HILTI PROFIS Anchor Design Guide

7/21/2019 HILTI PROFIS Anchor Design Guide

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PROFIS AnchorDesign Guide

Anchor design at a click.

Hilti. Outperform. Outlast.


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Table of Contents

1

Hilti. Outperform. Outlast.Hilti, Inc. (U.S.) 1-800-879-8000www.us.hilti.com en espaol 1-800-879-5000 Hilti (Canada) Corp. 1-800-363-4458www.hilti.ca

Tension. . . . . .6

Tension Steel Strength. . . . . . .7

Equations Nsa

cast-in-place . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Equations Nsa

post-installed . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Equations Nsa

versus Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Variables Ase,n

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

Variables futa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8

Variables n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8Calculations N

sa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9

Results Nsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10

Results steel

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12

Results Nsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13

Tension Concrete Breakout Strength. . .14

Equations Anc

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14

Equations ANc0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

Equations Nb D-7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

Equations Nb D-8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15

Equations Ncb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

Equations Ncbg. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16Equations

Ncbor

Ncbgversus N

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16

Equations cp,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17

Equations ec,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18

Equations ed,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20

Variables ca,min

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21

Variables cac

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

Variables ec1,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 24

Variables ec2,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32

Variables hef. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33

Variables kc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36

Variables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37

Variables c,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37

Calculations ANc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Calculations A

Nc0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

Calculations Nb D-7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

Calculations Nb D-8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39

Calculations cp,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40

Calculations ec1,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 41

Calculations ec2,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43

Calculations ed,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45

Results Ncb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

Results Ncbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

Results Ncb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 46

Results Ncbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49

Results seismic. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 51Results

nonductile. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52


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Tension Pullout Strength Mechanical Anchors. . . . . . . 53

Equations Npn,

fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53

Equations Npn,fc

versus Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54

Variables Np,2500

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54

Variables c,p

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 55

Calculations (fc 2500) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 56

Results Npn,

fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57

Results Nua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57Results N

pn,f

c. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 61

Tension Pullout Strength Cast-In-Place Anchors. . . . . . .62

Equations NP= 8A

brgf

c. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62

Equations NPn

= c,P

NP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62

Equations Npn

Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62

Variables Abrg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63

Variables c,p

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63

Calculations NP

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 64

Results Npn

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65

Results Npn

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69

Tension Bond Strength Adhesive Anchors. . . . . . 70.

Equations ANa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 70

Equations ANa0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71

Equations ccr,na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71

Equations Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 71

Equations Na0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72

Equations Nag

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72

Equations Naor N

agversus N

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 72

Equations ec,Na . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73Equations

ed,Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75

Equations g,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75

Equations g,Na0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 76

Equations p,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79

Equations scr,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 79

Equations ,max

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 80

Variables ca,min

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 81

Variables cac

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83

Variables da. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 84

Variables ec1,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 84

Variables ec2,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 87

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 91

Variables hef. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 91

Variables bond. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93Variables k

c,xxx. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 93

Variables n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 94

Variables savg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 96

Variables k,uncr

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97

Variables k,xxxx

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97

Calculations ANa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 98

Calculations ANa0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99

Calculations ccr,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99

Calculations Na0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99

Calculations ec1,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100

Calculations ec2,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102

Calculations ed,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104

Calculations g,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104

Calculations g,Na0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 104Calculations

p,Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107

Calculations scr,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107

Calculations k,max,xxxx

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 107

Results N,seis

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108

Results Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108

Results Nag

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 108

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 109

Results N,seis

Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111

Results N,seis

Nag

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111

Results bond

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 112

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 114


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3


Tension Side-Face Blowout Strength

for Cast-in-Place Anchors. . . . . . .115

Equations corner

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 115

Equations group

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 115

Equations Nsb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 116

Equations Nsbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 117

Equations Nsb

or Nsbg

versus Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 117

Variables Abrg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118

Variables ca1. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 118Variables c

a2. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 119

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 119

Variables s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120

Calculations group

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121

Calculations corner

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 121

Results Nsb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 122

Results Nsbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 123

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 124

Results Nsb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126

Results Nsbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 126

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 127

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 128

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 129

Shear . . . . . . . . 130

Shear Steel Strength. . . . . . .131

Anchor Steel Strength in Shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 131

Equations Vsa

f or Adhesive Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 131

Equations Vsa

for Headed Bolts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132

Equations Vsa

f or Headed Studs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 132

Equations Vsa

Seismic fo r Mechanica l Anchors . . . . . . . . . . . . . . . . . . . . 133

Equations Vsa

Stat ic for Mechanical Anchors . . . . . . . . . . . . . . . . . . . . . . 133

Equations Vsa

versus Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 134

Variables V,seis

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 135

Variables Ase,V

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 135

Variables futa. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 136

Variables n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 136

Variables Vsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 136

Calculations Vsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 137

Results Vsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 138

Results Vsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 138

Results eb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 138

Results steel

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 139

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 139

Results Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 141

Shear Concrete Breakout Strength. . . . . . .143

Equations AVc

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 143

Equations AVc0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 144

Equations Vcb

or Vcbg

Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 144

Equations ec,v

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 145

Equations ed,v

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 147

Equations h,v

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148

Equations Vb. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148

Equations Vcb. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148Equations V

cbg. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 148

Variables ca1

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 149

Variables ca2

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150

Variables da. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 152

Variables eV. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 152

Variables fc. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 154

Variables ha. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 155

Variables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 155

Variables le. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 156

Variables c,V

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 158

Variables parallel,V

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 158

Calculations AVc

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 159

Calculations AVc0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 160

Calculations ec,V. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 160Calculations

ed,V. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 163

Calculations h,V

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164

Calculations Vb Equation D-24 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164

