CivilBay Anchor Bolt Design Software Using ACI and CSA A Code

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http://asp.civilbay.com

CivilBay anchor bolt design software http://asp.civilbay.com is a complete anchorage design software for

structural engineers to satisfy the design provisions of ACI 318-14, ACI 318-11, ACI 318M-14, ACI 318M-11

and CSA A23.3-14 code.

1. It can design both anchor bolt and anchor stud as per ACI 318-14, ACI 318-11, ACI 318M-14, ACI 318M-11

and CSA A23.3-14 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-2008

7. 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

real-time.

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ANCHOR BOLT DESIGN ACI 318-14 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 318-14 

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 futa= 58.0 [ksi] ACI 318-14

Anchor is ductile steel element 2.3 & 17.3.3 (a) Anchor bolt diameter da= 1  [in]

Anchor bolt has sleeve = No  PIP STE05121

Anchor bolt head type Heavy Hex 

Anchor effective cross section area Ase= 0.606 _[in2_]

Anchor bolt head bearing area Abrg= 1.501 _[in2_]

Anchor bolt 1/8" (3mm) corrosion allowance = No 

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Anchor Bolt Forces

Factored tension or compression Nu= -10.00 [kips] in compression

Anchor Bolt Forces in Y Axis Direction Anchor Bolt Forces in X Axis Direction Factored moment Mux= 25.00 [kip-ft] Muy= 15.00 [kip-ft]

Mux and Muy are concurrent = No 

Factored shear force Vuy= 25.00 [kips] Vux= 15.00 [kips]

Anchor Bolt Group Layout Dimensions Min Required

Anchor Bolt Exterior Bolt Line Spacing PIP STE05121

Exterior bolt line spacing s1 s1= 16.00 [in] 4.00 OK Page A -1 Table 1 Exterior bolt line spacing s2 s2= 16.00 [in] 4.00 OK

Anchor Bolt Edge Distance PIP STE05121

Anchor bolt edge distance c1 c1= 5.00 [in] 4.50 OK Page A -1 Table 1

Anchor bolt edge distance c2 c2= 5.00 [in] 4.50 OK Anchor bolt edge distance c3 c3= 5.00 [in] 4.50 OK

Anchor bolt edge distance c4 c4= 5.00 [in] 4.50 OK Column Depth

Column depth in X axis direction dx= 12.70 [in]

Column depth in Y axis direction dy= 12.70 [in]

PIP STE05121

Anchor bolt embedment depth hef= 14.00 [in] 12.00 OK Page A -1 Table 1

Pedestal height ha= 18.00 [in] 17.00 OK

Anchor Reinforcement Input ACI 318-14

To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R17.4.2.9 Nu=-10.00 Mux=25.00 Vuy=25.00 Muy=15.00 Vux=15.00 c2=5.00 s2=16.00 c4=5.00 col dx=12.70

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within 0.5hef from the outmost anchor's centerline

Avg ver. bar center to anchor rod center distance dar= 4.00 [in]

No of ver. rebar effective to resist tensile anchors - Mux case n-Mux= 4.0

No of ver. rebar effective to resist tensile anchors - Muy case n-Muy= 4.0

Ver. rebar size No. 8 = 1.000 [in] dia single rebar area As= 0.790 _[in2_]

Ver. rebar top anchorage option 180 Degree Hook or Hairpin 

To be considered effective for resisting anchor shear, hor. reinft shall be located R17.5.2.9 within min( 0.5c1, 0.3c2 ) from the outmost anchor's centerline min (0.5c1, 0.3c2) = 1.50 [in]

No of tie layer that are effective to resist anchor shear nlay= 2 

No of tie leg that are effective to resist anchor shear Vux nleg-Vux= 2.0

No of tie leg that are effective to resist anchor shear Vuy nleg-Vuy= 2.0

Hor. tie rebar size No. 4 = 0.500 [in] dia single rebar area As= 0.200 [in2_]

For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength 

Rebar yield strength - ver. rebar fy-v= 60.0 [ksi]

Rebar yield strength - hor. rebar fy-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  17.5.1.3

Seismic Input ACI 318-14

Seismic design category SDC >= C = Yes  17.2.3.1

Anchor bolt load E <= 0.2U Tensile = No  Shear = No  17.2.3.4.1 & 17.2.3.5.1 Anchor bolt satisfies opion Tensile = Option D  Shear = Option C  17.2.3.4.3 & 17.2.3.5.3

CONCLUSION

Result for Anchor Bolt Forces in Y Axis Direction _{View Detail Calc}

Anchor Rod Embedment, Spacing and Edge Distance OK ACI 318-14

Min Rquired Anchor Reinft. Development Length ratio = 0.87 OK 25.4.3.1

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

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Anchor Reinft Shear Breakout Resistance

Strut Bearing Strength ratio = 0.59 OK

Tie Reinforcement ratio = 0.69 OK

Conc. Pryout Not Govern When hef >= 12da OK

Tension Shear Interaction

Tension Shear Interaction ratio = 0.85 OK

Seismic Design ACI 318-14

Tension Applicable OK 17.2.3.4

Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3

Shear Applicable OK 17.2.3.5

Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3

Result for Anchor Bolt Forces in X Axis Direction _{View Detail Calc}

Tension

Shear

Anchor Rod Shear Resistance ratio = 0.34 OK

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ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in Y Direction

Result Summary

Shear = OK

Design Code Reference

Anchor bolt design based on Code Abbreviation

ACI 318-14 Building Code Requirements for Structural Concrete and Commentary ACI 318-14

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 Mu=25.00 [kip-ft]

