ANCHORBOLT(318-08)

"Anchor Bolt(318-08)" --- Embedment Strength per ACI 318-08 Appendix D rogr!m Decription#

"Anchor Bolt(318-08).xls" is a MS-Excel spreadsheet workook !or the analsis o! anchor olt anchora#e per A$% 318-08& Appendix '. he spreadsheet is desi#ned to !ind the eedent stren#th o! a deterined deterined anchor olt or olts within certain concrete paraeters. ales ales and !i#*res ha+e een #i+en ad,acent to the re*ired data cells in an attept to sel! contain the calc*lations within the worksheet. he spreadsheet is protected *t with no password re*ired. rogr!m En$ironment#

Microso!t !!ice Excel /003

Cre!tion D!te#

Ma /0th& /008

Deign %e&erence#

1. A$% 318-08 /. Stren#th 'esi#n o! Anchora#e to $ oncrete  onald A. $ook

his pro#ra is a workook consistin# o! !o*r () worksheets& descried as !ollows2 'orheet !me

Decription

'oc

his doc*entation sheet

Anchora#e

Eedent Stren#th Stren#th per A$% A$% 318-08 Appendix '

ension ein!.

Anchor ein!orceent per A$% 318-08 Section '../.4

Shear ein!.

Anchor ein!orceent per A$% 318-08 Section '.5./.4

E6%S%7 1.32 ri#inal desi#n. pdated pre+io*s +ersion o! A$% 318-0 and added two anchor rein!orceent spreadsheets2 E7S%7 E%79. : S;EA E%79. rogr!m A*mption !nd +imit!tion#

1. his spreadsheet pro#ra is intended to anal. %n E7S%7 E%79. E%79. spreadsheet& the ed#e distance is not in the pro#ra?s paraeters. ser *st e ind!*l that the axi* distance etween the anchor and anchor rein!orceent *st e less than or e*al to 0. x he! A7' (E' - c). he latter is not restricted restricted and *st e checked  the *ser. *ser. 8. %n E7S%7 E%79. E%79. spreadsheet& i! the ed#e distance is less than 1. x he!& containent steel s*ch as stirr*ps *st e *sed. 4. his pro#ra contains n*ero*s @coent oxes oxes which contain a wide +ariet o! in!oration incl*din# incl*din# explanations o! inp*t or o*tp*t o*tp*t ites& e*ations *sed& data data tales& tales& etc. etc. (7ote2 presence o! a @coent ox is denoted  a @red trian#le in the *pper ri#ht-hand corner o! a cell. Merel o+e the o*se pointer to the desired cell to +iew the contents o! that partic*lar "coent ox".)

rogr!m ,heor !nd .per!tion# he top le!t o! the spreadsheet screen allows !or inp*t o! re*ired in!oration in li#htl ellow hi#hli#hted oxes. %n!oration re*ired incl*des the the !ollowin#2

Anchorage Spreadsheet: Input: 1. oads2 a. 7*a (ltiate 9actored ensile oad) in kips . 6*a (ltiate 9actored Shear oad) in kips /. φ 9actor $onditions 2 a. Steel Eleent . ein!orceent S*r!aces c. Anchor pe d. %nstallent $ate#or (=ost-installed Anchor onl) e. $rackin# !ro ser+ice loads !. Anchor location #. $oncrete pe

3. Speci!ic ension and Shear Stren#th 6ariales2 Each section contains the necessar inp*t + ariales and attepts to e sel! contained. Output: 1. Steel stren#th o! anchor in tension2 (SE$ '..1)

7sa D

nAse&6! *ta

/. $oncrete Breako*t stren#th o! anchor in tension2 (SE$ '../)

7c D

Anc

Ψed&7Ψc&7Ψcp&77

Sin#le Anchor

Ψec&7Ψed&7Ψc&7Ψcp&77

Cro*p o! Anchors

Anco 7c# D

Anc Anco

3. =*llo*t stren#th o! anchor in tension2 (SE$ '..3)

7pn D 7p D 7p D

Ψc&=7p Ar#8!?c

The pullout strength in tension of a single headed stud or bolt

0.4!?cehda

The pullout strength in tension of a single hooked bolt

. $oncrete Side-9ace Blowo*t stren#th o! ;eaded anchor in tension2 tension2 (SE$ '..)

