anchorage to concrete 1

Daniel PROJECT : PAGE :

Tian Li CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :

Single Tension Fastener Away from Edges Based on ACI 318-02

INPUT DATA & DESIGN SUMMARYCONCRETE STRENGTH = 4 ksi

SPECIFIED STRENGTH OF FASTENER = 60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather

than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.)

FACTORED DESIGN LOAD = 7.4 k

EFFECTIVE EMBEDMENT DEPTH = 3.5 in

FASTENER DIAMETER d = 0.625 in

FASTENER HEAD TYPE 2 Heavy Square

( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers ) [THE FASTENER DESIGN IS ADEQUATE.]

ANALYSISEFFECTIVE AREA OF FASTENER = 0.226

BEARING AREA OF HEAD = 0.822

CHECK FASTENER TENSILE STRENGTH :

= 9.763 k > [Satisfactory]

where : f = 0.9

CHECK CONCRETE BREAKOUT STRENGTH :


where : f = 0.75

CHECK PULLOUT STRENGTH :


where : f = 0.75

EVALUATE SIDE-FACE BLOWOUT :

REQUIRED EDGE DISTANCES AND SPACINGS TO PRECLUDE SPLITTING FAILURE :

Summary of Dimensional Properties of FastenersEffective

Fastener Gross Area of Bearing Area of Heads, Nuts, and Washers

Diameter Area of Threaded

( in ) Fastener FastenerSquare

HeavyHex

Heavy Hardened

Square Hex Washers

0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258

0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 Techincal Reference:

0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 1. Ronald Cook, "Strength Design

0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 of Anchorage to Concrete," PCA,

0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 1999.

0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804

1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356

1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682

1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455

1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301

1.750 1 3/4 2.405 1.900 - - - 4.144 6.541

2.000 2 3.142 2.500 - - - 5.316 7.903

fc'

fut

Nu

hef

Ase in2

Ab in2

Nu

Nu

AN/Ano and y2 terms are 1.0 for single fasteners away form edges.

y3 term is 1.0 for location where concrete cracking is likely to occur (i.e., bottom of the slab)

Nu

y4 term is 1.0 for location where concrete cracking is likely to occur.

Since this fastener is located far from a free edge of concrete (c>0.4hef ) this type of failure mode is not applicable.

Since this fastener is located far from a free edge of concrete (c>0.4hef ) this type of failure mode is not applicable.

( Ab ) ( in2 )

( in2 ) ( in2 )

0.8ses utn fN Af f

' 1.52 3 2 3 24N N

cb b efcNo No

A A fN N hA A

f f fy y y y

'4 8bpn cfN Af fy



Group of Tension Fasteners Near an Edge with Eccentricity Based on ACI 318-02


SPECIFIED STRENGTH OF FASTENER = 60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather


FACTORED DESIGN LOAD = 11.7 k

EFFECTIVE EMBEDMENT DEPTH = 4.5 in


FASTENER HEAD TYPE 2 Heavy Square

( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers )

ECCENTRICITY e = 2 in

FASTENER CENTER-TO-CENTER SPACI s = 6 in

DIST. FR. THE OUTER FASTENERS TO c = 3 in

ANALYSIS [THE FASTENER DESIGN IS ADEQUATE.]

TOTAL NUMBER OF FASTENERS n = 4

EFFECTIVE AREA OF FASTENER = 0.142


CHECK HIGHTEST TENSILE STRENGTH :

= 6.134 k > = 4.875 [Satisfactory]

where : f = 0.9



where : f = 0.75

CHECK PULLOUT STRENGTH OF SINGLE STUD :


where : f = 0.75

EVALUATE SIDE-FACE BLOWOUT :

c > [Satisfactory]


Since a welded, headed fastener is not torqued, the minimun cover requirements of ACI 318 Sec. 7.7 apply.

> [Satisfactory]





HeavyHex

Heavy Hardened

Square Hex Washers0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.2580.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.4080.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.6900.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.0460.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 Techincal Reference:0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1. Ronald Cook, "Strength Design1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 of Anchorage to Concrete," PCA,1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999.1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.6821.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.4551.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.3011.750 1 3/4 2.405 1.900 - - - 4.144 6.541

2.000 2 3.142 2.500 - - - 5.316 7.903

fc'

fut

Nu

hef

Ase in2

Ab in2, ( or determined from manufactures's catalogs.)

Nu


Nu, max, 1 stud


0.4hef

Since the fasteners are located far from a free edge of concrete c>0.4hef this type of failure mode is not applicable.