Calculations Vb Equation D-25 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 164

Results Vcb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 165

Results Vcbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 165

Results Vcb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 165

Results Vcbg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 166

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 166

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 168

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 169

Results Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 169

Shear Pryout Strength Concrete Breakout Controls. . . . . . .172

Equations Vcp

or Vcpg

versus Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 172

Equations Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 172

Equations Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 173

Variables kcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 174

Calculations Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 177

Calculations Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 177

Results Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 178

Results Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 178

Results Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 179

Results Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 180

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 180

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 182

Results nonductile. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 183Results V

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 184


5/362

Table of Contents

4


Shear Pryout Strength Bond Controls. . . . . . . 186

Equations Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 186

Equations Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 186

Equations Vcp

or Vcpg

versus Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 187

Variables kcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 188

Calculations Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 189

Calculations Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 189

Results Vcp

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 190

Results Vcpg . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 190Results V

cp. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 191

Results Vcpg

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 191

Results concrete

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 192

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 193

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 194

Results Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 195

Shear Steel Failure with Lever Arm . . . . . . .197

Equa tions Stand-off Condi tion None . . . . . . . . . . . . . . . . . . . . . . . . . . 197

Equations Stand-off Condition without Clamping. . . . . . . . . . . . . . . . . 19 7

Equations Stand-off Condition with Clamping . . . . . . . . . . . . . . . . . . . 198

Equat ions Stand-off Condition with Grouting . . . . . . . . . . . . . . . . . . . . 199

Equations Vs

m . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201

Equations MS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201

Equations MS

0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 201

Equations S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202

Equations Lb. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 202

Equations (1 Nua

/Nsa

) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 203

Equations VsMversus V

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 203

Variables M. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 204

Variables fu,min

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 204

Variables Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 205

Variables z . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 206

Variables d0. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 207

Variables n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 208

Variables Nsa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 208

Calculations Lb

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209

Calculations MS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209

Calculations MS

0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 209

Calculations S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210

Calculations (1 Nua

/Nsa

) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 210

Results VsM. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 211

Results steel

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 213

Results VS

M . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 213

Results Vua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 214

ACI 318-08 Seismic Provisions. . . . . . .216

Seismic Calculation ACI 318-08, Part D.3.3 . . . . . . . . . . . . . . . . . . . . . . . 217

Seismic Calculat ion ACI 318-08, Part D.3.3.2 . . . . . . . . . . . . . . . . . . . . . . 218





ACI 318-11 Provisions. . . . . . . . 228

ACI 318-11 Seismic Provisions . . . . . . . 229




Seismic Calculation ACI 318-11, Part D.3.3.4.1 . . . . . . . . . . . . . . . . . . . . 232












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5


ACI 318-11 Adhesive Anchor Provisions . . . . . . . 264

Equations ANa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 264

Equations ANa0

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 266

Equations cNa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 266

Equations Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 268

Equations Nag

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 268

Equations Nba

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 269

Equations Naor N

agversus N

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 270

Equations cp,Na . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 272Equations

ec,Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 274

Equations ed,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 278

Variables N,seis

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 279

Variables ca,min

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 281

Variables cac

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 284

Variables da. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 285

Variables ec1,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 286

Variables ec2,N

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 288

Variables hef

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 290

Variables bond

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 292

Variables a. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 294

Variables k,c

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 295

Calculations ANa

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 296

Calculations ANa0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 298Calculations c

Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 298

Calculations Nba

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 300

Calculations cp,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 301

Calculations ec1,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 304

Calculations ec2,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 308

Calculations ed,Na

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 313

Results Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 314

Results Nag

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 314

Results Nua

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 315

Results bond

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 319

Results nonductile

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 320

Results seismic

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 321

Results Na. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 322

Results Nag . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 323

ACI 318-11 Sustained Load Provisions. . . . . . .324

Sustained Load Calculations ACI 318-11, Part D.4.1.2 . . . . . . . . . . . . . . . 324

Factored Load Calculations . . . . . . . 329

Load Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 330

Equation Nnversus N

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 331

Equation Vnversus V

ua. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 331

% Utilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 32

Resultan t Tension and Sh ear L oad . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 33

Resultant Shear Load Torsion and Shear Towards Edge. . . . . . . . . . . . . . 334

Resultant Shear Load Torsion and Shear Away From Edge . . . . . . . . . . . 337

Resultant Shear Load Torsion and Shear Parallel To Edge .. . . . . . . . . . . 340Resultant Shear Load Pure Torsion with a Fixed Edge . . . . . . . . . . . . . . . 343

Interaction Calculations. . . . . . .346

Equations Tri-Linear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 347

Equations Parabolic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 347

Calcu lations % Utilization . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 348

Base Plate Calculations. . . . . . .349

Design A ssumptions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 350

Tension Forces on the Anchors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 52

Tens ion Eccentr ic it y Calcu lations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 358


7/362

Tension

6

The PROFIS Anchor Design Guide provides information about

the following:

Strength Design calculations per ACI 318-08

Strength Design calculations per ICC-ES AC308

PROFIS Anchor design assumptions

Utilizing data from ICC-ES Evaluation Service Reports

This Design Guide is intended to be used as a reference for

the information provided in the Design Report. Questions

about a particular section in the Design Report output can be

referenced directly to the corresponding section in the Design

Guide. All the information in the Hilti North American Product

Technical Guide, including data sourcing, caveats, limitations,

design principles, and assumptions, apply to all data and

calculations generated by PROFIS Anchor.

The TENSION section of the Design Guide providesinformation on the tension design strengths calculated using

PROFIS Anchor.