Factored tension or compression Nu= -10.00 [kips] in compression Factored shear force Vu= 25.00 [kips]

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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 s1 s1= 16.00 [in] 4.00 OK Page A -1 Table 1 Outermost bolt line spacing s2 s2= 16.00 [in] 4.00 OK

Column depth d=12.70 [in]

Pedestal width bc= 26.00 [in]

Pedestal depth dc= 26.00 [in]

PIP STE05121

Anchor bolt edge distance c1 c1= 5.00 [in] 4.50 OK Page A -1 Table 1 Anchor bolt edge distance c2 c2= 5.00 [in] 4.50 OK

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ACI 318-14

To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R17.4.2.9 within 0.5hef from the outmost anchor's centerline

Avg ver. bar center to anchor rod center distance dar= 4.00 [in] No of ver. rebar that are effective for resisting anchor tension nv= 4.0

Ver. rebar size No. 8 = 1.000 [in] dia single rebar area As= 0.790 _[in2_] Ver. rebar top anchorage option 180 Degree Hook or Hairpin 

ACI 318-14

No of tie leg that are effective to resist anchor shear nleg= 2.0 No of tie layer that are effective to resist anchor shear nlay= 2 

Hor. tie rebar size No. 4 = 0.500 [in] dia single rebar area As= 0.200 _[in2_] For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength 

Rebar yield strength - ver. rebar fy-v= 60.0 [ksi] Rebar yield strength - hor. rebar fy-h= 60.0 [ksi] Total no of anchor bolt n=4.0

No of anchor bolt carrying tension nt= 2.0 No of anchor bolt carrying shear ns= 4.0

For side-face blowout check use

No of anchor bolt along width edge nbw= 2.0

Anchor effective cross section area Ase= 0.606 _[in2_] Anchor bolt head bearing area Abrg= 1.501 _[in2_]

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Anchor bolt 1/8" (3mm) corrosion allowance = No  ACI 318-14

Anchor bolt load E <= 0.2U Tensile = No  Shear = No  17.2.3.4.1 & 17.2.3.5.1 Anchor bolt satisfies opion Tensile =Option D  Shear =Option C  17.2.3.4.3 & 17.2.3.5.3

Strength reduction factors ACI 318-14

Anchor reinforcement s= 0.75 17.4.2.9 & 17.5.2.9

Anchor rod - ductile steel t,s= 0.75 v,s= 0.65 17.3.3 (a)

Concrete - condition A t,c= 0.75 v,c= 0.75 17.3.3 (c)

CONCLUSION

Tension

Shear

Tension Shear Interaction

Seismic Design _{ACI 318-14}

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Assumptions ACI 318-14

1. Concrete is cracked 17.4.2.6, 17.4.3.6,

17.5.2.7 2. Condition A - supplementary reinforcement is provided 17.3.3 (c)

3. Load combinations shall be per ACI 318-14 5.3.1 17.3.3

4. Anchor reinft strength is used to replace concrete tension / shear breakout strength as per 17.4.2.9 & 17.5.2.9 ACI 318-14 clause 17.4.2.9 and 17.5.2.9

5. 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 17.2.1 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 17.2.3.7 17.2.3.7

10. Anchor bolt washer shall be tack welded to base plate for all anchor bolts to transfer shear AISC Design Guide 1

Section 3.5.3

CACULATION

Anchor Tensile Force

Single bolt tensile force T1=8.24 [kips] No of bolt for T1 nT1=2.0

Sum of bolt tensile force Nu= ni Ti =16.48 [kips]

Anchor Rod Tensile Resistance ACI 318-14

t,s Nsa= t,s Ase futa = 26.36 [kips] 17.4.1.2 Eq 17.4.1.2

ratio = 0.31 >T1 OK

Anchor Reinft Tensile Breakout Resistance ACI 318-14

Min required full yield tension ldh ldh= 180 degree hook case = 13.28 [in] 25.4.3.1, 25.4.3.2 Actual development lenngth la= hef - c (2 in) - dar x tan35 = 9.20 [in]

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ACI 318-14

Anchor reinft breakout resistance s Nn= s x fy-v x nv x As x (la / ld , if la < ld) = 98.49 [kips] 17.2.3.4.5, 17.4.2.9, 25.4.10.1

ratio = 0.17 >Nu OK

Anchor Pullout Resistance ACI 318-14

Single bolt pullout resistance N p= 8 Abrg fc' = 48.03 [kips] 17.4.3.4 Eq 17.4.3.4 t,c Npn= t,c Ψc,p Np = 33.62 [kips] 17.4.3.1 Eq 17.4.3.1

Ψc,p= 1 for cracked conc 17.4.3.6

t,c= 0.70 pullout strength is always Condition B 17.3.3(c) Seismic design strength reduction = x 0.75 applicable = 25.22 [kips] 17.2.3.4.4

ratio = 0.33 >T1 OK

Side Blowout Resistance

Failure Along Pedestal Width Edge ACI 318-14

Tensile load carried by anchors close to edge which may cause side-face blowout

along pedestal width edge Nbuw= nT1 x T1 = 16.48 [kips] R17.4.4.2

c = min ( c1, c3 ) = 5.00 [in]

s = s2 = 16.00 [in]

Check if side blowout applicable hef= 14.00 [in]