7s D

150ca1 Ar#1/!?c1/

7s# D

(1 F s5ca1)7s

Sin#le Anchor ;ooked Anchor

. Steel stren#th o! anchor in shear2 (SE$ '.5.1)

6sa D

nAse&6! *ta

For cast-in headed stud anchors

6sa D

0.5nAse&6! *ta

For cast-in headed bolt & hooked bolt anchors

6sa D

0.5nAse&6! *ta

For post-installed anchors

5. $oncrete Breako*t stren#th o! anchor in shear2 (SE$ '.5./)

6c D

A+c

Ψed&6Ψc&6Ψh&66

Sin#le Anchor

A+co 6c D

A+ A+co

Ψec&6 Ψed&6Ψc&6Ψh&66

Cro*p o! Anchors

>. $oncrete =ro*t stren#th o! anchor in shear2 (SE$ '.5.3)

6cp D

kcp7c

Sin#le Anchor

6cp# D

kcp7c#

Cro*p o! Anchors

8. %nteraction o! tensile and shear !orces2 (SE$ '.>)

if Vua < 0.2φVn

φNn > NUA

if Nua < 0.2φNn

φVn > VUA

if Nua > 0.2φNn & Vua > 0.2φVn

7A

+

G7n

G6n

TENSION REINF Spreadsheet: Input:

1. e?d Anchor ein!. Stren#th& 72 he re*ired anchor rein!orceent stren#th *st e e*al or lar#er than the anchor olt steel stren#th& G7sa& i! anchor desi#n incl*des earth*ake !orces !or str*ct*res assi#ned with Seisic 'esi#n $ate#or is $&'&E& or 9. (A$% Section '3.3) /. 7*er o! 6ert. ein!.& 7r2 7*er o! +ertical steel rein!orceent ars to resist +ertical !orces. 3. Estiated Eedent& he!2 ser?s c*rrent eedent desi#n o! anchor olts (wo tension reako*t stren#th per A$% 318-08 Section '../) . Anchor ein!orceent Si. i#htwei#ht $oncrete2 %! the concrete is li#htwei#ht& then "Ies". 8. Epox $oated Bars2 %! ars are epox coated& then "Ies". 4. atio2 As(re*ired)As(pro+ided)2 =er Section 1/./.& the de+elopent len#th a e shortened i! the ratio is less than one. (7A !or $hapter /1 desi#n) 10. Seisic 'esi#n per $hapter /12 %! anchors are located in str*ct*re assi#ned to Seisic 'esi#n $ate#or $& '& E& or 9. (Sect. '3.3)& then "Ies". 11. $enter-to-$enter Bar Spacin#& s2 he ini* center-to-center ar spacin# etween parallel ars in a laer MS BE JD /Kd and JD 1". 9or walls and slas& axi* center-to-center ar spacin# MS BE LD 3Kwall or sla thickness and LD 18". 1/. $lear $o+er to 9ace o! Bar& c2 Mini* clear co+er per Section >.>. 13. Bolt-ein!. 'istance& d2 he olt-rein!orceent distance sho*ld e the less than or e*al to the axi* (ed#e distance - c) and 0.he!. Output:

1. e*ired 'e+elopent en#th& d2 d D ((!K1000)(!?cK1000)(1/)Kψ tKψ e(λK/0))KdKAsAs(pro+) d D Maxi* o!2 3./K(!K1000)Kd(5K(!?cK1000)(1/))K ψ e& 8Kd& or 5"

(Section 1/././) (Section /1.>.)

/. e*ired Eedent en#th2 he!&in D dFcF0.>Kd he!&pro+ D per eedent entered (See inp*t H3) 3. e*ired Anchor ein!orceent SiK!) As&pro+ D per si
6A

(Section '../.4)

<

S!EAR REINF Spreadsheet: Input: 1. e?d Anchor ein!. Stren#th& 62 he re*ired anchor rein!orceent stren#th *st e e*al or lar#er than the anchor olt steel stren#th&G6sa& i! anchor desi#n incl*des earth*ake !orces !or str*ct*res assi#ned with Seisic 'esi#n $ate#or is $&'&E& or 9. (A$% Section '3.3) /. Anchor ein!orceent Si. Epox $oated Bars2 %! ars are ep ox coated& then "Ies". de+elopent len#th& then "Ies" (Section 1/./.(a)) 8. atio2 As(re*ired)As(pro+ided)2 =er Section 1/./.& the de+elopent len#th a e shortened i! the ratio is less than one. (7A !or $hapter /1 desi#n) 4. Seisic 'esi#n per $hapter /12 %! anchors are located in str*ct*re assi#ned to Seisic 'esi#n $ate#or $& '& E& or 9. (Sect. '3.3)& then "Ies". 10. $enter-to-$enter Bar Spacin#& s2 he ini* center-to-center ar spacin# etween parallel ars in a laer MS BE JD /Kd and JD 1". 9or walls and slas& axi* center-to-center ar spacin# MS BE LD 3Kwall or sla thickness and LD 18". 11. $lear $o+er to 9ace o! Bar& c2 Mini* clear co+er per Section >.>. Output: 1. e*ired 'e+elopent en#th& d2 d D ((!K1000)(!?cK1000)(1/)Kψ tKψ e(λK/0))KdKAsAs(pro+) d D Maxi* o!2 3./K(!K1000)Kd(5K(!?cK1000)(1/))Kψ e& 8Kd& or 5" /. e*ired Anchor ein!orceent SiK!) As&pro+ D per si
(Section 1/././) (Section /1.>.)

