anchorbolt(318-08)

ACI318-08 APPENDIX D - ANCHORING TO CONCRETE

MADE BY DATE Job No.

CKD. BY DATE Sheet No.

FOR

XYZ Baseplate

CONCRETE ANCHOR DESIGN BASED ON ACI318-08 APPENDIX D

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

Loads: (Per Applicable Loads Combinations in Sect. 9.2; load applications that are

predominantly high cycle fatigue or impact loads are not covered.)

Nua = k Ultimate Factored Tensile Load (kips)

Vua = k Ultimate Factored Shear Load (kips)

Factor Conditions:

Steel Element

Potential Failure Surfaces crossed by supplementary reinforcement

proportioned to tie prism into the structural member?

Anchor Type NOTE: Hooks bolts are typically not a good design practice.

N/A - Only applicable to Post-installed anchors

Anchor located in a region of concrete member where analysis

indicates no cracking at service load levels? (YES = No Cracking Anticipated)

Anchors are located in structure assigned to Seismic Design Category C, D, E, or F. (Sect. D3.3)

Concrete Type

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

Nsa = nAsefuta Assumes no eccentricity in bolt group loading (D-3)

n = Number of Anchors in a Group

Ase, N = in2

Effective Cross Sectional Area of Anchor

futa = ksi Specified Tensile strength of anchor steel

fy = ksi Specified Yield strength of anchor steel

Nsa = k = = = =Ns = = = = k > Nu = k OK

Normalweight

No

NOTES & SKETCHES

36

18

34.00

Version 1.5

0.75

58

4

Yes

1.23

34

Headed Stud

285.36

214.02

Ductile

Yes

Category 1

1

2

1

2

XYZ Baseplate Page No. 1 of 5

Concrete Breakout strength of anchor in tension: (SEC D.5.2)

Ncb = Anc ed,Nc,Ncp,NNb Single Anchor (D-4)Anco

Ncbg = Anc ec,Ned,Nc,NYcp,NNb Group of Anchors (D-5)Anco

Anc = in2

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

hef = in Effective anchor embedment depth

ca,min = in The smallest edge distance

ca,max = in The largest edge distance

f'c= psi

e'N = in Eccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4

Edges = Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentary

cac = in Critical edge distance required to develop the basic concrete breakout strength of a post

installed anchor in uncracked concrete w/o supplementary reinforcement to control splitting.

Anco = 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 = Modification factor for eccentrically loaded anchor groups

ed,N = 1 if C min > 1.5h ef Modification factor for edge effects

= 0.7 + 0.3 cmin if C min < 1.5h ef Modification factor for edge effects

1.5 hef

c,N = for Cast-in anchors in uncracked sectionYcp,N = for Post-installed anchors in uncracked section w/o supplemental reinforcement

Nb = kcf'c1/2hef3/2 Basic concrete breakout strengthk = 24 for cast-in anchor

Nb = 16f'c1/2hef5/3 Alternative concrete breakout strength for 11in < hef < 25in.

Anco = in2 = = = =

ec,N =ed,N =c,N =Ycp,N =

Nb = k

Ncb g = k

Ncb = k > Nu = k OK

1

1296.0

1.00

1.00

69.44

)

34.00

0.75

0

1

12

52.08

< 1

1.00

11.5

200

1.25

63.70

0.89

1.25

12

( 1 + 3hef

1267.5

2e'N

4000

33


Pullout strength of anchor in tension: (SEC D.5.3)

Npn = c,PNp NOT ONE (D-14)

Abrg =

eh= Distance from the inner surface of the shaft to the outer tip of the bolt. 3da Nu = k OK

Concrete Side-Face Blowout strength of Headed anchor in tension:Single Anchor: (SEC D.5.4)

Nsb = (D-17)

Ca1 = in Distance from center of anchor shaft to the edge of concrete

Ca2 = in

Factor = Ca2 < 3*Ca1 = = = =Nsb = k

Nsb = = = = k < Nu = k N/A

Multiple Anchors:

Nsbg = (1 + s/6ca1)Nsb (D-18)

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

Nsbg = k = = = =Nsbg = = = = k > Nu = k OK

in2

28.40

in

in

37.86

3.0

1.40

100.35

Bearing area of single headed stud or anchor bolt.

See Table 1.

0.75

34.00

8.50

0.75

34.00

68.15

51.11

160ca1Abrg1/2f'c1/2

4

6

3

0.625

1.0

2.24

0.75

Distance from center of anchor shaft to the edge of concrete in direction

orthogonal to C = C a1 See Commentary Figure 1.

75.26

4

5

4

5


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

Vsa = nAse,Vfuta For cast-in headed stud anchors (D-19)

Vsa = 0.6nAse,Vfuta For cast-in headed bolt & hooked bolt anchors (D-20)

Vsa = 0.6nAse,Vfuta For post-installed anchors (D-20)

Grout? Is anchor in builtup grout pad?

Ase,V= in^2

fut= ksi Specified tensile strength of anchor sleeve.

Vsa = k = = = =Vsa = = = = k > Vu = k OK

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

Vcb = Avc ed,Vc,Vh,VVb Single Anchor (D-21)Avco

Vcbg = Avc ec,Ved,Vc,Vh,VVb Group of Anchors (D-22)Avco

Avc = in2

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

Ca1* = in Distance from center of anchor shaft to the edge of concrete in one direction. See Commentary

e'v = in Eccentricity of shear force on a group of anchors. See Figure 5 Commentary

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

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

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

Vb = 7(le/da)0.2

da1/2

f'c1/2

Ca11.5

See commentary

Enter Case:

1.23

285.36

Effective cross-sectional area of expansion or undercut anchor sleeve,

if sleeve is within shear plane.

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.

0.65

12

18.00

Case 2

498

12

185.48

NO

11.5

0

1.5

58

6

7

6

7


Continued

ec,V = Modification factor for eccentrically loaded anchor groups

ed,V = if C a2 > 1.5 C a1 Modification factor for edge effects

= 0.7 + 0.3 ca2 if C a2 < 1.5 C a1 Modification factor for edge effects

1.5 ca1

c,V = Anchor in uncracked section

ec,V = = = = =ed,V =c,V =h,V = h,V = (1.5ca1 / ha) ^ 0.5 (where ha < 1.5ca1)

Avco = in2

Vb = k

Vcb g = k

Vcb g = k > Vu = k OK

Concrete Pryout strength of anchor in shear: (SEC D.6.3)

Vcp = kcpNcb Single Anchor (D-30)

Vcpg = kcpNcbg Group of Anchors (D-31)

Kcp = 1 for hef < 2.5

Kcp = 2 for hef > 2.5

Ncb g = k = = = =Vcp g = k

Vcp g = k > Vua = k OK

Interaction of tensile and shear forces: (SEC D.7)

if Vua < 0.2Vn Nn > NUA N/A

if Nua < 0.2Nn Vn > VUA N/A

if Nua > 0.2Nn & Vua > 0.2Vn NUA VUANn Vn OK

18.00

0.75

1.00 0.75

0.85

1.40

288.00

45.88

34.41 18.00

104.16

18.60

1 + 2e'v

69.44

138.88

< 1

1.0

1.4

) 3c1

1

(

1.20

+ < 1.2

7

8

9

7

8

9


anchorbolt(318-08)

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