>2.5c side bowout is applicable 17.4.4.1

Single anchor SB resistance t,c Nsb= = 46.49 [kips] 17.4.4.1 Eq 17.4.4.1 Multiple anchors side blowout

work as group tcNsbgw= (1+s/ 6c) x t,c Nsb = 71.29 [kips] 17.4.4.2 Eq 17.4.4.2 Seismic design strength reduction = x 0.75 applicable = 53.46 [kips] 17.2.3.4.4

ratio = 0.31 >Nbuw OK

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Govern Tensile Resistance Nr= min (  nt Nsa,  Nn,  nt Npn,  Nsbg ) = 50.43 [kips]

Anchor Rod Shear Resistance ACI 318-14

v,sVsa= v,s ns 0.6 Ase futa = 54.83 [kips] 17.5.1.2 (b) Reduction due to built-up grout pad = x 0.8 , applicable = 43.86 [kips] 17.5.1.3

ratio = 0.57 >Vu OK

Anchor Reinft Shear Breakout Resistance ACI 318-14

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 21.2.1 (g)

Strut-and-Tie model geometry dv= 2.250 [in] dh= 2.250 [in]

θ = 45 dt= 3.182 [in]

Strut compression force Cs= 0.5 Vu / sinθ = 17.68 [kips]

Strut Bearing Strength ACI 318-14

Strut compressive strength fce= 0.85 f'c = 3.4 [ksi] 23.4.3

* Bearing of anchor bolt

Anchor bearing length le= min( 8da , hef ) = 8.00 [in] 17.5.2.2

Anchor bearing area Abrg= le x da = 8.00 [in2]

Anchor bearing resistance Cr= ns x st x fce x Abrg = 81.60 [kips] >Vu OK * Bearing of ver reinft bar

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Ver bar bearing area Abrg= (le +1.5 x dt - da/2 -db/2) x db = 11.77 [in2_] Ver bar bearing resistance Cr= st x fce x Abrg = 30.02 [kips]

ratio = 0.59 >Cs 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 fy . Use the pullout resistance in tension of a single hooked bolt as per ACI 318-14 Eq 17.4.3.5 as the max force can be developed at hook Th * Assume 100% of hor. tie bars can develop full yield strength

Total number of hor tie bar n = nleg (leg) x nlay (layer) = 4

ACI 318-14

Pull out resistance at hook Th= t,c 0.9 fc' eh da = 3.04 [kips] 17.4.3.5 Eq 17.4.3.5

eh= 4.5 db = 2.250 [in]

Single tie bar tension resistance Tr= s x fy-h x As = 9.00 [kips]

Total tie bar tension resistance sVn= 1.0 x n x Tr = 36.00 [kips] 17.2.3.5.4 & 17.5.2.9

ratio = 0.69 >Vu 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 hef > = 12da , the pryout failure will not govern

12da= 12.00 [in] hef= 14.00 [in] >12da OK

Govern Shear Resistance Vr= min ( v,sVsa , sVn ) = 36.00 [kips]

Tension Shear Interaction ACI 318-14

Check if Nu >0.2Nn and Vu >0.2 Vn = Yes 17.6.1 & 17.6.2 Nu /  Nn + Vu /  Vn = 1.02 17.6.3 Eq 17.6.3

ratio = 0.85 <1.2 OK

Seismic Design

Tension Applicable OK

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User has to ensure that the tensile load Nu user input above includes the seismic load E, with E increased

by multiplying overstrength factor Ωo 17.2.3.4.3(d)

Shear Applicable OK

Option C is selected. ACI 318-14

User has to ensure that the shear load Vu user input above includes the seismic load E, with E increased

by multiplying overstrength factor Ωo 17.2.3.5.3(c)

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ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in X Direction

Result Summary

Shear = OK

AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1 Code Reference Anchor Bolt Data

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No of bolt line for resisting moment =2 Bolt Line 

No of bolt along outermost bolt line =2.0

Min Required

Pedestal width bc= 26.00 [in]

Pedestal depth dc= 26.00 [in]

PIP STE05121

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ACI 318-14

To be considered effective for resisting anchor tension, vertical reinforcing bars shall be located R17.4.2.9 within 0.5hef from the outmost anchor's centerline

Avg ver. bar center to anchor rod center distance dar= 4.00 [in] No of ver. rebar that are effective for resisting anchor tension nv= 4.0

Ver. rebar size No. 8 = 1.000 [in] dia single rebar area As= 0.790 _[in2_] Ver. rebar top anchorage option 180 Degree Hook or Hairpin 

ACI 318-14

No of tie leg that are effective to resist anchor shear nleg= 2.0 No of tie layer that are effective to resist anchor shear nlay= 2 

Hor. tie rebar size No. 4 = 0.500 [in] dia single rebar area As= 0.200 _[in2_] For anchor reinft shear breakout strength calc 100% hor. tie bars develop full yield strength 

Rebar yield strength - ver. rebar fy-v= 60.0 [ksi] Rebar yield strength - hor. rebar fy-h= 60.0 [ksi] Total no of anchor bolt n=4.0

No of anchor bolt carrying tension nt= 2.0 No of anchor bolt carrying shear ns= 4.0

For side-face blowout check use

No of anchor bolt along width edge nbw= 2.0

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Anchor bolt 1/8" (3mm) corrosion allowance = No  ACI 318-14

Concrete - condition A t,c= 0.75 v,c= 0.75 17.3.3 (c)

CONCLUSION

Tension

Shear

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17.5.2.7 2. Condition A - supplementary reinforcement is provided 17.3.3 (c)

4. Anchor reinft strength is used to replace concrete tension / shear breakout strength as per 17.4.2.9 & 17.5.2.9 ACI 318-14 clause 17.4.2.9 and 17.5.2.9

5. 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 17.2.1 and there is no redistribution of the forces between highly stressed and less stressed anchors