(Section '../.4)

1.2

ACI318-08 APPENDIX D - ANCHORING TO CONCRETE

MA'E BI

'AE

No 7o.

$O'. BI

'AE

Sheet 7o.

9

C.C%E,E AC/.% DESI BASED . ACI318-08 AEDI D

1

Basic Design Parameters: +o!d#

NOTES & S"ET#!ES

!EC D"3-D"#$

(=er Applicale oads $oinations in Sect. 4./P load applications that are predoinantl hi#h ccle !ati#*e or ipact loads are not co+ered.)

7*a D

34

k

$lti%ate Factored Tensile oad 'kips(

6*a D

18

k

$lti%ate Factored Shear oad 'kips(

7!ctor Condition# '*ctile

Steel Eleent

Ies

=otential 9ail*re S*r!aces crossed  s*ppleentar rein!orceent proportioned to tie pris into the str*ct*ral eerQ

;eaded St*d

Anchor pe

Cateor 1

NOTE: !ooks bolts not acceptable per Needha% polic)

7A - nl applicale to =ost-installed anchors

Ies

Anchor located in a re#ion o! concrete eer where analsis indicates no crackin# at ser+ice load le+elsQ (IES D 7o $rackin# Anticipated)

7o

Anchors are located in str*ct*re assi#ned to Seisic 'esi#n $ate#or $& '& E& or 9. (Sect. '3.3)

$oncrete pe

7oralwei#ht

2

!tee% strengt& '( anc&'r in tensi'n: 7sa D nD Ase& 7 D

nAse! *ta

!EC D")"1$

Assu%es no eccentricit) in bolt group loading



Nu%ber of Anchors in a *roup

1./3

in

/

Effecti+e #ross Sectional Area of Anchor

! *ta D

8

ksi

Specified Tensile strength of anchor steel

!  D

35

ksi

Specified ,ield strength of anchor steel

7sa D 

('-3)

/8.35

k

21402



0.>

5

* 

36400



Column Baseplate @ Grid !1"#le$!!!%ar!!apps!'on%ersion!tmp!s'rat'()*!2,0-112*.ls

/ae No. 11 of 2,

3

C'ncrete Brea*'+t strengt& '( anc&'r in tensi'n: 7c D

Anc

!EC D")",$

Ψed&7Ψc&7Ψcp&77

Sin#le Anchor

('-)

Ψec&7Ψed&7Ψc&7Icp&77

Cro*p o! Anchors

('-)

Anco

7c# D

Anc Anco

Anc D

1/5>.

in/

ro.ected concrete failure area of anchor or group of anchors See R/012'b(

he! D

1/

in

Effecti+e anchor e%bed%ent depth

ca&in D

11.

in

The s%allest edge distance

ca&ax D

/00

in

The largest edge distance

!?cD

000

psi

0

in

e?7 D Ed#es D cac D

Eccentricit ) of Nor%al Force on a group of anchor See #o%%entar) Figure 1

1

Nu%ber of Edges surrounding anchor or group of anchors See Figure 3 #o%%entar)

1/

in

#ritical edge distance re4uired to de+elop the basic concrete breakout strength of a post installed anchor in uncracked concrete 56o supple%entar) reinforce%ent to control splitting

Anco D

4h

/ e!

ro.ected area of the failure surface of a single anchor re%ote fro% edges for c a<%in of 27hef or greater

Ψec&7 D

1 (

Ψed&7 D D

1F

L1

/e?7

8odification factor for eccentricall) loaded anchor groups

)

3he!

1 0.> F 0.3 c in

if # %in = 27hef 8odification factor for edge effects if # %in > 27hef 8odification factor for edge effects

1. he!

Ψc&7 D 3'p4N 5

1./ 1.00

for #ast-in anchors in uncracked section for ost-installed anchors in uncracked section 56o supple%ental reinforce%ent

7 D

kcλ!?

