ACI318-05 APPENDIX D - ANCHORING TO CONCRETE
Version 1.0
MADE BY
DATE
C KD. BY
DATE
Job No.
9/28/2012 Shee t No.
FOR
CONCRETE ANCHOR DESIGN BASED ON ACI318-05 APPENDIX D
1
NOTES & SKETCHES
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.)
Nu =
1
k
Ultimate Factored Tensile Load (kips)
Vu =
100
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 analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated)
No
Anchors are located in region of moderate or high seismic seismic risk, or structures assigned 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 = nAsef uta n= Ase =
0.122
f uta =
58
ksi
Specified Tensile strength of anchor steel
f y =
35
ksi
Specified Yield strength of anchor steel
Ns =
28.30
k
Ns
21.23
k
4
Number of Anchors in a Group in
2
Effective Cross Sectional Area of Anchor
0.75
>
Nu =
1.00
k
OK
3
Concrete Breakout strength of anchor in tension: (SEC D.5.2) Ncb = Anc Yed,NYc,NYcp,NNb
Single Anchor
Anco
Ncbg = Anc Yec,NYed,NYc,NNb
Group of Anchors
Anco 2
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
4350
psi
e'N =
0
in
Edges =
4
f'c=
in
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
2
Anco = 9hef
Projected area of the failure surface of a single anchor remote from edges for c a,min of 1.5hef or greater
Yec,N =
1 ( 1+
Yed,N =
=
<1
2e'N
Modification factor for eccentrically loaded anchor groups
)
3hef
1
if C min > 1.5h ef Modification factor for edge effects
0.7 + 0.3 c min
if C min < 1.5h ef Modification factor for edge effects
1.5 hef Yc,N =
1.00
for anchor in cracked section
Nb = k f'c1/2hef 3/2
Basic concrete breakout strength k = 17 for post-installed anchors
Nb = 16f'c1/2hef 5/3
Alternative concrete breakout strength for 11in < hef < 25in.
Anco =
16.0
Yec,N =
1.00
Yed,N =
1.00
Yc,N =
1.00
Nb =
1.73
k
Ncb =
6.90
k
Ncb
5.18
k
in
2
0.75
>
Nu =
1.00
k
OK
4
Pullout strength of anchor in tension: Npn = Abh = eh= do=
Yc,PNp 0.3
in
Bearing area of the headed stud(s) or anchor bolt(s) See Table 1 Commentary
114.0
in
Distance from the inner surface of the shaft to the outer tip of the bolt. 3do
38.1
in
Outside diameter of anchor or shaft diameter
2
Np =
Abrg8f'c
The pullout strength in tension of a single headed stud or bolt
(D-15)
Np =
0.9f'cehdo
The pullout strength in tension of a single hooked bolt
(D-16)
Yc,P =
5
(SEC D.5.3)
1.00
Np =
9.744
Np
7.31
0.75
k
>
Nu =
1.00
OK
k
Concrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor:
(SEC D.5.4)
Nsb = 160cAbrg1/2f'c1/2
C = Ca1 =
2
in
Distance from center of anchor shaft to the edge of concrete
Ca2 =
2
in
Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = C a1 See Commentary Figure 1.
Factor = Nsb =
Nsb
0.500
0.75
C2 < 3*C
5.58
k
4.19
k
>
Nu =
1.00
N/A
k
Multiple Anchors:
Nsbg = (1 + S/6ca1)Nsb So =
2
in
Nsbg =
5.58
k
Nsbg
4.19
k
Spacing of the outer anchors along the edge in the group.
0.75
>
Nu =
1.00
k
OK
6
Steel strength of anchor in shear: (SEC D.6.1) Vs =
nAsef uta
For cast-in headed stud anchors
(D19)
Vs =
0.6nAsef uta
For cast-in headed bolt & hooked bolt anchors
(D20)
Vs =
0.6nAsef uta
For post-installed anchors
(D20)
Ase=
7
0.12
fut=
58
Vs = Vs
16.9824
sq. in
Effective cross-sectional area of expansion or undercut anchor sleeve, if sleeve is within shear plane.
ksi
Specified tensile strength of anchor sleeve.
k
11.04
0.65
<
k
Vu =
100.00
k
NG
Concrete Breakout strength of anchor in shear: (SEC D.6.2) Vcb = Avc Yed,VYc,VVb
Single Anchor
(D-21)
Group of Anchors
(D-22)
Avco
Vcb = Av Yec,VYed,VYc,VVb Avco
2
Avc =
97
in
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
l= do =
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. Case 1: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar.