9. Anchor reinft used in structures with SDC>=C shall meet requirements specified in 17.2.3.7 17.2.3.7

Section 3.5.3

CACULATION

ratio = 0.15 >T1 OK

Anchor Reinft Tensile Breakout Resistance ACI 318-14

Min required full yield tension ldh ldh= 180 degree hook case = 13.28 [in] 25.4.3.1, 25.4.3.2 Actual development lenngth la= hef - c (2 in) - dar x tan35 = 9.20 [in]

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ACI 318-14

Anchor reinft breakout resistance s Nn= s x fy-v x nv x As x (la / ld , if la < ld) = 98.49 [kips] 17.2.3.4.5, 17.4.2.9, 25.4.10.1

ratio = 0.08 >Nu OK

Single bolt pullout resistance N p= 8 Abrg fc' = 48.03 [kips] 17.4.3.4 Eq 17.4.3.4

t,c Npn= t,c Ψc,p Np = 33.62 [kips] 17.4.3.1 Eq 17.4.3.1

Ψc,p= 1 for cracked conc 17.4.3.6

t,c= 0.70 pullout strength is always Condition B 17.3.3(c) Seismic design strength reduction = x 0.75 applicable = 25.22 [kips] 17.2.3.4.4

ratio = 0.16 >T1 OK

Failure Along Pedestal Width Edge ACI 318-14

along pedestal width edge Nbuw= nT1 x T1 = 8.12 [kips] R17.4.4.2

c = min ( c1, c3 ) = 5.00 [in]

s = s2 = 16.00 [in]

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Govern Tensile Resistance Nr= min (  nt Nsa,  Nn,  nt Npn,  Nsbg ) = 50.43 [kips]

ratio = 0.34 >Vu OK

Anchor Reinft Shear Breakout Resistance ACI 318-14

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 21.2.1 (g)

Strut-and-Tie model geometry dv= 2.250 [in] dh= 2.250 [in]

θ = 45 dt= 3.182 [in]

Strut compression force Cs= 0.5 Vu / sinθ = 10.61 [kips]

Strut Bearing Strength ACI 318-14

Strut compressive strength fce= 0.85 f'c = 3.4 [ksi] 23.4.3

* Bearing of anchor bolt

Anchor bearing length le= min( 8da , hef ) = 8.00 [in] 17.5.2.2

Anchor bearing area Abrg= le x da = 8.00 [in2]

Anchor bearing resistance Cr= ns x st x fce x Abrg = 81.60 [kips] >Vu OK * Bearing of ver reinft bar

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Ver bar bearing area Abrg= (le +1.5 x dt - da/2 -db/2) x db = 11.77 [in2_] Ver bar bearing resistance Cr= st x fce x Abrg = 30.02 [kips]

ratio = 0.35 >Cs 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 fy . Use the pullout resistance in tension of a single hooked bolt as per ACI 318-14 Eq 17.4.3.5 as the max force can be developed at hook Th * Assume 100% of hor. tie bars can develop full yield strength

Total number of hor tie bar n = nleg (leg) x nlay (layer) = 4

ACI 318-14

Pull out resistance at hook Th= t,c 0.9 fc' eh da = 3.04 [kips] 17.4.3.5 Eq 17.4.3.5

eh= 4.5 db = 2.250 [in]

Single tie bar tension resistance Tr= s x fy-h x As = 9.00 [kips]

Total tie bar tension resistance sVn= 1.0 x n x Tr = 36.00 [kips] 17.2.3.5.4 & 17.5.2.9

ratio = 0.42 >Vu 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 hef > = 12da , the pryout failure will not govern

12da= 12.00 [in] hef= 14.00 [in] >12da OK

Govern Shear Resistance Vr= min ( v,sVsa , sVn ) = 36.00 [kips]

Check if Nu >0.2Nn and Vu >0.2 Vn = No 17.6.1 & 17.6.2 Nu /  Nn + Vu /  Vn = 0.00 17.6.3 Eq 17.6.3

ratio = 0.00 <1.2 OK

Seismic Design

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Shear Applicable OK

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ANCHOR BOLT DESIGN ACI 318-14 Code - Not Using Anchor Reinforcement

Result Summary

Anchor Rod Embedment, Spacing and Edge Distance Warn

Overall ratio = 3.45 NG

Shear = OK

Code Reference

Select anchor bolt design code ACI 318-14 

Select design using or not using anchor reinforcement Not Using Anchor Reinforcemen Select design for anchor bolt or anchor stud Anchor Bolt 

Anchor Bolt Data

Anchor effective cross section area Ase= 0.606 _[in2_] Anchor bolt head bearing area Abrg= 1.501 _[in2_] Anchor bolt 1/8" (3mm) corrosion allowance = No  Select anchor bolt pattern Type C1 - 4 Bolt 

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Anchor Bolt Forces

Factored tension or compression Nu= -10.00 [kips] in compression

Anchor Bolt Forces in Y Axis Direction Anchor Bolt Forces in X Axis Direction Factored moment Mux= 25.00 [kip-ft] Muy= 15.00 [kip-ft] Mux and Muy are concurrent = No 

Factored shear force Vuy= 25.00 [kips] Vux= 15.00 [kips]

Anchor Bolt Group Layout Dimensions Min Required

Anchor Bolt Exterior Bolt Line Spacing PIP STE05121

Exterior bolt line spacing s1 s1= 16.00 [in] 4.00 OK Page A -1 Table 1 Exterior bolt line spacing s2 s2= 16.00 [in] 4.00 OK

