Hoja de Calculo para pernos
Transcript of Hoja de Calculo para pernos
"Anchor Bolt(318-08)" --- Embedment Strength per ACI 318-08 Appendix D
Program Description:
"Anchor Bolt(318-08).xls" is a MS-Excel spreadsheet workbook for the analysis of anchor bolt anchorage per
ACI 318-08, Appendix D. The spreadsheet is designed to find the embedment 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 (Steeltools excluded).
Program Environment: Microsoft Office Excel 2003
Creation Date: May 20th, 2008
Design References: 1. ACI 318-08
2. Strength Design of Anchorage to Concrete by Ronald A. Cook
This program is a workbook consisting of four (4) worksheets, described as follows:
Worksheet Name Description
Doc This documentation sheet
Anchorage Embedment Strength per ACI 318-08 Appendix D
Tension Reinf. Anchor Reinforcement per ACI 318-08 Section D.5.2.9
Shear Reinf. Anchor Reinforcement per ACI 318-08 Section D.6.2.9
REVISION 1.4: Revised "Anchorage" worksheet from reviewing comments.
Program Assumptions and Limitations:
1. This spreadsheet program is intended to analyze and design the embedment of various anchors.
Shear and tension strength is calculated per Appendix D of ACI 318.
2. This program assumes that the anchor strength is not governed by ductile yielding of the anchored steel
which would cause significant redistribution of anchor forces and that the 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.
6. If a ACI 355.2 product evaluation report is used, this program does not account for alternative factors and needs
to be calculated by user.
7. In TENSION REINF. spreadsheet, the edge distance is not in the program's parameters. User must be mindful
that the maximum distance between the anchor and anchor reinforcement must be less than or equal to 0.5 x hef
AND (ED - bc). The latter is not restricted and must be checked by the user.
8. In TENSION REINF. spreadsheet, if the edge distance is less than 1.5 x hef, containment steel such as stirrups
must be used.
9. This program contains numerous “comment boxes” which contain a wide variety of information including
explanations of input or output items, equations used, data tables, etc. (Note: presence of a “comment box”
is denoted by a “red triangle” in the upper right-hand corner of a cell. Merely move the mouse pointer to the
desired cell to view the contents of that particular "comment box".)
information in lightly yellow highlighted boxes. Information required includes the following:
Anchorage Spreadsheet:
Input:
1. Loads:
a. Nua (Ultimate Factored Tensile Load) in kips
b. Vua (Ultimate Factored Shear Load) in kips
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)
2. Concrete Breakout strength of anchor in tension: (SEC D.5.2)
Single Anchor
Group of Anchors
3. Pullout strength of anchor in tension: (SEC D.5.3)
The pullout strength in tension of a single headed stud or bolt
The pullout strength in tension of a single hooked bolt
4. Concrete Side-Face Blowout strength of Headed anchor in tension: (SEC D.5.4)
Single Anchor
Hooked Anchor
5. Steel strength of anchor in shear: (SEC D.6.1)
For cast-in headed stud anchors
For cast-in headed bolt & hooked bolt anchors
For post-installed anchors
6. Concrete Breakout strength of anchor in shear: (SEC D.6.2)
Single Anchor
Group of Anchors
Program Theory and Operation: The top left of the spreadsheet screen allows for input of required
2. f Factor Conditions :
Nsa = nAse,Vfuta
Ncb = Anc Yed,NYc,NYcp,NNb
Anco
Ncbg = Anc Yec,NYed,NYc,NYcp,NNb
Anco
Npn = Yc,PNp
Np = Abrg8f'c
Np = 0.9f'cehda
Nsb = 160ca1Abrg1/2f'c1/2
Nsbg = (1 + s/6ca1)Nsb
Vsa = nAse,Vfuta
Vsa = 0.6nAse,Vfuta
Vsa = 0.6nAse,Vfuta
Vcb = Avc Yed,VYc,VYh,VVb
Avco
Vcb = Av Yec,V Yed,VYc,VYh,VVb
Avco
7. Concrete Pryout strength of anchor in shear: (SEC D.6.3)
Single Anchor
Group of Anchors
8. Interaction of tensile and shear forces: (SEC D.7)
+ < 1.2
TENSION REINF. Spreadsheet:
Input:
1. Req'd Anchor Reinf. Strength, N: The required anchor reinforcement strength must be equal or larger than
the anchor bolt steel strength, ΦNsa, if anchor design includes earthquake forces for structures assigned
with Seismic Design Category is C,D,E, or F. (ACI Section D3.3)
2. Number of Vert. Reinf., Nr: Number of vertical steel reinforcement bars to resist vertical forces.
3. Estimated Embedment, hef: User's current embedment design of anchor bolts (w/o tension breakout strength
per ACI 318-08 Section D.5.2)
4. Anchor Reinforcement Size: Size of steel rebar from #3 to #14.
5. Reinforcing Yield Strength, fy: in units of ksi
6. Concrete Comp. Strength, f 'c: in units of ksi
7. Lightweight Concrete: If the concrete is lightweight, then "Yes".
8. Epoxy Coated Bars: If bars are epoxy coated, then "Yes".
9. Ratio: As(required)/As(provided): Per Section 12.2.5, the development length may be shortened if the ratio is less
than one. (N/A for Chapter 21 design)
10. Seismic Design per Chapter 21: If anchors are located in structure assigned to Seismic Design Category C, D,
E, or F. (Sect. D3.3), then "Yes".