CoverProvd CoverReqd

( Ab ) ( in2 )

( in2 ) ( in2 )

,1 0.8ses stud utfN Af f

' 1.51 2 3 32

1 0.30.7 24

2 1.59 13

N Ncbg b efc

No efef

ef

cA A fN N he hA hh

f f fy y y y

'4 8bpn cfN Af fy

,max,1

2uu stud

s eNN

ns



Single Fastener in Tension and Shear Near an Edge Based on ACI 318-02


SPECIFIED STRENGTH OF FASTENER = 60 ksi

(The strength of most fastenings is likely to be controlled by the embedment strength rather


FACTORED DESIGN TENSION LOAD = 2.47 k

FACTORED DESIGN SHEAR LOAD = 0.65 k

EFFECTIVE EMBEDMENT DEPTH = 7 in

FASTENER DIAMETER d = 0.5 in [THE FASTENER DESIGN IS ADEQUATE.]

FASTENER HEAD TYPE 3 Hex


DIST. BETWEEN THE FASTENER AND E c = 1.75 in

ANALYSISEFFECTIVE AREA OF FASTENER = 0.142


CHECK FASTENER TENSILE STRENGTH :


where : f = 0.9


12


where : f = 0.75



where : f = 0.75

CHECK SIDE-FACE BLOWOUT STRENGTH : (Since c > 0.4hef , this type of failure mode is applicable.)


where : f = 0.75

DETERMINE DESIGN TENSILE STRENGTH :

= 6.134 K

CHECK FASTENER SHEAR STRENGTH :


where : f = 0.9

CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD :


where : f = 0.75

fc'

fut

Nu

Vu

hef

Ase in2


Nu

Nu


Nu


Nu

Vu

Vu


AV/AVo and y6 terms are 1.0 for single shear fastener not influenced by more than one free edge.

l term is load bearing length of the anchor for shear, not to exceed 8d.

0.8ses utn fN Af f

' 1.52 3 32

0.30.7 24

1.59N N

cb b efcNo efef

cA A fN N hhA h

f f fy y y

'4 8bpn cfN Af fy

'160 bsb cc fN Af f

min , , ,n s cb pn sbN N N N Nf f f f f

0.6 ses utn fV Af f

0.2' 1.5

6 7 6 7 7V Vcb b c

Vo Vo

lA A d fV V cdA A

f f fy y y y

(Cont'd)

CHECK PRYOUT STRENGTH FOR SHEAR LOAD :


where : f = 0.75

= 2.0


= 0.824 K

CHECK TENSION AND SHEAR INTERACTION :

Since > and

> the full design strength is not permitted.

The interaction equation must be used

1.19 < 1.2 [Satisfactory]





HeavyHex

Heavy Hardened

Square Hex Washers

0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258

0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408

0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690

0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046



1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 of Anchorage to Concrete," PCA,

1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999.

1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682

1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455

1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301

1.750 1 3/4 2.405 1.900 - - - 4.144 6.541

2.000 2 3.142 2.500 - - - 5.316 7.903

Vu


kcp for hef > 2.5 in.

Nu 0.2 f Nn

Vu 0.2 f Vn

( Ab ) ( in2 )

( in2 ) ( in2 )

' 1.52 3 32

0.30.7 24

1.59N N

cp cp b cp efcNo efef

cA A fV k N k hhA h

f f fy y y

min , ,n s cb cpV V V Vf f f f

u u

n n

N V

N Vf f



Group of Tension and Shear Fasteners Near Two Edges Based on ACI 318-02





FACTORED DESIGN TENSION LOAD = 21.3 k

FACTORED DESIGN SHEAR LOAD = 2 k


FASTENER DIAMETER d = 1 in

FASTENER HEAD TYPE 4 Heavy Hex



DIST. BETWEEN THE FASTENER AND E c1 = 14 in

DIST. BETWEEN THE FASTENER AND E c2 = 9 in

[THE FASTENER DESIGN IS ADEQUATE.]

ANALYSISNUMBER OF FASTENERS n = 2

EFFECTIVE AREA OF FASTENER = 0.606


CHECK THE FASTENERS TENSILE STRENGTH :


where : f = 0.9



where : f = 0.75



where : f = 0.75

CHECK SIDE-FACE BLOWOUT STRENGTH :

> [Satisfactory]


= 45.225 K

CHECK FASTENERs SHEAR STRENGTH :


where : f = 0.9

fc'

fut

Nu

Vu

hef

Ase in2


Nu

Nu

y1 term is 1.0 for no eccentricity in the connection.


Nu


cmin 0.4hef

Since the fasteners are located far from a free edge of concrete, c>0.4hef ,this type of failure mode is not applicable.

Vu

0.8ses utn fN Af f

'min 1.51 2 3 1 32

0.30.7 24

1.59N N

cbg b efcNo efef

cA A fN N hhA h

f f fy y y y y

'4 8bpn cn fN Af f y

min , ,n s cb pnN N N Nf f f f

0.6 ses utn fV Af f

CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (Cont'd)


where : f = 0.75

CHECK PRYOUT STRENGTH FOR SHEAR LOAD :


where : f = 0.75

= 2.0


= 19.243 K


Since headed cast-in-place fasteners are not like to be highly torqued, the minimun cover requirements of ACI 318 Sec. 7.7 apply.