Tension Steel Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . 7

Tension Concrete Breakout Strength . . . . . . . . . . . . . . . 14

Tension Pullout Strength Mechanical Anchors . . . . . 53

Tension Pullout Strength Cast-In-Place Anchors . . . . 62

Tension Bond Strength Adhesive Anchors . . . . . . . . 70

Tension Side-Face BlowoutStrength for Cast-in-Place Anchors . . . . . . . . 115

Hilti. Outperform. Outlast.

Tension


8/362

Tension Steel Strength

7


Equations Nsa

cast-in-place

Equations Reference Comments

cast-in-place anchors

Nsa

= nAse,N

futa

ACI 318-08, Part D.5.1.2 EQ. (D-3) PROFIS Anchor uses EQ. (D-3) to calculate the Nominal Steel Strength in

tension (Nsa) for a single cast-in-place anchor.

The Design Report shows EQ. (D-3) in the Equationssection of the Steel

Strength design parameters.

Equations Nsa

post-installed


post-installed anchors

Nsa

= see ICC-ES ESR-xxxx

Refer to the ICC-ES Evaluation Service Report

for the selected anchor.

When designing post-installed anchors, PROFIS Anchor uses a pre-calculated

value for the Nominal Steel Strength in tension (Nsa) that is given in the

ICC-ES Evaluation Service Report for each anchor. This value corresponds to

Nominal Steel Strength (Nsa) for a single anchor calculated using EQ. (D-3).

The Design Report for post-installed anchors shows EQ. (D-3) in the

Equationssection of the Steel Strength design parameters but references

the ESR from which the value for Nsa

has been taken.

Equations Nsaversus NuaEquations Reference Comments

Nsa

> Nua

ACI 318-08, Part D.4.1.1 EQ. (D-1) Per the provisions of ACI 318-08, D.4.1.2; PROFIS Anchor compares each

calculated Design Strength in tension (Nn) to the Factored Service Load in

tension (Nua) that has been input by the user.

When Nua

is not equally distributed among the anchors in the connection,

PROFIS Anchor compares the Design Steel Strength in tension (Nsa) for a

single anchor to the highest loaded anchor in tension. When Nua

is equally

distributed among the anchors in the connection, PROFIS Anchor compares

Nsa

for a single anchor to Nua

divided by the number of anchors in tension.

A summary of tension Design Strengths versus tension Factored Service

Loads is given in Part 3. Tension loadof the Design Report.


9/362


8


Variables Ase,n

Variables Reference Comments

Ase,N

ACI 318-08, Part D.5.1.2 EQ. (D-3) Ase,N

is the effective cross-sectional area of a single anchor in tension. Values

for Ase,N

specic to each anchor in the PROFIS Anchor portfolio are stored in

the program internal database.

The Design Report shows Ase,N

in theVariablessection of the Steel Strength

design parameters.

Variables futa


futa

ACI 318-08, Part D.5.1.2 EQ. (D-3) futa

is the specied tensile strength of the anchor steel. Values for futa

specic

to each anchor in the PROFIS Anchor portfolio are stored in the program

internal database.

Cast-in-place anchor steel properties correspond to ASTM F1554 bolts and

AWS D1.1 headed studs. Post-installed anchor steel properties are given in

the ICC-ES Evaluation Service Report for each anchor.

The Design Report shows futa

in theVariablessection of the Steel Strength

design parameters.

Variables n


n_______

1.000

ACI 318-08, Part D.5.1.2 EQ. (D-3) PROFIS Anchor always uses n = 1 to calculate Nsa

because some of theanchors in the connection may be more highly loaded than others in the

connection. The Design Report shows n = 1.0 in the Variablessection of the

Steel Strength design parameters.


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9


Calculations Nsa

Calculations Reference Comments

Nsa

cast-in-place anchor: ACI 318-08 EQ. (D-3)

post-installed anchor: value from ESR-xxxx

PROFIS Anchor calculates Nsa

per EQ. (D-3) for a single cast-in-place anchor,

or uses the value given for Nsa

in the ICC-ES Evaluation Service Report for a

single post-installed anchor.

The Design Report shows the calculated value for Nsa

in the Calculations

section and in the Resultssection of the Steel Strength design parameters.


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10


Results Nsa

Results Reference Comments

Nsa

cast-in-place anchor: ACI 318-08 EQ. (D-3)

post-installed anchor: value from ESR-xxxx

PROFIS Anchor calculates Nsa

per EQ. (D-3) for a single cast-in-place anchor,

or uses the value given for Nsa

in the ICC-ES Evaluation Service Report for a

single post-installed anchor.

The Design Report shows the calculated value for Nsa

in the Calculations

section and in the Resultssection of the Steel Strength design parameters.

Results Nua


Nua

Strength Design compares a calculated Design Strength (Nn) to a Factored

Service Load (Nua). ACI 318-08, Chapter 2 denes N

uaas the factored tensile

force applied to an anchor or group of anchors.

PROFIS Anchor users select Strength Design provisions by clicking on the

Loadstab, then highlighting and clicking on Strength Design according to

ACI 318-08.

Factored load values can be input directly on the main screen. Place thecursor over the appropriate load parameter, highlight it, and input the desired

value. Click the Enter key to set the new value.

Factored load values can also be input by clicking on the Loadstab, thenclicking on the Enter loadsicon.


12/362


11


Results Nua

(continued)

The Design Report shows the factored loads input by the user in Part

1. Input Data. PROFIS Anchor does not apply any load factors. It is theresponsibility of the user to determine factors and then input a load value that

includes the factors. PROFIS Anchor assumes the factored loads input by the

user utilize the factors given in ACI 318-08 Chapter 9, Part 9.2 .

