Direction Result Summary Anchor Rod Embedment, Spacing and Edge Distance Warn Overall ratio = 3.45 NG Seismic Design Tension = OK Shear = OK Design Code Reference Anchor bolt design based on Code Abbreviation ACI Building Code Requirements for Structural Concrete and Commentary ACI PIP STE05121 Anchor Bolt Design Guide-2006 PIP STE05121 AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1 Anchor Bolt Data Code Reference Factored moment M u=25.00 [kip-ft] Factored tension or compression N u= [kips] in compression Factored shear force V u= [kips] No of bolt line for resisting moment = 2 Bolt Line

30 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 2 of 11 No of bolt along outermost bolt line =2.0 No of bolt along side edge n bd=2.0 Min Required PIP STE05121 Outermost bolt line spacing s 1 s 1= [in] 4.00 OK Page A -1 Table 1 Outermost bolt line spacing s 2 s 2= [in] 4.00 OK Max spacing between anchors in tension =16.00 [in] Column depth d=12.70 [in] Concrete strength f' c= 4.0 [ksi] Anchor bolt material = F1554 Grade 36 Anchor tensile strength f uta= 58.0 [ksi] ACI Anchor is ductile steel element 2.3 & (a) Anchor bolt diameter d a = 1 [in] Anchor bolt has sleeve = No PIP STE05121 PIP STE05121 Anchor bolt edge distance c 1 c 1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c 2 c 2= 5.00 [in] 4.50 OK Anchor bolt edge distance c 3 c 3= 5.00 [in] 4.50 OK Anchor bolt edge distance c 4 c 4= 5.00 [in] 4.50 OK Anchor bolt embedment depth h ef= [in] ACI c i 1.5h ef for at least two edges to avoid reducing of h ef when N u > 0 Warn Anchor bolt adjusted h ef for design h ef=5.33 [in] Warn Concrete thickness h a= [in] OK

31 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 3 of 11 For conc shear breakout check use Number of anchor at bolt line 1 n 1= 2.0 Number of anchor at bolt line 2 n 2=2.0 Total no of anchor bolt n=4.0 No of anchor bolt carrying tension n t= 2.0 No of anchor bolt carrying shear n s= 4.0 Oversized holes in base plate? = Yes Anchor bolt head type Heavy Hex Anchor effective cross section area A se= [in 2 ] Anchor bolt head bearing area A brg= [in 2 ] Anchor bolt 1/8" (3mm) corrosion allowance = No Supplementary reinforcement ACI For tension = Yes Condition A (c) For shear c,v= 1.2 Condition A ACI Provide built-up grout pad? = Yes Concrete cracking = Cracked , , ACI Seismic design category SDC >= C = Yes Anchor bolt load E <= 0.2U Tensile = No Shear = No & Anchor bolt satisfies opion Tensile = Option D Shear = Option C & Strength reduction factors ACI Anchor reinforcement s= & Anchor rod - ductile steel t,s= 0.75 v,s= (a) Concrete t,c= 0.75 Cdn-A v,c= 0.75 Cdn-A (c) CONCLUSION Anchor Rod Embedment, Spacing and Edge Distance Warn Overall ratio = 3.45 NG Tension Anchor Rod Tensile Resistance ratio = 0.31 OK Concrete Tensile Breakout Resistance ratio = 1.34 NG Anchor Pullout Resistance ratio = 0.33 OK

