MADE BY

MMKDATE Job No.

30010002

CKD. BY

MHEDATE Sheet No.

FOR

Anchor Bolt design for Gantry

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 reinforcementproportioned 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 GroupAse, N = in

2Effective Cross Sectional Area of Anchor

futa = ksi Specified Tensile strength of anchor steelfy = ksi Specified Yield strength of anchor steel

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

Ductile

Yes

0.99

9.08

J or L Bolt

Category 1

4

No

0.17

58

0.75

2/6/2014

NOTES & SKETCHES

2/6/2014

No

36

9.08

Normalweight

39.4429.58

1

2

Page No. 1 of 5Anchor Bolt design for Gantry

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= psie'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 Commentarycac = 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 hefc,N = for anchor in cracked 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 = in 2 = = = =ec,N =ed,N =c,N =Ycp,N =

Nb = kNcb g = k (USE TENSION REINFORCEMENT)Ncb = k < Nu = k NG

2e'N

4061.06

< 1

1.00

3.02

1.001.00

7.87

( 1 +

1.00

2.362.36

0412

5.12

0.75

9.086.82

)1

22.3

1.00

1.00

3hef

50.37

3

Page No. 2 of 5Anchor Bolt design for Gantry

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 concreteCa2 = 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 NG

0.75

Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C a1 See Commentary Figure 1.

2.58

0.5

9.080.75

9.08

2.27

0.75

Bearing area of single headed stud or anchor bolt.See Table 1.

6.37

2.0

1.00

3.44

in

in

0.28

6.374.77

160ca1Abrg1/2f'c1/2

2

2

11

in2

4.77

0.500

4

5

Page No. 3 of 5Anchor Bolt design for Gantry

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 CommentaryCa1* = 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)0.2da1/2f'c1/2Ca11.5 See commentary

0.99

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

7.9

0.59

15.38

NO

2.360

0.47

58

Case 2Enter Case:

0.17

23.66

10.68

6

7

Page No. 4 of 5Anchor Bolt design for Gantry

Continued

ec,V = Modification factor for eccentrically loaded anchor groups

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

1.5 ca1

c,V = Anchor in cracked seciton Case 2

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

2

Vb = kVcb 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 < 2.5Kcp = 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 NG

+ < 1.2

0.99

0.75

2.45

10.24

0.13

1 + 2e'v

6.8213.65

1.00

1.0

1.2

3c1

1

0.75

1.001.20

0.70

1.561.17 0.99

< 1

)(

7

8

9

Page No. 5 of 5Anchor Bolt design for Gantry