## Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

## Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

(OP)

I am designing anchor bolts for vertical vessels seated on an octagon pier ( with pile cap/piles). The vessel anchor bolts are in a circular pattern. The max shear and tension at the base of vessel is given by the vendor

I want to use headed anchor rods and comply with ACI-318-05 Appendix D

In determining Anc = projected concrete failure area of (single)/group of anchors.

For my model I am using

ca1= the edge distance from anchor to edge of concrete – measured in a radial direction.

I am confused with the parameters ca2 which is defined as the edge distance in a perpendicular direction to ca1.

Since the bolts are in a circular pattern I do not have a edge distance ca2 perpendicular to ca1

I used PIP STE05121 – anchor bolt design guide. But this does not provide much guidance for a circular bolt pattern

Can any one help?

I want to use headed anchor rods and comply with ACI-318-05 Appendix D

In determining Anc = projected concrete failure area of (single)/group of anchors.

For my model I am using

ca1= the edge distance from anchor to edge of concrete – measured in a radial direction.

I am confused with the parameters ca2 which is defined as the edge distance in a perpendicular direction to ca1.

Since the bolts are in a circular pattern I do not have a edge distance ca2 perpendicular to ca1

I used PIP STE05121 – anchor bolt design guide. But this does not provide much guidance for a circular bolt pattern

Can any one help?

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

Alternatively, you can offset a circle 1.5 Heff inward from the anchor ring and calculate the area between the inside circle and a circle c1 distance to the outside of the anchor ring (this assumes that the distance between anchors is less than 3 Heff) and use that area for An

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

Is is ok to consider only one bolt with the design tension?

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

Thanks a lot

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

If you look at the anchorage equation, you can consider all of the anchors at the same time, or, with some basic math, using the average area per anchor times the number of anchors and get the same result. An / n = Average An per anchor. Therefore, Average An per anchor times n = An

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

You should use the actual edge distances not the theoretical circle.

Your edge distances are tiny compared to your anchor bolt size so your best option is to utilise steel ties for shear strength.

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

Attached are some sketches regarding my design ( 2 emails). The anchor bolts are in the pier. The pier is reinforced with #7 vertical bars at 7" o.c along the octagon face and # 3 ties at 18in oc. horizontally. The embedment length of anchor bolt that I come up with is 46 in.

I am assuming that only ONE bolt will carry all the tension and 2 bolts carry the shear (conservative).

My thinking was that

The tension from the bolt is transferred to the vertical rebar of the pier by providing min the development length of 23" for the vertical rebar (# 7 bar f'c =5000 psi, fy 60ksi Ld=23") (see sketch 3 /3)

I require a min of 4 #7 rebar adjacent to the single bolt to transfer this tension from bolt to the rebar. Then this tension from the bolt is transferred to the rebar and again transferred to the pile cap by providing adequate development length below this 23" that is required. By providing this length on the rebar I come up with an embedment length of 3.84'=46"

If I do this do I still need to consider using ACI 318-05/Appendix-D.

Just for mental peace I wanted to comply with ACI318/Appendix-D and ran into this problem

Attached is a PIP spread sheet and a mathcad sheet computing the lengths. Please let me know your input

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

Thanks

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

## RE: Design of Anchor bolt - circular bolt pattern ACI 318-05 Appendix-D

With small edge distance you also need to check for lateral bursting. Clause D.5.4. If this is OK then you can use vertical reinf as supplementary reinf, making sure you have development length both sides of potential failure planes.

Alternatively consider threading the end of a reinforcing bar. The embedded part of the bar can be treated the same as other reinforcing.