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ANCHOR BOLT DESIGN
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ACI 318-14 Code - Using Anchor Reinforcement
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Result Summary
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Anchor Rod Embedment, Spacing and Edge Distance
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OK
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Min Rquired Anchor Reinft. Development Length
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ratio
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=
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0.87
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OK
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Overall
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ratio
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=
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1.21
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NG
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Seismic Design
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Tension
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=
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OK
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Shear
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=
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OK
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Code Reference
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Select anchor bolt design code
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Select design using or not
using anchor reinforcement
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Select design for anchor bolt or
anchor stud
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Concrete strength
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f'c
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=
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[ksi]
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Error: the conc strength shall be 2~10 ksi
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Anchor Bolt Data
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Anchor bolt material
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=
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Anchor tensile strength
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futa
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=
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58.0
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[ksi]
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ACI 318-14
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Anchor is ductile steel element
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2.3 & 17.3.3 (a)
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Anchor bolt diameter
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da
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=
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[in]
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Anchor bolt has sleeve
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=
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PIP STE05121
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Anchor bolt head type
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Anchor effective cross section area
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Ase
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=
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0.606
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[in2]
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Anchor bolt head bearing area
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Abrg
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=
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[in2]
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Anchor bolt 1/8" (3mm) corrosion allowance
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=
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Select anchor bolt pattern
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c1=5.00
s1=16.00
c3=5.00
c2=5.00
s2=16.00
c4=5.00
Nu=-10.00
Mux=25.00
Vuy=25.00
Muy=15.00
Vux=15.00
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c1=5.00
s1=16.00
c3=5.00
c2=5.00
s2=16.00
c4=5.00
col dx=12.70
col dy=12.70
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Anchor Bolt Forces
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Factored tension or compression
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Nu
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=
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[kips]
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in compression
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Anchor Bolt Forces in Y Axis Direction
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Anchor Bolt Forces in X Axis Direction
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Factored moment
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Mux
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=
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[kip-ft]
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Muy
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=
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[kip-ft]
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Mux and Muy are concurrent
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=
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Factored shear force
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Vuy
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=
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[kips]
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Vux
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=
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[kips]
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Anchor Bolt Group Layout Dimensions
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Anchor Bolt Exterior Bolt Line Spacing
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PIP STE05121
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Exterior bolt line spacing s1
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s1
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=
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[in]
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4.00
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OK
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Page A -1 Table 1
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Exterior bolt line spacing s2
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s2
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=
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[in]
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4.00
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OK
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Anchor Bolt Edge Distance
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PIP STE05121
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Anchor bolt edge distance c1
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c1
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=
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[in]
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4.50
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OK
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Page A -1 Table 1
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Anchor bolt edge distance c2
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c2
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=
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[in]
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4.50
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OK
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Anchor bolt edge distance c3
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c3
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=
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[in]
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4.50
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OK
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Anchor bolt edge distance c4
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c4
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=
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[in]
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4.50
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OK
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Column Depth
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Column depth in X axis direction
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dx
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=
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[in]
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Column depth in Y axis direction
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dy
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=
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[in]
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PIP STE05121
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Anchor bolt embedment depth
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hef
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=
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[in]
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12.00
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OK
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Page A -1 Table 1
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Pedestal height
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ha
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=
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[in]
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17.00
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OK
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Anchor Reinforcement Input
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ACI 318-14
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To be considered effective for resisting anchor tension, vertical reinforcing bars
shall be located
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R17.4.2.9
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within 0.5hef from the outmost anchor's centerline
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Avg ver. bar center to anchor rod center distance
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dar
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=
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[in]
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No of ver. rebar effective to resist tensile anchors - Mux case
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n-Mux
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=
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No of ver. rebar effective to resist tensile anchors - Muy case
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n-Muy
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=
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Ver. rebar size No.