Anchor Bolt Edge Distance PIP STE05121

Anchor bolt edge distance c3 c3= 5.00 [in] 4.50 OK Anchor bolt edge distance c4 c4= 5.00 [in] 4.50 OK Column Depth

Column depth in X axis direction dx= 12.70 [in] Column depth in Y axis direction dy= 12.70 [in]

PIP STE05121 Anchor bolt embedment depth hef= 14.00 [in] 12.00 Page A -1 Table 1

ACI 318-14 ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 _Warn 17.4.2.3 Anchor bolt adjusted hef for design hef= 5.33 [in] 12.00 Warn 17.4.2.3

Nu=-10.00 Mux=25.00 Vuy=25.00 Muy=15.00 Vux=15.00 c2=5.00 s2=16.00 c4=5.00 col dx=12.70

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Consider only half of total anchor bolt

carrying shear due to oversize bolt hole = No  Oversized holes in base plate ? = Yes 

Supplementary reinforcement ACI 318-14

For tension = Yes  Condition A 17.3.3 (c)

For shear c,v= 1.2  Condition A 17.5.2.7

Concrete cracking = Cracked  17.4.2.6, 17.4.3.6,

17.5.2.7

Seismic Input ACI 318-14

Anchor bolt load E <= 0.2U Tensile = No  Shear = No  17.2.3.4.1 & 17.2.3.5.1 Anchor bolt satisfies opion Tensile = Option D  Shear = Option C  17.2.3.4.3 & 17.2.3.5.3

CONCLUSION

Result for Anchor Bolt Forces in Y Axis Direction _{View Detail Calc}

Overall ratio = 3.45 NG

Tension

Concrete Tensile Breakout Resistance ratio = 1.34 NG

Shear

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 ratio = 3.45 NG

(28)

Result for Anchor Bolt Forces in X Axis Direction _{View Detail Calc}

Tension

Concrete Tensile Breakout Resistance ratio = 0.66 OK

Shear

Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.79 OK

Concrete Pryout Shear Resistance ratio = 0.65 OK

(29)

ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in Y Direction

Result Summary

Shear = OK

AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1

Anchor Bolt Data Code Reference

(30)

No of bolt along outermost bolt line =2.0 No of bolt along side edge nbd=2.0

Min Required PIP STE05121

Max spacing between anchors in tension =16.00 [in]

PIP STE05121

Anchor bolt embedment depth hef= 14.00 [in] ACI 318-14

ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 Warn 17.4.2.3 Anchor bolt adjusted hef for design hef=5.33 [in] 12.00 Warn 17.4.2.3

(31)

For conc shear breakout check use

Number of anchor at bolt line 1 n1= 2.0 Number of anchor at bolt line 2 n2=2.0

Total no of anchor bolt n=4.0 No of anchor bolt carrying tension nt= 2.0 No of anchor bolt carrying shear ns= 4.0 Oversized holes in base plate ? =Yes 

For tension =Yes  Condition A 17.3.3 (c)

For shear c,v=1.2  Condition A 17.5.2.7

ACI 318-14

Concrete cracking =Cracked  17.4.2.6, 17.4.3.6,

17.5.2.7

ACI 318-14

Concrete t,c= 0.75 Cdn-A v,c= 0.75 Cdn-A 17.3.3 (c)

CONCLUSION

Tension

Concrete Tensile Breakout Resistance ratio = 1.34 NG

(32)

Shear

Concrete Shear Breakout Resistance - Parallel To Edge ratio = 1.31 NG

Concrete Pryout Shear Resistance ratio = 1.09 NG

17.5.2.7

2. Condition A - supplementary reinforcement provided 17.3.3 (c)

4. Shear load acts through center of bolt group ec,V =1.0 17.5.2.5 5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis 17.2.1 and there is no redistribution of the forces between highly stressed and less stressed anchors

Section 3.5.3

CACULATION

Tensile bolts outer distance stb stb=0.00 [in]

(33)

loaded in tension e'N=0.00 [in]

Eccentricity modification factor Ψec,N= =1.00

ratio = 0.31 >T1 OK

Concrete Tensile Breakout Resistance ACI 318-14

Nb₌₂₄_√_{fc hef}1.5_{if hef <11" or hef>25"} _=18.70 _{[kips] 17.4.2.2 Eq 17.4.2.2a} √fc hef(5/3)_{if 11"}_≤_hef_≤_25" _{17.4.2.2 Eq 17.4.2.2b}

Projected conc failure area 1.5 hef= =8.00 [in]

ANC=[stb+min(c1,1.5hef)+min(c3,1.5hef)]x =338.0 [in2_] [s2+min(c2,1.5hef)+min(c4,1.5hef)]

ANCO=9 hef2 _=256.0

[in2] 17.4.2.1 Eq 17.4.2.1c ANC=min ( ANC, nt ANCO ) =338.0 _[in2_] _17.4.2.1

Min edge distance cmin=min( c1, c2, c3, c4 ) =5.00 [in]

Eccentricity effects Ψec,N= =1.00 17.4.2.4

Edge effects Ψed,N=min[ (0.7+0.3cmin/1.5hef), 1.0 ] =0.89 17.4.2.5

Concrete cracking Ψc,N=1.00 for cracked concrete 17.4.2.6

Concrete splitting Ψcp,N=1.00 for cast-in anchor 17.4.2.7

Concrete breakout resistance tcNcbg=

_

tc ANC Ψec,N Ψed,N Ψc,N Ψcp,N Nb

ANCO =16.43 [kips] 17.4.2.1 Eq 17.4.2.1b

Seismic design strength reduction =x 0.75 applicable =12.32 [kips] 17.2.3.4.4

ratio = 1.34 <Nu NG

Ψc,p= 1.00 for cracked concrete 17.4.3.6 t,c= 0.70 pullout strength is always Condition B 17.3.3(c) Seismic design strength reduction = x 0.75 applicable = 25.22 [kips] 17.2.3.4.4

ratio = 0.33 >T1 OK

(34)

along pedestal width edge Nbuw=nT1 T1 = 16.48 [kips] R17.4.4.2

c = min ( c1, c3 ) = 5.00 [in]

s = s2 = 16.00 [in]