7 D

15λ!?c h

1/ 3/ c e!

h

9asic concrete breakout strength k  1; for cast-in anchor

1/

3 e!

Anco D

1/45.0

Ψec&7 D

1.00

Ψed&7 D

0.84

Ψc&7 D 3'p4N 5 7 D 7c # D cb 

Alternati+e concrete breakout strength for 22in > hef > 17in

in /

0.>

1./ 1.00 53.>0



54.



92408



5

* 

36400




/ae No. 12 of 2,



P+%%'+t strengt& '( anc&'r in tensi'n: D

pn

c&=

Ar# D

!EC D")"3$

('-1)

p

e(5

116.0

in2 in

daD

",.1

in

3.11>

9earing area of single headed stud or anchor bolt See Table 2

Distance from the inner surface of the shaft to the outer tip of the bolt. Outside diameter of anchor or shaft diameter

7p D

Ar#8!?c

The pullout strength in tension of a single headed stud or bolt

('-1)

7p D

0.4!?cehda

The pullout strength in tension of a single hooked bolt

('-15)

NOTE: !ooks bolts not acceptable per Needha% polic)

Ψc&= D

9

1.0

7p D

134.5

p g 

104:3

0.> Assu%e that the force is shared e+enl) 56 other bolts< if %ultiple anchors



5

* 

64:9



C'ncrete !ie-.ace B%'/'+t strengt& '( Heae anc&'r in tensi'n: Single Anchor#

7s D

!EC D")"#

150ca1 Ar#1/λ!?c1/

('-1>)

$a1 D



in

/istance fro% center of anchor shaft to the edge of concrete

$a/ D

5

in

/istance fro% center of anchor shaft to the edge of concrete in direction orthogonal to #  # a2 See #o%%entar) Figure 2

9actor D 7s D b

0.5/

0.>

#a1 > 3?#a2

.55

k

33490



;

* 

36400



<*ltiple Anchor#

7s# D sD

(1 F s5ca1)7s

('-18)

3

in

7s# D

80.0

k

bg

=0430



Spacing of the outer anchors along the edge in the group

0.>

5

* 

36400




/ae No. 1" of 2,

=

!tee% strengt& '( anc&'r in s&ear: 6sa D

nAse&6! *ta

For cast-in headed stud anchors

('-14)

6sa D

0.5nAse&6! *ta

For cast-in headed bolt & hooked bolt anchors

('-/0)

6sa D

0.5nAse&6! *ta

For post-installed anchors

('-/0)

N8

Grout7 Ase&6D f *tD

:

!EC D""1$

Is anchor in builtup grout pad?

1.2"

in/

!ective cross"sectional area of e#pansion or undercut anchor sleeve$ if sleeve is %ithin shear plane.

*,

si

Specied tensile strength of anchor sleeve.

6sa D

/8.35

k

>!

18948



0.5

5

>* 

18400

C'ncrete Brea*'+t strengt& '( anc&'r in s&ear: 6c D

A+c



!EC D"",$

Ψed&6Ψc&6Ψh&66

Sin#le Anchor

('-/1)

Ψec&6Ψed&6Ψc&6Ψh&66

Cro*p o! Anchors

('-//)

A+co

6c# D

A+c A+co

A+c D

48

in2

ro.ected concrete failure area on an anchor or group of anchors See Figure ; #o%%entar)

$a1K D

11.

in

/istance fro% center of anchor shaft to the edge of concrete in one direction See #o%%entar)

0

in

Eccentricit ) of shear force on a group of anchors See Figure 7 #o%%entar)

e?+ D le D D a ha D 9nter Case$

1/

in

oad bearing length of anchor for shear See Table 1 #o%%entar)

1.

in

Outside dia%eter of anchor or shaft dia%eter of headed stud< headed bolt< or hooked bolt

1/

in

Thickness of %e%ber in 5hich an anchor is anchored< parallel to anchor a@is

Case 2

&ase '( )o supplementar* reinforcement or edge reinforcement smaller t 4 bar. &ase +( Supplementar* reinforcement of a )o. 4 bar or greater bet%een t and the edge. &ase 3( Su

6 D

0./

1/ 1/ a c

>(leda) d

!?

1. a1

$

lementar reinforcement of a )o. 4 bar or reater bet%%en t

See co%%entar)


/ae No. 16 of 2,

: Contin*ed

Ψec&6 D (

Ψed&6 D D

1F

1 /e?+

L1 )

3c1

1.0 0.> F 0.3

8odification factor for eccentricall) loaded anchor groups

if # a1 = 27 #a2 8odification factor for edge effects

ca/

if # a1 > 27 #a2 8odification factor for edge effects

1. ca1

Ψc&6 D

1.

