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ACI318-05 APPENDIX D - ANCHORING TO CONCRETE

Version 1.0

MADE BY

DATE

Job No.

7/18/2015 CKD. BY

DATE

Sheet No.

FOR

CONCRETE ANCHOR DESIGN BASED ON ACI318-05 APPENDIX D

1

Basic Design Parameters: (SEC D.3-D.4) Loads:

NOTES & SKETCHES

(Per Applicable Loads Combinations in Sect. 9.2; load applications that are predominantly high cycle fatigue or impact loads are not covered.)

Nu =

1

k

Ultimate Factored Tensile Load (kips)

Vu =

1

k

Ultimate Factored Shear Load (kips)

Factor Conditions: Ductile

Steel Element

Yes

Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member?

Post-Installed

Anchor Type Category 1: LOW sensitivity to instalation and HIGH reliability

Category 1

Category 2: MEDIUM sensitivity to instalation and MEDIUM reliability Category 3: HIGH sensitivity to instalation and LOW reliability

No

Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated)

No

Anchors are located in region of moderate or high seismic risk, or structures assigned to intermediate or high seismic performance or design categories.

Concrete Type

Normalweight

2

Steel strength of anchor in tension: (SEC D.5.1) Nsa =

nAsefuta

n= Ase =

0.122

futa =

58

ksi

Specified Tensile strength of anchor steel

fy =

35

ksi

Specified Yield strength of anchor steel

Ns =

28.30

Ns

4

21.23

Number of Anchors in a Group

in 2

Effective Cross Sectional Area of Anchor

 

k k

>

Nu =

1.00

k

0.75

3

Concrete Breakout strength of anchor in tension: Ncb =

Anc

ed,Nc,Ncp,NNb

Single Anchor

ec,Ned,Nc,NNb

Group of Anchors

(SEC D.5.2)

Anco

Ncbg =

Anc

Anco Anc =

97

hef =

3

in

Effective anchor embedment depth

ca,min =

2

in

The smallest edge distance

ca,max =

2

in

The largest edge distance

f'c=

in 2

4350

psi

e'N =

0

in

Edges =

4

Anco =

Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b)

Eccentricity of Normal Force on a group of anchor. See Commentary Figure 2 Number of Edges surrounding anchor or group of anchors. See Figure 3 Commentary

9hef2

Projected area of the failure surface of a single anchor remote from edges for c a,min of 1.5hef or greater

ec,N =

1 (

ed,N = =

1+

Nu =

1.00

0.75

N/A

k

Multiple Anchors:

Nsbg = So = Nsbg = Nsbg

(1 + S/6ca1)Nsb 2

in

5.58

k

4.19

k

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

  >

Nu =

1.00

k

0.75

OK

6

Steel strength of anchor in shear: (SEC D.6.1) Vs =

nAsefuta

For cast-in headed stud anchors

(D19)

Vs =

0.6nAsefuta

For cast-in headed bolt & hooked bolt anchors

(D20)

Vs =

0.6nAsefuta

For post-installed anchors

(D20)

Ase=

0.12

Effective cross-sectional area of expansion or undercut anchor sleeve, if sleeve is within shear plane.

ksi

Specified tensile strength of anchor sleeve.

fut=

58

Vs =

16.9824

k

11.04

k

Vs

7

sq. in

  >

Vu =

1.00

0.65

k

Concrete Breakout strength of anchor in shear: (SEC D.6.2) Vcb =

Avc

ed,Vc,VVb

Single Anchor

(D-21)

ec,Ved,Vc,VVb

Group of Anchors

(D-22)

Avco

Vcb =

Av Avco

Avc =

97

in2

Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary

Ca1* =

5

in

Distance from center of anchor shaft to the edge of concrete in one direction.See Commentary

e'v =

0

in

Eccentricity of shear force on a group of anchors. See Figure 5 Commentary

3

in

Load bearing length of anchor for shear. See Table 2 Commentary.

0.40

in

Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt.

21

in

Thickness of member in which an anchor is anchored, parallel to anchor axis.

l= do = h= Enter Case:

Case 1

Case 1: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar. Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge. Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge, and with the supplementary reinforcement enclosed withing stirrups spaced at not more than 4 in.

Vb =

7(l/do)0.2do1/2f'c1/2Ca11.5

See commentary

7 Continued

ec,V =

1 (

ed,V = =

NUA

if Nua < 0.2Nn

Vn > VUA

if Nua > 0.2Nn & Vua > 0.2Vn

NUA ΦNn

+

VUA ΦVn