The section denotedAnchor reactions inPart 2. Load case/Resultinganchor forcesof the Design Report shows the tension and shear loads

acting on each anchor resulting from the factored loads input by the user. The

sum of these individual anchor loads equals the resultant load for tension or

shear.

Load combinations input by the user may result in some of the anchors

being loaded in tension and some in compression. The Design Report shows

the magnitude and location of the resultant tension and compression loads

acting on the connection. This information is shown in Part 2. Load case/Resulting anchor forces. PROFIS Anchor does not perform calculations for

anchors determined to be in compression.

The Design Report shows Nuacorresponding to Steel Strength in Part 3.Tension Load and in theResultssection of the Steel Strength design

parameters. When evaluating Design Steel Strength, Nua

corresponds tothe highest factored tension load acting on a single anchor for the anchors

that are determined to be in tension. Part 3Tension loadwill show a single

asterisk (*) next to Steel Strengthindicating that the value for Nua

pertains to

the highest factored tension load acting on a single anchor for the anchors

that are determined to be in tension.

Per ACI 318-08, Part D.4.1.1; Nsa

Nua

must be satised. If the value forN

sashown under the heading Capacity in Part 3of the Design Report is

the value shown for Nua

under the heading Load, the note OK will appear

under the heading Status. The statement Fastening meets the design

criteria! will be given at the back of the Design Report if all of the other

calculated Design Strengths in tension and shear are the corresponding

value for Nua

or Vua

respectively.

If the value for Nsa

is < Nua

, the note not recommended will appear under

the heading Status. The statement Fastening does not meet the designcriteria! will be given at the back of the Design Report because the criteria

of D.4.1.1 have not been satised.

The value shown under the heading Utilization N[%] in Part 3of the

Design Report corresponds to the ratio Nua

/ Nn. When evaluating Steel

Strength, Nua

corresponds to the highest factored tension load acting on

a single anchor for the anchors that are determined to be in tension asdescribed above. N

ncorresponds to the Design Steel Strength N

saas

dened above.


13/362


12


Results steel


steel

cast-in-place anchors: ACI 318-08, Part D.4.4.a.i

post-installed anchors: ICC-ES ESR-xxxx

PROFIS Anchor uses the provisions of ACI 318-08, D.4.4.a.i to determine

the Steel Strength -factor for cast-in-place anchors. This value = 0.75 for

all cast-in-place anchors in the PROFIS Anchor portfolio because all of these

anchors satisfy the denition of ductile steel element given in ACI 318-08,

Part D.1.

Steel Strength -factors used for post-installed anchors follow the provisionsof ACI 318-08, D.4.4; but the actual value for the -factor is derived fromtesting. Therefore, the -factors for post-installed anchors are specic to an

anchor. The -factors are given in the ICC-ES Evaluation Service Report for

each anchor. PROFIS Anchor uses the -factor from the ESR to calculate the

Design Steel Strength for post-installed anchors.

The Design Report denotes the Steel Strength -factor as steel

and shows

this value in the Resultssection of the Steel Strength design parameters.

Results nonductile


nonductile

ACI 318-08, Part D.3.3.6 The PROFIS Anchor Design Report denotes the reduction factor dened in

ACI 318-08, Part 3.3.6 as nonductile. This factor is applied to Nominal Strengthscorresponding to non-ductile failure modes.

For tension calculations, these modes include:

Nominal Steel Strength for anchor elements that do not satisfy the

denition of ductile steel element given in Part D.1.

Nominal Concrete Breakout Strength

Nominal Pullout Strength

Nominal Bond Strength

Nominal Side-Face Blowout Strength

For shear calculations, these modes include:

Nominal Steel Strength for anchor elements that do not satisfy the

denition of ductile steel element given in Part D.1.

Steel Strength With Lever Arm for anchor elements that do not satisfy

the denition of ductile steel element given in Part D.1. Nominal Concrete Breakout Strength

Nominal Pryout Strength

Click on the Loadstab to select seismic conditions.

Click on the icon titled Seismic Design. The Design Report will indicate if

Seismic Design has been selected by highlighting the Seismic Designicon

in yellow.

Select D.3.3.6 as a design option. Values for nonductile

can be input ranging

from 0.4 to 1.0. It is the responsibility of the user when inputting values for

nonductile

different than those noted in ACI 318-08, Part D.3.3.6 to determineif they are consistent with the design provisions of ACI 318-08, ASCE 7 and

the governing building code. PROFIS Anchor defaults to the D.3.3.6 value of

nonductile

= 0.4 if no specic value is input by the user.


14/362


13


Results nonductile

(continued)


The value for nonductile

is shown in the Resultssection of the Steel Strength

design parameters.

The Design Report results to the left show how nonductile

is applied to the

Nominal Steel Strength because the anchor is considered to be a non-ductilesteel element.

The Design Report results to the left show how nonductile

is not applied to theNominal Steel Strength because the anchor is considered to be a ductile

steel element.

Results Nsa


Nsa

ACI 318-08, Part D.4.1.1 EQ. (D-1) Strength Design compares a calculated Design Strength (Nn) to a Factored

Service Load (Nua).

The PROFIS Anchor Design Report denotes the Design Steel Strength as

Nsa

and shows this value in the Resultssection of the Steel Strength design

parameters.

Design Steel Strength equals: steel

* Nsa

for non-seismic conditions.

Design Steel Strength equals: steel

* nonductile

* Nsa

for seismic conditions.