32 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 4 of 11 Side Blowout Resistance ratio = 0.31 OK Shear Anchor Rod Shear Resistance ratio = 0.57 OK Concrete Shear Breakout Resistance - Perpendicular To Edge ratio = 2.80 NG Concrete Shear Breakout Resistance - Parallel To Edge ratio = 1.31 NG Concrete Pryout Shear Resistance ratio = 1.09 NG Tension Shear Interaction Tension Shear Interaction ratio = 3.45 NG Seismic Design ACI Tension Applicable OK Seismic SDC>=C and E>0.2U, Option D is selected to satisfy additional seismic requirements as per Shear Applicable OK Seismic SDC>=C and E>0.2U, Option C is selected to satisfy additional seismic requirements as per Assumptions ACI Concrete is cracked , , Condition A - supplementary reinforcement provided (c) 3. Load combinations shall be per ACI Shear load acts through center of bolt group ec,v = For anchor group subject to moment, the anchor tensile load is designed using elastic analysis and there is no redistribution of the forces between highly stressed and less stressed anchors 6. For anchor tensile force calc in anchor group subject to moment, assume the compression resultant is at the outside edge of the compression flange and base plate exhibits rigid-body rotation. This simplified approach yields conservative output 7. Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide 1 Section CACULATION Anchor Tensile Force Single bolt tensile force T 1=8.24 [kips] No of bolt for T 1 n T1=2.0 Sum of bolt tensile force N u= n i T i =16.48 [kips] Tensile bolts outer distance s tb s tb=0.00 [in] Eccentricity e' N -- distance between resultant of tensile load and centroid of anchors

33 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 5 of 11 loaded in tension e' N=0.00 [in] Eccentricity modification factor Ψ ec,n= =1.00 Anchor Rod Tensile Resistance ACI t,s N sa= t,s A se f uta = [kips] Eq ratio = 0.31 >T 1 OK Concrete Tensile Breakout Resistance ACI N b=24 f c h ef 1.5 if h ef <11" or h ef>25" =18.70 [kips] Eq a f c h ef (5/3) if 11" h ef 25" Eq b Projected conc failure area 1.5 h ef= =8.00 [in] A NC=[s tb+min(c 1,1.5h ef)+min(c 3,1.5h ef)]x =338.0 [in 2 ] [s 2+min(c 2,1.5h ef)+min(c 4,1.5h ef)] A NCO=9 h ef 2 =256.0 [in 2 ] Eq c A NC=min ( A NC, n t A NCO ) =338.0 [in 2 ] Min edge distance c min=min( c 1, c 2, c 3, c 4 ) =5.00 [in] Eccentricity effects Ψ ec,n= = Edge effects Ψ ed,n=min[ ( c min/1.5h ef), 1.0 ] = Concrete cracking Ψ c,n=1.00 for cracked concrete Concrete splitting Ψ cp,n=1.00 for cast-in anchor Concrete breakout resistance tcn cbg= tc A NC Ψec,N Ψ ed,n Ψ c,n Ψ cp,n N b A NCO =16.43 [kips] Eq b Seismic design strength reduction =x 0.75 applicable =12.32 [kips] ratio = 1.34 <N u NG Anchor Pullout Resistance ACI Single bolt pullout resistance N p= 8 A brg f c' = [kips] Eq t,c N pn= t,c Ψ c,p N p = [kips] Eq Ψ c,p= 1.00 for cracked concrete t,c= 0.70 pullout strength is always Condition B (c) Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.33 >T 1 OK Side Blowout Resistance Failure Along Pedestal Width Edge ACI

34 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 6 of 11 Tensile load carried by anchors close to edge which may cause side-face blowout along pedestal width edge N buw=n T1 T 1 = [kips] R c = min ( c 1, c 3 ) = 5.00 [in] s = s 2 = [in] Check if side blowout applicable h ef= [in] >2.5c side bowout is applicable Single anchor SB resistance t,c N sb= = [kips] Eq Multiple anchors side blowout work as group tcn sbgw= (1+s/ 6c) x t,c N sb = [kips] Eq Seismic design strength reduction = x 0.75 applicable = [kips] ratio = 0.31 >N buw OK Group side blowout resistance tc N sbg= = [kips] Govern Tensile Resistance N r= min( n t N sa, N cbg, n t N pn, N sbg) = [kips] Anchor Rod Shear Resistance ACI v,sv sa= v,s n s 0.6 A se f uta = [kips] (b) Reduction due to built-up grout pad = x 0.8, applicable = [kips] ratio = 0.57 >V u OK Conc. Shear Breakout Resistance - Perpendicular To Edge Mode 1 Failure cone at front anchors, strength check against 0.5 x V u Mode 3 Failure cone at front anchors, strength check against 1.0 x V u, applicable when oversized holes are used in base plate