Group side blowout resistance tc Nsbg= = 53.46 [kips]

Govern Tensile Resistance Nr= min( nt Nsa , Ncbg , nt Npn , Nsbg) = 12.32 [kips]

ratio = 0.57 >Vu OK

Conc. Shear Breakout Resistance - Perpendicular To Edge Mode 1 Failure cone at front anchors, strength check against 0.5 x Vu

(35)

Bolt edge distance c1= =5.00 [in] ACI 318-14

Limiting ca1 when anchors are influenced by 3 or more edges =No 17.5.2.4 Bolt edge distance - adjusted c1=ca1 needs NOT to be adjusted =5.00 [in] 17.5.2.4

c2= =5.00 [in]

1.5c1= =7.50 [in] ACI 318-14

Avc=[min(c2,1.5c1) + s2 + min(c4,1.5c1)]x =195.0 _[in2_] _17.5.2.1

min(1.5c1, ha) ACI 318-14

Avco=4.5c12 _=112.5 _[in2_] _{17.5.2.1 Eq 17.5.2.1c} Avc=min ( Avc, n1 Avco ) =195.0 [in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

Vb=min( Vb1 , Vb2 ) =6.36 [kips] 17.5.2.2 Eccentricity effects Ψec,v=1.0 shear acts through center of group 17.5.2.5

Edge effects Ψed,v=min[ (0.7+0.3c2/1.5c1), 1.0 ] =0.90 17.5.2.6

Concrete cracking Ψc,v=concrete is cracked =1.20 17.5.2.7

Member thickness Ψh,v=max[ (sqrt(1.5c1 / ha) , 1.0 ] =1.00 17.5.2.8

ACI 318-14

Conc shear breakout resistance Vcbg=



v,c Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb

Avco =8.94 [kips] 17.5.2.1 Eq 17.5.2.1b

Mode 3 is used for checking Vcbg1=1.0 x Vcbg =8.94 [kips]

Mode 2 Failure cone at back anchors

Bolt edge distance ca1=c1 + s1 =21.00 [in] ACI 318-14

(36)

Bolt edge distance - adjusted ca1=ca1 needs to be adjusted =12.00 [in] 17.5.2.4

c2= =5.00 [in]

1.5ca1= =18.00 [in] ACI 318-14

Avc=[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x =468.0 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco_=4.5ca12 _=648.0

[in2] 17.5.2.1 Eq 17.5.2.1c Avc=min ( Avc, n2 Avco ) =468.0 _[in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =27.89 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =23.66 [kips] 17.5.2.2 Eq 17.5.2.2b

Vb=min( Vb1 , Vb2 ) =23.66 [kips] 17.5.2.2 Eccentricity effects Ψec,v=1.0 shear acts through center of group 17.5.2.5 Edge effects Ψed,v=min[ (0.7+0.3c2/1.5ca1), 1.0 ] =0.78 17.5.2.6

Member thickness Ψh,v=max[ (sqrt(1.5ca1 / ha) , 1.0 ] =1.00 17.5.2.8

ACI 318-14

Conc shear breakout resistance Vcbg2=

_

_v,c Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb

Avco =12.05 [kips] 17.5.2.1 Eq 17.5.2.1b

Min shear breakout resistance v,cVcbg=min ( Vcbg1 , Vcbg2 ) =8.94 [kips] shear perpendicular to edge

ratio=2.80 <Vu NG

Conc. Shear Breakout Resistance - Parallel To Edge

Mode 1 Shear taken evenly by all anchor bolts, strength check against 0.5 x Vu

(37)

Limiting ca1 when anchors are influenced by 3 or more edges =No 17.5.2.4 Bolt edge distance - adjusted ca1=ca1 needs NOT to be adjusted =5.00 [in] 17.5.2.4

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x =195.0 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco_=4.5ca12 _=112.5

[in2] 17.5.2.1 Eq 17.5.2.1c Avc=min ( Avc, nbd Avco ) =195.0 _[in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

Edge effects Ψed,v= =1.00 17.5.2.1 (c)

ACI 318-14

Conc shear breakout resistance Vcbg-p1=2x



v,c Avc

Ψec,v Ψed,v Ψc,v Ψh,v Vb

Avco =19.86 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c)

Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x Vu

Bolt edge distance ca1=min(c2 , c4) =5.00 [in] ACI 318-14

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x =93.8 _[in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco=4.5ca12 _=112.5 _[in2_] _{17.5.2.1 Eq 17.5.2.1c} Avc=min ( Avc, nbd Avco ) =93.8 [in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

(38)

Concrete cracking Ψc,v=concrete is cracked =1.20 17.5.2.7 Member thickness Ψh,v=max[ (sqrt(1.5ca1 / ha) , 1.0 ] =1.00 17.5.2.8

ACI 318-14



Avco =9.55 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c)

Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x Vu

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(c1,1.5ca1) + min(s1+c3,1.5ca1)]x =93.8 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco=4.5ca12 _=112.5