15/362

Tension Concrete Breakout Strength

14


Equations Anc


ANc

ACI 318-08, Fig. RD.5.2.1(b) ANc

is dened in ACI 318-08, Part D.5.2.1 as the projected concrete failurearea of a single anchor or group of anchors. PROFIS Anchor calculates A

Nc

per the provisions of D.5.2.1 and as illustrated in Fig. RD.5.2.1(b).

The Design Report shows ANc

in the Equationssection of the ConcreteBreakout Strength design parameters. The Design Report shows the

calculated value of ANcin the Calculationssection of the Concrete BreakoutStrength design parameters.

The illustration to the left shows an example for calculating ANc

.

The PROFIS Anchor user can input the spacing and edge distanceparameters used to calculate A

Ncdirectly on the main screen.

Place the cursor over the appropriate spacing or edge distance parameter,highlight it, and input the desired value.

Click the Enter key to set the new value.

Anchor spacing values can also be input by clicking on theAnchor Layouttab, then clicking on the Customize layouticon.

Edge Distance values can also be input by clicking on the Base Materialtab,then clicking on the Input geometryicon.


16/362


15


Equations ANc0


ANc0

ACI 318-08, Fig. RD.5.2.1(a) and Equation (D-6 ) ANc0

is dened in ACI 318-08, Part D.5.2.1 as the projected concrete failurearea of a single anchor. It corresponds to the idealized area of inuenceassumed to develop at the surface of the concrete when spacing and edgedistance are unlimited.

PROFIS Anchor calculates ANc0

per the provisions of D.5.2.1 and as illustrated

in Fig. RD.5.2.1(a) using a value input for effective embedment depth. Referto the illustration at the left.

The Design Report shows EQ. (D-6) in the Equationssection of the ConcreteBreakout Strength design parameters, and the calculated value for A

Nc0in the

Calculationssection of the Concrete Breakout Strength design parameters.

Equations Nb


Nb= k

c fc hef

1.5 ACI 318-08, Part D.5.2.2 Equation (D-7) Nbis dened in ACI 318-08 as the basic concrete breakout strength in

tension of a single anchor in cracked concrete. Nbis multiplied by various

modication factors that account for anchor spacing and edge distances(A

Nc/ A

Nc0); eccentric loading (

ec,n), edge distances < 1.5 h

ef(

ed,n); uncracked

concrete (c,N

); or splitting (cp,N

) to determine the Nominal ConcreteBreakout Strengthin tension.

The PROFIS Anchor Design Report shows EQ. (D-7) in the Equationssectionof the Concrete Breakout Strength design parameters.

Equations Nb


Nb= 16 fc hef

5 / 3 ACI 318-08, Part D.5.2.2 Equation (D-8) PROFIS Anchor calculates Nbper Equation (D-8) for cast-in-place anchors

only, when 11 hef 25. PROFIS Anchor does not use EQ. (D-8) for post-

installed anchor calculations.

When EQ. (D-8) is used, kc= 16 and h

efis raised to the 5/3 power.

Refer to the comments for Nbcalculated using EQ. (D-7) for additional details

regarding Nb.

The Design Report shows EQ. (D-8) in the Equationssection of the ConcreteBreakout Strength design parameters, and the calculated value for N

busing

EQ. (D-8) in the Calculationssection of the Concrete Breakout Strengthdesign parameters.


17/362


16


Equations Ncb


ANc

Ncb

= _____ ed,N

c,N

cp,N

Nb

ANc0

ACI 318-08, Part D.5.2.1(a) Equation (D-4) Equation used to calculate Nominal Concrete Breakout Strength (Ncb) for a

single cast-in-place anchor or for a single post-installed anchor.


Equations Ncbg


ANc

Ncbg

= _____ ec,N

ed,N

c,N

cp,N

Nb

ANc0

ACI 318-08, Part D.5.2.1(b) Equation (D-5) Equation used to calculate Nominal Concrete Breakout Strength (Ncbg

) for agroup of cast-in-place anchors or for a group of post-installed anchors.


Equations Ncb

or Ncbg

versus Nua


Ncb

orNcbg

Nua

Strength Design compares a calculated Design Strength (Nn) to a Factored

Service Load (Nua). ACI 318-08, Chapter 2 denes N

uaas the factored tensile

force applied to an anchor or group of anchors.

PROFIS Anchor users select Strength Design provisions by clicking on theLoads tab, then highlighting and clicking on Strength Design according toACI 318-08.

A summary of tension Design Strengths versus tension Factored ServiceLoads is given in Part 3. Tension load of the Design Report.


18/362


17


Equations cp,N


ca,min

1.5hef

cp,N

= MAXIMUM _____;______ 1.0 cac cac

ACI 318-08, Part D.5.2.7: Equation (D-13) cp,N

is the modication factor for splitting for anchors loaded in tension inuncracked concrete conditions. The critical edge distance for splitting, c

ac,

corresponds to the edge distance needed to preclude splitting in uncrackedconcrete. c

acis typically greater than the maximum assumed edge distance

for Strength Design calculations in tension of 1.5 hef.

cp,N

is only calculated for post-installed anchors because splitting is apossible failure mode when post-installed anchors are installed near an edge.

Splitting is not a typical failure mode for cast-in-place anchors; therefore,

cp,Nequals 1.0 for cast-in-place anchors.

PROFIS Anchor calculates (1.5 hef/c

ac) using the value for h

efinput by the user

and the value for cac

given in the Evaluation Service Report for the anchor.It compares this calculation to (c

a,min/c

ac) where c

a,minis the smallest edge

distance < 1.5 heffor the connection.