35 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 7 of 11 Bolt edge distance c 1= =5.00 [in] ACI Limiting c a1 when anchors are influenced by 3 or more edges =No Bolt edge distance - adjusted c 1=c a1 needs NOT to be adjusted =5.00 [in] c 2= =5.00 [in] 1.5c 1= =7.50 [in] ACI A vc=[min(c 2,1.5c 1) + s 2 + min(c 4,1.5c 1)]x =195.0 [in 2 ] min(1.5c 1, h a) ACI A vco=4.5c 1 2 =112.5 [in 2 ] Eq c A vc=min ( A vc, n 1 A vco ) =195.0 [in 2 ] l e=min( 8d a, h ef ) =8.00 [in] V b1= =7.50 [kips] Eq a V b2= =6.36 [kips] Eq b V b=min( V b1, V b2 ) =6.36 [kips] Eccentricity effects Ψ ec,v=1.0 shear acts through center of group Edge effects Ψ ed,v=min[ ( c 2/1.5c 1), 1.0 ] = Concrete cracking Ψ c,v=concrete is cracked = Member thickness Ψ h,v=max[ (sqrt(1.5c 1 / h a), 1.0 ] = ACI A vc Conc shear breakout resistance V cbg= v,c Ψec,v Ψ ed,v Ψ c,v Ψ h,v V b =8.94 [kips] Eq b A vco Mode 3 is used for checking V cbg1=1.0 x V cbg =8.94 [kips] Mode 2 Failure cone at back anchors Bolt edge distance c a1=c 1 + s 1 =21.00 [in] ACI Limiting c a1 when anchors are influenced by 3 or more edges =Yes

36 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 8 of 11 Bolt edge distance - adjusted c a1=c a1 needs to be adjusted =12.00 [in] c 2= =5.00 [in] 1.5c a1= =18.00 [in] ACI A vc=[min(c 2,1.5c a1)+ s 2 + min(c 4,1.5c a1)]x =468.0 [in 2 ] min(1.5c a1, h a) ACI A vco=4.5c a1 2 =648.0 [in 2 ] Eq c A vc=min ( A vc, n 2 A vco ) =468.0 [in 2 ] l e=min( 8d a, h ef ) =8.00 [in] V b1= =27.89 [kips] Eq a V b2= =23.66 [kips] Eq b V b=min( V b1, V b2 ) =23.66 [kips] Eccentricity effects Ψ ec,v=1.0 shear acts through center of group Edge effects Ψ ed,v=min[ ( c 2/1.5c a1), 1.0 ] = Concrete cracking Ψ c,v=concrete is cracked = Member thickness Ψ h,v=max[ (sqrt(1.5c a1 / h a), 1.0 ] = ACI Conc shear breakout resistance V cbg2= v,c A vc Ψec,v Ψ ed,v Ψ c,v Ψ h,v V b A vco =12.05 [kips] Eq b Min shear breakout resistance v,cv cbg=min ( V cbg1, V cbg2 ) =8.94 [kips] shear perpendicular to edge ratio=2.80 <V u NG Conc. Shear Breakout Resistance - Parallel To Edge Mode 1 Shear taken evenly by all anchor bolts, strength check against 0.5 x V u Bolt edge distance c a1=min(c 2, c 4) =5.00 [in] ACI