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=
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1.000
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[in] dia
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single rebar area As
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=
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0.790
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[in2]
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Ver. rebar top anchorage option
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To be considered effective for resisting anchor shear, hor. reinft shall be located
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R17.5.2.9
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within min( 0.5c1, 0.3c2 ) from the outmost anchor's centerline
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min (0.5c1, 0.3c2)
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=
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1.50
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[in]
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No of tie layer that are effective to resist anchor shear
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nlay
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=
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No of tie leg that are effective to resist anchor shear Vux
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nleg-Vux
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=
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No of tie leg that are effective to resist anchor shear Vuy
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nleg-Vuy
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=
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Hor. tie rebar size No.
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=
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0.500
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[in] dia
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single rebar area As
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=
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0.200
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[in2]
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For anchor reinft shear breakout strength calc
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Rebar yield strength - ver. rebar
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fy-v
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=
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[ksi]
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Rebar yield strength - hor. rebar
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fy-h
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=
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[ksi]
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Consider only half of total anchor bolt carrying shear due to oversize bolt hole
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=
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Provide built-up grout pad ?
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=
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17.5.1.3
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Seismic Input
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ACI 318-14
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Seismic design category SDC >= C
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=
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17.2.3.1
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Anchor bolt load E <= 0.2U
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Tensile
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=
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Shear
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=
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17.2.3.4.1 & 17.2.3.5.1
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Anchor bolt satisfies opion
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Tensile
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=
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Shear
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=
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17.2.3.4.3 & 17.2.3.5.3
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CONCLUSION
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Result for Anchor Bolt Forces in Y Axis Direction
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View Detail Calc
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Anchor Rod Embedment, Spacing and Edge Distance
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OK
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ACI 318-14
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Min Rquired Anchor Reinft. Development Length
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ratio
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=
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0.87
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OK
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25.4.3.1
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Overall
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ratio
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=
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1.21
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NG
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Tension
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Anchor Rod Tensile Resistance
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ratio
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=
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0.31
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OK
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Anchor Reinft Tensile Breakout Resistance
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ratio
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=
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0.15
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OK
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Anchor Pullout Resistance
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ratio
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=
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0.25
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OK
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Side Blowout Resistance
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ratio
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=
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0.27
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OK
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Shear
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Anchor Rod Shear Resistance
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ratio
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=
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1.14
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NG
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Anchor Reinft Shear Breakout Resistance
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Strut Bearing Strength
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ratio
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=
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0.45
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OK
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Tie Reinforcement
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ratio
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=
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0.69
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OK
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Conc. Pryout Not Govern When hef >= 12da
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OK
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Tension Shear Interaction
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Tension Shear Interaction
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ratio
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=
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1.21
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NG
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Seismic Design
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ACI 318-14
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Tension
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Applicable
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OK
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17.2.3.4
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Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3
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Shear
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Applicable
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OK
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17.2.3.5
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Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3
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Result for Anchor Bolt Forces in X Axis Direction
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View Detail Calc
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Anchor Rod Embedment, Spacing and Edge Distance
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OK
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ACI 318-14
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Min Rquired Anchor Reinft. Development Length
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ratio
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=
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0.87
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OK
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25.4.3.1
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Overall
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ratio
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=
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0.68
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OK
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Tension
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Anchor Rod Tensile Resistance
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ratio
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=
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0.15
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OK
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Anchor Reinft Tensile Breakout Resistance
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ratio
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=
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0.07
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OK
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Anchor Pullout Resistance
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ratio
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=
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0.12
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OK
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Side Blowout Resistance
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ratio
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=
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0.13
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OK
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Shear
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Anchor Rod Shear Resistance
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ratio
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=
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0.68
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OK
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Anchor Reinft Shear Breakout Resistance
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Strut Bearing Strength
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ratio
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=
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0.27
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OK
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Tie Reinforcement
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ratio
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=
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0.42
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OK
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Conc. Pryout Not Govern When hef >= 12da
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OK
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Tension Shear Interaction
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Tension Shear Interaction
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ratio
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=
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0.00
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OK
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Seismic Design
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ACI 318-14
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Tension
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Applicable
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OK
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17.2.3.4
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Seismic SDC>=C and E>0.2U , Option D is selected to satisfy additional seismic requirements as per 17.2.3.4.3
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Shear
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Applicable
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OK
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17.2.3.5
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Seismic SDC>=C and E>0.2U , Option C is selected to satisfy additional seismic requirements as per 17.2.3.5.3
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