The value for cp,N

shown in the Design Report equals:

MAX. {(ca,min

/cac) ; (1.5 h

ef/c

ac)} < 1.0.

EQ. (D-13) is shown in the Equationssection of the Concrete BreakoutStrength design parameters.

The calculated value for cp,N

is shown in the Calculationssection of the

Concrete Breakout Strength design parameters.

Concrete cracks when tensile stresses in the concrete imposed by loads or restraint conditionsexceed its tensile strength. Concrete is typically assumed to crack under normal serviceload conditions. Crack width and distribution are generally controlled through the use ofreinforcement. With consideration for the protection of the reinforcing steel, crack widths areassumed to be less than approximately 0.012 in (0.3 mm). Under seismic loading, exuralcrack widths corresponding to the onse t of reinforcing yield are assumed to be approximately1-1/2 x static crack width = 0.02" (0.5 mm). Both ACI 318 and the International Building Codeassume cracked concrete as the baseline condition for the design of cast-in-place and post-installed anchors since the existence of cracks in the anchor vicinity can result in a reducedultimate load capacity and increased displacement at ultimate load compared to uncrackedconcrete conditions. Design for uncracked concrete conditions is permitted only for caseswhere it can be shown that cracking of the concrete at service load levels will not occur overthe anchor service life. For cases involving design for seismic actions, post-installed anchorsmust be prequalied for use in cracked concrete as well as for seismic loading.

Select cracked or uncracked concrete conditions by clicking on the Basematerialtab then clicking on the drop down containing these options.Uncracked conditions are typically selected if it is assumed that the concretewill not develop cracks under service load conditions or the life of theanchorage.


19/362


18


Equations ec,N


1

ec,N=________

2 eN'

1 +

____

3 hef

ACI 318-08, Part D.5.2.4: Equation (D-9) ec,N

is the modication factor for anchor groups loaded eccentrically intension.

The PROFIS Anchor Design Report shows EQ. (D-9) in the Equationssectionof the Concrete Breakout Strength design parameters, and the calculatedvalue for

ec,Nin the Calculationssection of the Concrete Breakout Strength

design parameters.

PROFIS Anchor calculates ec,N

using the factored loads, anchor spacing andbase plate dimensions input by the user. The program determines the loaddistribution among the anchors and identies the anchors that are in tension.This information is utilized to calculate the tension eccentricity.

Factored load values can be input directly on the main screen. Place thecursor over the appropriate load parameter, highlight it, and input the desiredvalue. Click the Enter key to set the new value.


The PROFIS Anchor user can input the spacing parameters used to calculate

ec,Ndirectly on the main screen. Place the cursor over the appropriate

spacing value, highlight it, and input the desired value. Click the Enter keyto set the new value.


20/362


19


Equations ec,n

(continued)


Anchor spacing values can also be input by clicking on theAnchor Layout

tab, then clicking on theCustomize layout

icon.

Base plate dimensions can be input directly on the main screen. Place thecursor over the appropriate par ameter, highlight it, and input the desiredvalue. Click the Enter key to set the new value.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The dimensions input are used in conjunction with a rigid base plateassumption to determine load distribution among the anchors. Referto the section on Base Plate Calculationsfor more information.

Base plate dimensions can also be input by clicking on theAnchor plate tab.Input a value for base plate thickness in the box titled Plate thickness.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The thickness value input is assumed to be sufcient to transfershear forces into the anchors. Refer to the section on Base PlateCalculations for more information.

Click on the Customize geometryicon to input values for the base plate

length and width.


21/362


20


Equations ec,n

(continued)


For a given load condition, anchor spacing and base plate dimensionsinput by the user; PROFIS Anchor calculates resultant loads acting on theconnection. It uses a nite element program to determine the resultant axialloads.

When part of the anchor/base plate connection is determined to be in tensionand part in compression, PROFIS Anchor determines the location andmagnitude of the resultant tension/compression forces acting on the anchors.The x/y-coordinates for the resultant tension and compression forces aregiven in Part 2. Load case/Resulting anchor forcesof the Design Report.Part 2shows the magnitude of the resultant tension and compressionforces. It also denotes which anchors have been determined to be in tension,and the magnitude of force acting on each anchor in tension based on thelocation of the anchor from the resultant tension load and from the internallycalculated neutral axis.

Equations ed,N


ca,min

ed,N= 0.7 + 0.3 ______

1.5 hef

ACI 318-08, Part D.5.2.5: Equation (D-11) ed,N

is the modication factor for edge effects for anchors loaded in tension.

ed,N

is included in the tension Nominal Concrete Breakout Strengthcalculation when the smallest edge distance (c

a,min) is < 1.5 h

ef.

The PROFIS Anchor Design Report shows EQ. (D-11) in the Equationssection of the Concrete Breakout Strength design parameters, and thecalculated value for

ed,Nin the Calculationssection of the Concrete

Breakout Strength design parameters.


22/362


21


Variables Ca,min


ca,min

ca,min

corresponds to the minimum anchor edge distance for the connection.c

a,minvalues for post-installed anchors are determined via testing and

published in the ICC-ES Evaluation Ser vice Report specic to the anchor.

Values for cast-in-place anchors are based on ACI 318-08, Part D.8.2.PROFIS Anchor users can select edge distance criteria for torqued oruntorqued conditions when designing cast-in-place anchors.

The minimum edge distance for untorqued CIP anchors is dened in PROFISAnchor as:

= minimum cover + minimum rebar size + minimum CIP anchor diameter

= 3/4" + 3/8" + 1/2" = 1.625"; rounded up to 1.75".