37 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 9 of 11 Limiting c a1 when anchors are influenced by 3 or more edges =No Bolt edge distance - adjusted c a1=c a1 needs NOT to be adjusted =5.00 [in] c a1= =7.50 [in] ACI A vc=[min(c 1,1.5c a1) + s 1+ min(c 3,1.5c a1)]x =195.0 [in 2 ] min(1.5c a1, h a) ACI A vco=4.5c a1 2 =112.5 [in 2 ] Eq c A vc=min ( A vc, n bd A vco ) =195.0 [in 2 ] l e=min( 8d a, h ef ) =8.00 [in] V b1= =7.50 [kips] Eq a V b2= =6.36 [kips] Eq b V b=min( V b1, V b2 ) =6.36 [kips] Eccentricity effects Ψ ec,v=1.0 shear acts through center of group Edge effects Ψ ed,v= = (c) Concrete cracking Ψ c,v=concrete is cracked = Member thickness Ψ h,v=max[ (sqrt(1.5c a1 / h a), 1.0 ] = ACI Conc shear breakout resistance V cbg-p1= 2x v,c A vc Ψec,v Ψ ed,v Ψ c,v Ψ h,v V b A vco =19.86 [kips] Eq b (c) Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x V u Bolt edge distance c a1=min(c 2, c 4) =5.00 [in] ACI Limiting c a1 when anchors are influenced by 3 or more edges =No Bolt edge distance - adjusted c a1=c a1 needs NOT to be adjusted =5.00 [in] c a1= =7.50 [in] ACI A vc=[min(s 1+c 1,1.5c a1) +min(c 3,1.5c a1)]x =93.8 [in 2 ] min(1.5c a1, h a) ACI A vco=4.5c a1 2 =112.5 [in 2 ] Eq c A vc=min ( A vc, n bd A vco ) =93.8 [in 2 ] l e=min( 8d a, h ef ) =8.00 [in] V b1= =7.50 [kips] Eq a V b2= =6.36 [kips] Eq b V b=min( V b1, V b2 ) =6.36 [kips] Eccentricity effects Ψ ec,v=1.0 shear acts through center of group Edge effects Ψ ed,v= = (c)

38 Anchor Bolt Design With Tension, Shear and Moment Not Using Anchor Reinforcement Page 10 of 11 Concrete cracking Ψ c,v=concrete is cracked = Member thickness Ψ h,v=max[ (sqrt(1.5c a1 / h a), 1.0 ] = ACI Conc shear breakout resistance V cbg-p2= 2x v,c A vc Ψec,v Ψ ed,v Ψ c,v Ψ h,v V b A vco =9.55 [kips] Eq b (c) Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x V u Bolt edge distance c a1=min(c 2, c 4) =5.00 [in] ACI Limiting c a1 when anchors are influenced by 3 or more edges =No Bolt edge distance - adjusted c a1=c a1 needs NOT to be adjusted =5.00 [in] c a1= =7.50 [in] ACI A vc=[min(c 1,1.5c a1) + min(s 1+c 3,1.5c a1)]x =93.8 [in 2 ] min(1.5c a1, h a) ACI A vco=4.5c a1 2 =112.5 [in 2 ] Eq c A vc=min ( A vc, n bd A vco ) =93.8 [in 2 ] l e=min( 8d a, h ef ) =8.00 [in] V b1= =7.50 [kips] Eq a V b2= =6.36 [kips] Eq b V b=min( V b1, V b2 ) =6.36 [kips] Eccentricity effects Ψ ec,v=1.0 shear acts through center of group Edge effects Ψ ed,v= = (c) Concrete cracking Ψ c,v=concrete is cracked = Member thickness Ψ h,v=max[ (sqrt(1.5c a1 / h a), 1.0 ] = ACI Conc shear breakout resistance V cbg-p3= 2x v,c A vc Ψec,v Ψ ed,v Ψ c,v Ψ h,v V b A vco =9.55 [kips] Eq b Min shear breakout resistance vcv cbgp=min(v cbg-p1,v cbg-p2, V cbg-p3 )x2 side =19.09 [kips] shear parallel to edge ratio=1.31 <V u NG (c) Conc. Pryout Shear Resistance ACI k cp= Factored shear pryout resistance v,cv cpg= v,c k cp N cbg =30.67 [kips] Eq b v,c=0.7 pryout strength is always Condition B (c)