h= Enter Case:
Case 1
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)
0.2
1/2
1/2
do f'c Ca1
1.5
See commentary
7 Continued
Yec,V =
1 ( 1+
Yed,V =
=
<1
2e'v
Modification factor for eccentrically loaded anchor groups
)
3c1
if C a2 > 1.5 C a1 Modification factor for edge effects
1.0 0.7 + 0.3
c a2
if C a2 < 1.5 C a1 Modification factor for edge effects
1.5 ca1 Yc,V = 1.0
8
Anchor in cracked section Case 1
Yec,V =
1.00
Yed,V =
0.78
Yc,V =
1.00
Avco =
112.50
0.75
sqin
Vb =
4.82
k
Vcb =
3.24
k
Vcb
2.43
k
<
Vu =
100.00
NG
k
Concrete Pryout strength of anchor in shear: (SEC D.6.3) Vcp = kcpNcb
9
Kcp =
1
for hef < 2.5
Kcp =
2
for hef > 2.5
Ncb = Vcp =
6.90
k
13.81
k
Vcp
10.36
k
0.75
k
NG
if Vua < 0.2fVn
fNn > NUA
N/A
if Nua < 0.2fNn
fVn > VUA
N/A
<
Vu =
100.00
Interaction of tensile and shear forces: (SEC D.7)
if Nua > 0.2fNn & Vua > 0.2fVn
=========>
NUA ΦNn
+
VUA ΦVn
<
1.2
N.G.
"Anchor Bolt" --- Embedment Strength per ACI 318-05 Appendix D Program Description: "Anchor Bolt(CSA).xls" is a MS-Excel spreadsheet workbook for the analysis of anchor bolt anchorage per ACI 318-05, Appendix D. The spreadsheet is designed to find the strength of a determined anchor bolt or bolts within certain concrete parameters. Tables and figures have been given adjacent to the required data cells in an attempt to self contain the calculations within the worksheet. The spreadsheet is protected but with no password required.
Program Environment:
Microsoft Office Excel 2003
Creation Date:
January 12th, 2008
Design References:
1. ACI 318-05
This program is a workbook consisting of two (2) worksheets, described as follows:
Worksheet Name
Description
Doc
This documentation sheet
Anchor Bolt
Embedment Strength per ACI
Program Assumptions and Limitations: 1. This spreadsheet program is intended to analyze and design anchor bolt and embedment strength of the concrete. Shear and tension strength is calculated from Appendix D of ACI 318. load (LRFD) to determine the required shear lug and weld size. 2. This program assumes that the anchor strength is not governed by dutile yielding of the anchored steel which would cause significant redistribution of anchor forces and attachment that distributes the loads to the anchors is sufficiently stiff. 3. The required strength is calculated from the applicable load combinations in Section 9.2 4. This spreadsheet, as well as the provisions of Appendix D, do not apply to the design of anchors in hinge zones of concrete structures under seismic loads. 5. Post-installed anchors shall be verified for suitability for use in concrete demonstrated by the ACI 355.2 prequalification tests when installed for use in regions of moderate or high seismic risk, or for structrures assigned to intermediate or high seismic performance or design catefories.
Program Theory and Operation: The top left of the spreadsheet screen allows for input of required information in lightly yellow highlighted boxes. Information required includes the following:
Input: 1. Loads: a. Nu (Ultimate Factored Tensile Load) in kips b. Vu (Ultimate Factored Shear Load) in kips 2. f Factor Conditions : a. Steel Element b. Reinforcement Surfaces c. Anchor Type d. Installment Category (Post-installed Anchor only) e. Cracking from service loads f. Anchor location g. Concrete Type
3. Specific Tension and Shear Strength Variables: Each section contains the necessary input variables and attempts to be self contained.
Output: 1. Steel strength of anchor in tension: (SEC D.5.1)
Nsa =
nAsef uta
2. Concrete Breakout strength of anchor in tension: (SEC D.5.2)
Ncb =
Anc
Yed,NYc,NYcp,NNb
Single Anchor
Yec,NYed,NYc,NNb
Group of Anchors
Anco
Ncbg =
Anc
Anco 3. Pullout strength of anchor in tension: (SEC D.5.3)
Npn =
Yc,PNp
Np =
Abrg8f'c
Np =
0.9f'cehdo The pullout strength in tension of a single hooked bolt
The pullout strength in tension of a single headed stud or bolt
4. Concrete Side-Face Blowout strength of Headed anchor in tension: (SEC D.5.4) 1/2
1/2
Nsb =
160cAbrg f'c
Nsbg =
(1 + S/6ca1)Nsb
Single Anchor Group of Anchors
5. Steel strength of anchor in shear: (SEC D.6.1)
Vs =
nAsef uta
For cast-in headed stud anchors
Vs =
0.6nAsef uta
For cast-in headed bolt & hooked bolt anchors
Vs =
0.6nAsef uta
For post-installed anchors
6. Concrete Breakout strength of anchor in shear: (SEC D.6.2)
Vcb =
Avc
Yed,VYc,VVb
Single Anchor
Yec,VYed,VYc,VVb
Group of Anchors
Avco
Vcb =
Av Avco
7. Concrete Pryout strength of anchor in shear: (SEC D.6.3)
Vcp =
kcpNcb
8. Interaction of tensile and shear forces: (SEC D.7) if Vua < 0.2fVn
fNn > NUA
if Nua < 0.2 fNn
fVn > VUA
if Nua > 0.2 fNn & Vua > 0.2 fVn
NUA ΦNn
+
VUA ΦVn
<
1.2