Refer to 7.7.1 but disregard parameters for Shells and Folded Plate Members.c

a,minfor cast-in-place anchors

ca,min

for HIT-RE 500-SD adhesive anchor system

D.8.2 Unless determined in accordance with D.8.4.

minimum edge distances for cast-in headed anchorsthat will not be torqued shall be based on speciedcover requirements for reinforcement in 7.7. For cast-in headed anchors that will be torqued the minimumedge distances shall be 6d

a.

ESR-3013, Part 4.1.9:

HY 150 MAX-SD

ESR-2262, Part 4.1.9:

HY 150 MAX-SD

ESR-2322, Part 4.1.10:

RE 500-SD

When using adhesive anchors, edge distances less than the ca,min

valuepublished in the ICC-ES Evaluation Service Report can be used. An edgedistance as small as 1.75 in can be used for all threaded rod diameters in agiven adhesive anchor portfolio.

Use of reduced edge distances also require use of a reduced installationtorque to minimize concrete edge failure.

Figure 5 Instructions for use (IFU) as provided with product packaging (continued)

Refer to the Instructions For Useprovided in each Evaluation Service

Report for installation torque values.The information to the left was taken from ESR-3013 for HIT-HY 150 MAX-SD.


23/362


22


Variables Ca,min

(continued)


Edge distance values for adhesive anchor systems can be input such that:

1.75 in edge distance < ca,min

PROFIS Anchor will highlight edge distances less than ca,min

in red. Anytime a parameter is highlighted in red, it indicates that the value being inputis outside the range of values programmed into PROFIS Anchor for that

parameter. Post-installed anchor edge distance values are programmed tocoincide with the c

a,minvalues given in the Evaluation Service Report. Edge

distance values < ca,min

are therefore outside the range of ca,min

. PROFISAnchor will not permit calculations to be made until the value is changed sothat it is within the range of values for that parameter, or until the user hassignied their understanding that the edge distance being input requires areduced installation torque. The Boundary Conditionsin the Resultspanewill indicate which parameter is being violated.

When an edge distance value < ca,min

is input, it will be highlighted in red.Refer to the Messages in the Resultspane. The user will be prompted toclick on theAnchor layouttab, then go to the box titled Reduced EdgeDistance, then check the box titled Reduced Installation Torque.

Checking this box permits calculations to be made using the reduced edgedistance. The edge distance value will revert to black on the PROFIS Anchormain screen. User's should keep in mind that Design Strengths calculated

using reduced edge distances presume the anchors will be installed withthe reduced installation torque given in the Evaluation Service Report for theselected anchor.

The tool tip corresponding to reduced edge distances can be displayed byplacing the cursor over the Reduced Installation Torqueoption. It will serveto remind users of the criteria for using reduced edge distance


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Variables Ca,min

(continued)


Edge distance values are input by the user and PROFIS Anchor determinesc

a,min. The Design Report shows c

a,minin theVariablessection of the Concrete


The edge distance parameters used to calculate ca,min

can be input directly onthe main screen. Place the cursor over the appropriate edge distance value,highlight it, and input the desired value.

Click the Enter key to set the new value.

Edge Distance values can also be input by clicking on the Base Materialtab,then clicking on the Inputgeometry icon.


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Variables cac


cac

Illustration referencesSection 4.1.10 in ICC-ESESR-2322 for HIT RE 500-SD.

cac

corresponds to the critical edge distance required to develop the basicconcrete breakout strength of a post-installed anchor in uncracked concretewithout supplementary reinforcement to control splitting. It corresponds tothe edge distance needed to minimize the potential of splitting in uncrackedconcrete.

cac

is typically greater than the maximum assumed edge distance for StrengthDesign calculations in tension of 1.5 hef.

Splitting is only considered when using post-installed anchors because itis a possible failure mode when post-installed anchors are installed near anedge. c

acis determined via testing and will be given in the ICC-ES Evaluation

Service Report specic to an anchor.

Splitting is not a typical failure mode for cast-in-place anchors; therefore, cac

is not considered when using cast-in-place anchors.

The PROFIS Anchor Design Report shows cac

in theVariablessection of theConcrete Breakout Strength design parameters.

Variables e'c1,N


e'c1,N The value for e'c1,Ncorresponds to eccentricity in the x-direction and equalsthe distance in the x-direction between the resultant tension force and thecentroid of the anchors that are in tension.

The Design Report shows e'c1,N

in theVariablessection of the ConcreteBreakout Strength design parameters.

PROFIS Anchor determines e'c1,N

using the factored loads, anchor spacingand base plate dimensions input by the user. The program determines theload distribution among the anchors and identies the anchors that are intension. This permits a determination of e'

c1,Nand the subsequent calculation

of ec1,N

.


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Variables e'c1,N

(continued)


Factored load values can be input directly on the main screen. Place thecursor over the appropriate load parameter, highlight it, and input the desiredvalue. Click the enter key to set the new value.


The spacing parameters used to calculate ec1,Ncan be input directly on themain screen. Place the cursor over the appropriate spacing value, highlight it,and input the desired value. Click the enter key to set the new value.


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Variables e'c1,N

(continued)


Anchor spacing values can also be input by clicking on theAnchor Layouttab, then clicking on the Customize layouticon.

Base plate dimensions can be input directly on the main screen. Place thecursor over the appropriate par ameter, highlight it, and input the desiredvalue. Click the enter key to set the new value.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The dimensions input are used in conjunction with a rigid base plateassumption to determine load distribution among the anchors. Refer

to the section on Base Plate Calculationsfor more information.