> [Satisfactory]

CHECK TENSION AND SHEAR INTERACTION :

Since > and

< the full tension design strength is permitted.







HeavyHex

Heavy Hardened

Square Hex Washers

0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258

0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408

0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690

0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046




1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999.

1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682

1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455

1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301

1.750 1 3/4 2.405 1.900 - - - 4.144 6.541

2.000 2 3.142 2.500 - - - 5.316 7.903

Vu




Vu




Nu 0.2 f Nn

Vu 0.2 f Vn

( Ab ) ( in2 )

( in2 ) ( in2 )

0.2' 1.5

5 6 7 5 72

1.5 1 1.5 1 2 20.7 0.3 7 1

4.5 1.5 11V

cbg b cVo

c c s c c lA d fV V cdccA

f f fy y y y y

'min 1.52 3 32

0.30.7 24

1.59N N


cA A fV k N k hhA h

f f fy y y


u u

n n

N V

N Vf f



Column Base Fasteners Near Two Edges Based on ACI 318-02





FACTORED COLUMN AXIAL LOAD = 0 k

FACTORED TOTAL BASE SHEAR LOAD = 2 k

FACTORED COLUMN MOMENT = 14.58 ft-k



FASTENER HEAD TYPE 4 Heavy Hex



DIST. BETWEEN FASTENER & EDGE c1 = 7 in

DIST. BETWEEN FASTENER & EDGE c2 = 12 in

[THE FASTENER DESIGN IS ADEQUATE.]

ANALYSISNUMBER OF GOVERNING FASTENERS n = 2

MAX TENSION ON GOV'G FASTENERS 17.50 k

SHEAR FORCE ON GOV'G FASTENERS 1 k

EFFECTIVE AREA OF ONE FASTENER = 0.462

BEARING AREA OF ONE HEAD = 1.188

CHECK THE GOVERNING FASTENERS TENSILE STRENGTH :


where : f = 0.9

CHECK CONCRETE BREAKOUT STRENGTH OF GOVERNING FASTENERS :


where : f = 0.75

CHECK PULLOUT STRENGTH OF GOVERNING FASTENERS :


where : f = 0.75

CHECK SIDE-FACE BLOWOUT STRENGTH :

> [Satisfactory]

DETERMINE DESIGN TENSILE STRENGTH OF GOVERNING FASTENERS :

= 37.056 K

CHECKGOVERNING FASTENERS SHEAR STRENGTH :


where : f = 0.9

fc'

fut

Pu

Vu

Mu

hef

Nu = Mu / (s - 2.0") - Pu / 2 =

Vu = Vu, total / 2 =

Ase in2


Nu

Nu



Nu


cmin 0.4hef

Since the fasteners are located far from a free edge of concrete, c>0.4hef ,this type of failure mode is not applicable.

Vu

(for built-up grout pads, f = 0.8 x 0.9, ACI 318-02 D6.1.3)

0.8ses utn fN Af f

'min 1.51 2 3 1 32

0.30.7 24

1.59N N

cbg b efcNo efef

cA A fN N hhA h

f f fy y y y y

'4 8bpn cn fN Af f y

min , ,n s cb pnN N N Nf f f f

0.6 ses utn fV Af f

CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (Cont'd)

21.3


where : f = 0.75

CHECK PRYOUT STRENGTH FOR SHEAR LOAD ON GOVERNING FASTENERS :


where : f = 0.75

= 2.0

DETERMINE DESIGN TENSILE STRENGTH OF GOVERNING FASTENERS :

= 14.324 K


Since headed cast-in-place fasteners are not like to be highly torqued, the minimun cover requirements of ACI 318 Sec. 7.7 apply.

> [Satisfactory]

CHECK TENSION AND SHEAR INTERACTION OF GOVERNING FASTENERS :

Since > and

< the full tension design strength is permitted.







HeavyHex

Heavy Hardened

Square Hex Washers

0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258

0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408

0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690

0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046




1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999.

1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682

1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455

1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301

1.750 1 3/4 2.405 1.900 - - - 4.144 6.541

2.000 2 3.142 2.500 - - - 5.316 7.903

Vu




Vu




Nu 0.2 f Nn

Vu 0.2 f Vn

( Ab ) ( in2 )

( in2 ) ( in2 )

0.2' 1.5

5 6 7 5 72

1.5 1 1.5 1 2 20.7 0.3 7 1

4.5 1.5 11V

cbg b cVo

c c s c c lA d fV V cdccA

f f fy y y y y

'min 1.52 3 32

0.30.7 24

1.59N N


cA A fV k N k hhA h

f f fy y y


u u

n n

N V

N Vf f

anchorage to concrete 1

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