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

ACI 318-14



v,c Avc

Avco =9.55 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c) Min shear breakout resistance vcVcbgp=min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side =19.09 [kips]

shear parallel to edge

ratio=1.31 <Vu NG

Conc. Pryout Shear Resistance ACI 318-14

kcp=2.0 17.5.3.1

Factored shear pryout resistance v,cVcpg=v,c kcp Ncbg =30.67 [kips] 17.5.3.1 Eq 17.5.3.1b v,c=0.7 pryout strength is always Condition B 17.3.3 (c)

(39)

Seismic design strength reduction = x 0.75 applicable = 23.00 [kips] 17.2.3.4.4

ratio = 1.09 <Vu NG

Govern Shear Resistance Vr= min ( Vsa , Vcbg , Vcbg-p , Vcpg ) = 8.94 [kips]

ratio = 3.45 >1.2 NG

Seismic Design

Option D is selected. ACI 318-14

Shear Applicable OK

(40)

ANCHOR BOLT DESIGN Combined Tension, Shear and Moment Design for Anchor Force in X Direction

Result Summary

Shear = OK

AISC Design Guide 1: Base Plate and Anchor Rod Design 2nd Ed AISC Design Guide 1

Anchor Bolt Data Code Reference

(41)

No of bolt along outermost bolt line =2.0 No of bolt along side edge nbd=2.0

Min Required PIP STE05121

Max spacing between anchors in tension =16.00 [in]

PIP STE05121

Anchor bolt embedment depth hef= 14.00 [in] ACI 318-14

ci ≥ 1.5hef for at least two edges to avoid reducing of hef when Nu > 0 Warn 17.4.2.3 Anchor bolt adjusted hef for design hef=5.33 [in] 12.00 Warn 17.4.2.3

(42)

For conc shear breakout check use

Number of anchor at bolt line 1 n1= 2.0 Number of anchor at bolt line 2 n2=2.0

Total no of anchor bolt n=4.0 No of anchor bolt carrying tension nt= 2.0 No of anchor bolt carrying shear ns= 4.0 Oversized holes in base plate ? =Yes 

For tension =Yes  Condition A 17.3.3 (c)

For shear c,v=1.2  Condition A 17.5.2.7

ACI 318-14

Concrete cracking =Cracked  17.4.2.6, 17.4.3.6,

17.5.2.7

ACI 318-14

Concrete t,c= 0.75 Cdn-A v,c= 0.75 Cdn-A 17.3.3 (c)

CONCLUSION

Tension

Concrete Tensile Breakout Resistance ratio = 0.66 OK

(43)

Shear

Concrete Shear Breakout Resistance - Parallel To Edge ratio = 0.79 OK

Concrete Pryout Shear Resistance ratio = 0.65 OK

17.5.2.7

2. Condition A - supplementary reinforcement provided 17.3.3 (c)

4. Shear load acts through center of bolt group ec,V =1.0 17.5.2.5 5. For anchor group subject to moment, the anchor tensile load is designed using elastic analysis 17.2.1 and there is no redistribution of the forces between highly stressed and less stressed anchors

Section 3.5.3

CACULATION

Tensile bolts outer distance stb stb=0.00 [in]

(44)

loaded in tension e'N=0.00 [in]

Eccentricity modification factor Ψec,N= =1.00

ratio = 0.15 >T1 OK

Concrete Tensile Breakout Resistance ACI 318-14

Nb₌₂₄__√_{fc hef}1.5_{if hef <11" or hef>25"} _=18.70 _{[kips] 17.4.2.2 Eq 17.4.2.2a} √fc hef(5/3)_{if 11"}_≤_hef_≤_25" _{17.4.2.2 Eq 17.4.2.2b}

Projected conc failure area 1.5 hef= =8.00 [in]

ANC=[stb+min(c1,1.5hef)+min(c3,1.5hef)]x =338.0 [in2_] [s2+min(c2,1.5hef)+min(c4,1.5hef)]

ANCO=9 hef2 _=256.0

[in2] 17.4.2.1 Eq 17.4.2.1c ANC=min ( ANC, nt ANCO ) =338.0 _[in2_] _17.4.2.1

Min edge distance cmin=min( c1, c2, c3, c4 ) =5.00 [in]

Eccentricity effects Ψec,N= =1.00 17.4.2.4

Edge effects Ψed,N=min[ (0.7+0.3cmin/1.5hef), 1.0 ] =0.89 17.4.2.5

Concrete cracking Ψc,N=1.00 for cracked concrete 17.4.2.6

Concrete splitting Ψcp,N=1.00 for cast-in anchor 17.4.2.7

Concrete breakout resistance tcNcbg=

_

tc ANC Ψec,N Ψed,N Ψc,N Ψcp,N Nb

ANCO =16.43 [kips] 17.4.2.1 Eq 17.4.2.1b

Seismic design strength reduction =x 0.75 applicable =12.32 [kips] 17.2.3.4.4

ratio = 0.66 >Nu OK

Ψc,p= 1.00 for cracked concrete 17.4.3.6 t,c= 0.70 pullout strength is always Condition B 17.3.3(c) Seismic design strength reduction = x 0.75 applicable = 25.22 [kips] 17.2.3.4.4

ratio = 0.16 >T1 OK

(45)

along pedestal width edge Nbuw=nT1 T1 = 8.12 [kips] R17.4.4.2

c = min ( c1, c3 ) = 5.00 [in]

s = s2 = 16.00 [in]

Group side blowout resistance tc Nsbg= = 53.46 [kips]

Govern Tensile Resistance Nr= min( nt Nsa , Ncbg , nt Npn , Nsbg) = 12.32 [kips]

ratio = 0.34 >Vu OK

Conc. Shear Breakout Resistance - Perpendicular To Edge Mode 1 Failure cone at front anchors, strength check against 0.5 x Vu