Base plate dimensions can also be input by clicking on theAnchor platetab.Input a value for base plate thickness in the box titled Plate thickness.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The thickness value input is assumed to be sufcient to transfershear forces into the anchors. Refer to the section on Base PlateCalculationsfor more information.

Click on the Customize geometryicon to input values for the base platelength and width.


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Variables ec2,N


ec2,N

ACI 318-08, Part D.5.2.4 EQ (D-9) ec2,N

corresponds to the tension eccentricity with respect to the y-direction.The PROFIS Anchor Design Report shows e

c2,Nin theVariablessection of the

Concrete Breakout Strength design parameters.

PROFIS Anchor determines ec2,N

using the factored loads, anchor spacingand base plate dimensions input by the user. The program determines theload distribution among the anchors and identies the anchors that are in

tension. This permits a determination of ec2,Nand the subsequent calculationof

ec2,N.

Factored load values can be input directly on the main screen. Place thecursor over the appropriate load parameter, highlight it, and input the desiredvalue.

Click the enter key to set the new value.


The spacing parameters used to calculate ec2,N

can be input directly on themain screen. Place the cursor over the appropriate spacing value, highlight it,and input the desired value. Click the enter key to set the new value.


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Variables ec2,N

(continued)


Anchor spacing values can also be input by clicking on theAnchor Layout

tab, then clicking on the Customize layouticon.

Base plate dimensions can be input directly on the main screen. Place thecursor over the appropriate par ameter, highlight it, and input the desiredvalue. Click the enter key to set the new value.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The dimensions input are used in conjunction with a rigid base plateassumption to determine load distribution among the anchors. Referto the section on Base Plate Calculationsfor more information.

Base plate dimensions can also be input by clicking on theAnchor platetab.Input a value for base plate thickness in the box titled Plate thickness.

NOTE: PROFIS Anchor is not intended to be used to design base plates.The thickness value input is assumed to be sufcient to transfershear forces into the anchors. Refer to the section on Base PlateCalculationsfor more information.

Click on the Customize geometryicon to input values for the base platelength and width.


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Variables ec2,N

(continued)


For a given load condition, anchor spacing and base plate dimensionsinput by the user; PROFIS Anchor calculates resultant loads acting on theconnection. It uses a nite element program to determine the resultant axialloads.

When part of the anchor/base plate connection is determined to be in tensionand part in compression, PROFIS Anchor determines the location and

magnitude of the resultant tension/compression forces acting on the anchors.The x/y-coordinates for the resultant tension and compression forces aregiven in Part 2. Load case/Resulting anchor forcesof the Design Report.Part 2 shows the magnitude of the resultant tension and compressionforces. It also denotes which anchors have been determined to be in tension,and the magnitude of force acting on each anchor in tension based on thelocation of the anchor from the resultant tension load and from the internallycalculated neutral axis.

The value for ec2,N

corresponds to eccentricity in the y-direction and equalsthe distance in the y-direction between the resultant tension force and thecentroid of the anchors that are in tension.

The Design Report shows ec2,N

in theVariablessection of the ConcreteBreakout Strength design parameters.

PROFIS Anchor users can use the data given in the Design Report todetermine how the software has calculated the eccentricity variable (e

c2,N).

The example shown to the left will be used to explain these calculations.

The moment about the x-axis of 240,000 in-lb results in Anchors 1, 2, 4 and 5being in tension. The resultant tension force of 11,676 lb is calculated using anite element program.

Refer to the section on Base Plate Calculationsfor more information onresultant load calculations.

C S


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Variables ec2,N

(continued)


For the example shown, there are six anchors spaced 8 in apart in thex-direction and 12 in apart in the y-direction. The variable e

c2,Ncorresponds

to the tension eccentricity that is used in the equation to calculate themodication factor for eccentricity:

ec,N = modication for eccentricity when calculating concrete breakoutstrength (N

cbg).

Note: eccentricity is only considered for anchor groups.

ec2,N

is dened as the distance in the y-direction of the resultant tension loadfrom the centroid of the anchors that are in tension.

Per Part 2of the Design Report, the resultant tension load (TR) is located

8.592 in from the center of the base plate in the +y direction. Likewise, onlyfour of the six anchors in the connection are in tension. The centroid of theanchors that are in tension is located 6.000 in from the center of the baseplate in the +y direction.

The tension eccentricity in the y-direction (ec2,N

) = 2.592 in.

Part 3, Tension loadof the Design Report shows the values for tensioneccentricity. Values are given for eccentricity in the x-direction and in they-direction.

The illustration to the left shows how PROFIS Anchor references the variablesfor tension eccentricity in the Design Report. Eccentricity in the y-directionis denoted as e

c2,N. The Design Report shows e

c2Nin theVariablessection of

the Concrete Breakout Strength design parameters.

If eccentricity in the x-direction exists, PROFIS Anchor denotes this value ase

c1,N. The value for e

c1,Nequals the distance in the x-direction between the

resultant tension force and the centroid of the anchors that are in tension.

T i C t B k t St th


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Variables fc


fc

ACI 318-08, Part D.3.5 and Commentary RD.3.5 fccorresponds to the concrete compressive strength that will be used in

PROFIS Anchor calculations. The range of fcvalues in PROFIS Anchor is as

follows:

cast-in-place anchors: 2000 psi fc 10000 psi

post-installed anchors: 2500 psi fc 8000 psi

Refer to the ICC-ES Evaluation Service Report, for values specic to eachanchor.

The Design Report shows fcin theVariablessection of the Concrete


D.3.5 The values of fcused for calculation purposes

in this appendix shall not exceed 10,000 psi for

HILTI PROFIS Anchor Design Guide

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