Ψec&6 D

1.00

Ψed&6 D

0.8

Ψc&6 D

1.0

Ψh&6 D

1.

A+co D

/88.00

in/

18.50



.01

k

142=



6 D 6c # D >cb g 

8

0.>

>* 

5

C'ncrete Pr'+t strengt& '( anc&'r in s&ear:

18400

kcp7c

Sin#le Anchor

('-30)

6cp# D

kcp7c#

Cro*p o! Anchors

('-31)

Ocp D

1

for hef > 17

Ocp D

/

for hef = 17

54.



138.88

k

1041=





!EC D""3$

6cp D

7c # D 6cp # D >cp g 

6

Anchor in uncracked section

0.>

5

Interacti'n '( tensi%e an s&ear ('rces:

>*! 

18400



!EC D"2$

i! 6*a L 0./φ6n

φ7n J 7A

i! 7*a < 0.2φ7n

φ6n J 6A

i! 7*a J 0./φ7n : 6*a J 0./ φ6n

7A G7n

+

6A G6n

<


142

/ae No. 1* of 2,


/ae No. 1- of 2,

ersion 1.3

OK


/ae No. 1 of 2,

OK


/ae No. 1, of 2,

3da
OK

N/A

OK


/ae No. 1: of 2,

OK

an a )o.

e anchor

he


/ae No. 20 of 2,

OK

OK

N/A

N/A

OK


/ae No. 21 of 2,


/ae No. 22 of 2,

,ESI. AC/.% %EI7.%CE
No 7ae2

S*,ect2

No 7*er2

ri#inator2

Inp*t D!t!#

e?d Anchor ein!. Stren#th& 7 D 7*er o! 6ert. ein!.& 7r D Estiated Eedent& he! D Anchor ein!orceent Si
3  /  50 .0 7o 7o

atio2 As(re*ired)As(pro+ided) D Seisic 'esi#n per $hapter /1Q $enter-to-$enter Bar Spacin#& s D

0.> 7o 1/.00

in.

$lear $o+er to 9ace o! Bar& c D

/.00

in.

Bolt-ein!. 'istance& d D

5.00

in.

kips in. (dia. D 0.??)

ksi ksi

d

DESI SA,IS7AC,.%? %e*lt# De$elopment +ength (Section 1242 or 214:49)# d D 1>. in. %e@*ired Anchor Embedment# he!&in D /3.>

he!&pro+ D

/.0

in.

he!&in D dFcF0.>Kd

in.

Anchor %ein&orcement Strength(Section D494246)# As&in D As&in D 7(0.>K!) 0.>8 in/ As&pro+ D 0.>4 in/

d

7ote2 %n sit*ations where the ed#e distance& !ro centerline o! olts to ed#e o! concrete& is less than 1. ti the eedent depth& it is recoended that containent steel& s*ch as stirr*ps& e *sed.

Comment#

#le$!!!%ar!!apps!'on%ersion!tmp!s'rat'()*!2,0-112*.ls

2" of 2,

08)

ngth

'ate2

>31/01 21

$hecker2

b

c b

es


26 of 2,

S/EA% AC/.% %EI7.%CE
No 7ae2

S*,ect2

'ate2

No 7*er2

ri#inator2

$hecker2

Inp*t D!t!#

e?d Anchor ein!. Stren#th& 6 D

4.

kips

Anchor ein!orceent Si
3

ein!orcin# Iield Stren#th& ! D

50

ksi

$oncrete $op. Stren#th& ! ?c D

.0

ksi

i#htwei#ht $oncreteQ

7o

Epox $oated BarsQ

7o

op BarQ

Ies

atio2 As(re*ired)As(pro+ided) D

0.80

Seisic 'esi#n per $hapter /1Q

(dia. D 0.3>??)

7o

$enter-to-$enter Bar Spacin#& s D

1/.00

in.

$lear $o+er to 9ace o! Bar& c D

/.00

in.

DESI SA,IS7AC,.%? %e*lt# De$elopment +ength (Section 1242 or 214:49)#

d D

18.0

in.

Anchor %ein&orcement Strength(Section D4=4246)# As&in D As&in D 6(0.>K!) 0./1 in/

As&pro+ D

0.//

in/

Comment#


2* of 2,


2- of 2,

>31/01 21


2 of 2,


2, of 2,

ANCHORBOLT(318-08)

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