(46)

Bolt edge distance c1= =5.00 [in] ACI 318-14

Limiting ca1 when anchors are influenced by 3 or more edges =No 17.5.2.4 Bolt edge distance - adjusted c1=ca1 needs NOT to be adjusted =5.00 [in] 17.5.2.4

c2= =5.00 [in]

1.5c1= =7.50 [in] ACI 318-14

Avc=[min(c2,1.5c1) + s2 + min(c4,1.5c1)]x =195.0 _[in2_] _17.5.2.1

min(1.5c1, ha) ACI 318-14

Avco=4.5c12 _=112.5 _[in2_] _{17.5.2.1 Eq 17.5.2.1c} Avc=min ( Avc, n1 Avco ) =195.0 [in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

Edge effects Ψed,v=min[ (0.7+0.3c2/1.5c1), 1.0 ] =0.90 17.5.2.6

Member thickness Ψh,v=max[ (sqrt(1.5c1 / ha) , 1.0 ] =1.00 17.5.2.8

ACI 318-14

Conc shear breakout resistance Vcbg=



Avco =8.94 [kips] 17.5.2.1 Eq 17.5.2.1b

Mode 3 is used for checking Vcbg1=1.0 x Vcbg =8.94 [kips]

Mode 2 Failure cone at back anchors

Bolt edge distance ca1=c1 + s1 =21.00 [in] ACI 318-14

(47)

Bolt edge distance - adjusted ca1=ca1 needs to be adjusted =12.00 [in] 17.5.2.4

c2= =5.00 [in]

1.5ca1= =18.00 [in] ACI 318-14

Avc=[min(c2,1.5ca1)+ s2 + min(c4,1.5ca1)]x =468.0 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco_=4.5ca12 _=648.0

[in2] 17.5.2.1 Eq 17.5.2.1c Avc=min ( Avc, n2 Avco ) =468.0 _[in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =27.89 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =23.66 [kips] 17.5.2.2 Eq 17.5.2.2b

Vb=min( Vb1 , Vb2 ) =23.66 [kips] 17.5.2.2 Eccentricity effects Ψec,v=1.0 shear acts through center of group 17.5.2.5 Edge effects Ψed,v=min[ (0.7+0.3c2/1.5ca1), 1.0 ] =0.78 17.5.2.6

ACI 318-14

Conc shear breakout resistance Vcbg2=

_

_v,c Avc Ψec,v Ψed,v Ψc,v Ψh,v Vb

Avco =12.05 [kips] 17.5.2.1 Eq 17.5.2.1b

Min shear breakout resistance v,cVcbg=min ( Vcbg1 , Vcbg2 ) =8.94 [kips] shear perpendicular to edge

ratio=1.68 <Vu NG

Conc. Shear Breakout Resistance - Parallel To Edge

Mode 1 Shear taken evenly by all anchor bolts, strength check against 0.5 x Vu

(48)

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(c1,1.5ca1) + s1+ min(c3,1.5ca1)]x =195.0 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco_=4.5ca12 _=112.5

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

ACI 318-14



v,c Avc

Avco =19.86 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c)

Mode 2 Shear taken evenly by back anchor bolts, strength check against 0.5 x Vu

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(s1+c1,1.5ca1) +min(c3,1.5ca1)]x =93.8 _[in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco=4.5ca12 _=112.5 _[in2_] _{17.5.2.1 Eq 17.5.2.1c} Avc=min ( Avc, nbd Avco ) =93.8 [in2_] _17.5.2.1

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

(49)

Concrete cracking Ψc,v=concrete is cracked =1.20 17.5.2.7 Member thickness Ψh,v=max[ (sqrt(1.5ca1 / ha) , 1.0 ] =1.00 17.5.2.8

ACI 318-14



Avco =9.55 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c)

Mode 3 Shear taken evenly by front anchor bolts, strength check against 0.5 x Vu

1.5ca1= =7.50 [in] ACI 318-14

Avc=[min(c1,1.5ca1) + min(s1+c3,1.5ca1)]x =93.8 [in2_] _17.5.2.1

min(1.5ca1, ha) ACI 318-14

Avco=4.5ca12 _=112.5

le=min( 8da , hef ) =8.00 [in] 17.5.2.2

Vb1= =7.50 [kips] 17.5.2.2 Eq 17.5.2.2a

Vb2= =6.36 [kips] 17.5.2.2 Eq 17.5.2.2b

ACI 318-14



v,c Avc

Avco =9.55 [kips] 17.5.2.1 Eq 17.5.2.1b

17.5.2.1 (c) Min shear breakout resistance vcVcbgp=min(Vcbg-p1 ,Vcbg-p2 , Vcbg-p3 )x2 side =19.09 [kips]

shear parallel to edge

ratio=0.79 >Vu OK

Conc. Pryout Shear Resistance ACI 318-14

kcp=2.0 17.5.3.1

Factored shear pryout resistance v,cVcpg=v,c kcp Ncbg =30.67 [kips] 17.5.3.1 Eq 17.5.3.1b v,c=0.7 pryout strength is always Condition B 17.3.3 (c)

(50)

Seismic design strength reduction = x 0.75 applicable = 23.00 [kips] 17.2.3.4.4

ratio = 0.65 >Vu OK

Govern Shear Resistance Vr= min ( Vsa , Vcbg , Vcbg-p , Vcpg ) = 8.94 [kips]

ratio = 1.95 >1.2 NG

Seismic Design

Option D is selected. ACI 318-14

Shear Applicable OK