11. Center-to-Center Bar Spacing, bs: The minimum center-to-center bar spacing between parallel bars in a layer
MUST BE >= 2*db and >= 1". For walls and slabs, maximum center-to-center bar spacing MUST BE <=
3*wall or slab thickness and <= 18".
12. Clear Cover to Face of Bar, bc: Minimum clear cover per Section 7.7.
13. Bolt-Reinf. Distance, d: The bolt-reinforcement distance should be the less than or equal to the maximum
(edge distance - bc) and 0.5hef.
Output:
1. Required Development Length, Ld:
2. Required Embedment Length:
3. Required Anchor Reinforcement Size:
Vcp = kcpNcb
Vcpg = kcpNcbg
if Vua < 0.2fVn fNn > NUA
if Nua < 0.2fNn fVn > VUA
if Nua > 0.2fNn & Vua > 0.2fVn NUA VUA
ΦNn ΦVn
Ld = ((fy*1000)/(f'c*1000)^(1/2)*yt*ye/(l*20))*db*As/As(prov) (Section 12.2.2)
Ld = Maximum of: 3.25*(fy*1000)*db/(65*(f'c*1000)^(1/2))*ye, 8*db, or 6" (Section 21.7.5)
hef,min = Ld+bc+0.7*d
hef,prov = per embedment entered (See input #3)
As,min = N/(0.75*fy) (Section D.5.2.9)
As,prov = per size and number entered (See input #2 & 4)
SHEAR REINF. Spreadsheet:
Input:
1. Req'd Anchor Reinf. Strength, V: The required anchor reinforcement strength must be equal or larger than the
anchor bolt steel strength,ΦVsa, if anchor design includes earthquake forces for structures assigned with
Seismic Design Category is C,D,E, or F. (ACI Section D3.3)
2. Anchor Reinforcement Size: Size of steel rebar from #3 to #14.
3. Reinforcing Yield Strength, fy: in units of ksi
4. Concrete Comp. Strength, f 'c: in units of ksi
5. Lightweight Concrete: Enter whether the concrete is lightweight or normal weight concrete.
6. Lightweight Concrete: If the concrete is lightweight, then "Yes".
7. Epoxy Coated Bars: If bars are epoxy coated, then "Yes".
development length, then "Yes" (Section 12.2.4(a))
8. Ratio: As(required)/As(provided): Per Section 12.2.5, the development length may be shortened if the ratio is less
than one. (N/A for Chapter 21 design)
9. Seismic Design per Chapter 21: If anchors are located in structure assigned to Seismic Design Category C, D,
E, or F. (Sect. D3.3), then "Yes".
10. Center-to-Center Bar Spacing, bs: The minimum center-to-center bar spacing between parallel bars in a layer
MUST BE >= 2*db and >= 1". For walls and slabs, maximum center-to-center bar spacing MUST BE <=
3*wall or slab thickness and <= 18".
11. Clear Cover to Face of Bar, bc: Minimum clear cover per Section 7.7.
Output:
1. Required Development Length, Ld:
2. Required Anchor Reinforcement Size:
Ld = ((fy*1000)/(f'c*1000)^(1/2)*yt*ye/(l*20))*db*As/As(prov) (Section 12.2.2)
Ld = Maximum of: 3.25*(fy*1000)*db/(65*(f'c*1000)^(1/2))*ye, 8*db, or 6" (Section 21.7.5)
As,min = V/(0.75*fy) (Section D.5.2.9)
As,prov = per size and number entered (See input #2 & 4)
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Version 1.4
MADE BY DATE Job No.
CKD. BY DATE Sheet No.
FOR
CONCRETE ANCHOR DESIGN BASED ON ACI318-08 APPENDIX D
NOTES & SKETCHES
Loads: (Per Applicable Loads Combinations in Sect. 9.2; load applications that are
predominantly high cycle fatigue or impact loads are not covered.)
9.24 k Ultimate Factored Tensile Load (kips)
1.848 k Ultimate Factored Shear Load (kips)
Ductile Steel Element
Yes Potential Failure Surfaces crossed by supplementary reinforcement
proportioned to tie prism into the structural member?
Headed Bolt Anchor Type NOTE: Hooks bolts are typically not a good design practice.
Category 1 N/A - Only applicable to Post-installed anchors
Yes 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 structure assigned to Seismic Design Category C, D, E, or F. (Sect. D3.3)
Normalweight Concrete Type
Assumes no eccentricity in bolt group loading (D-3)
n = 2 Number of Anchors in a Group
0.3067961576 Effective Cross Sectional Area of Anchor
58 ksi Specified Tensile strength of anchor steel
36 ksi Specified Yield strength of anchor steel
35.59 k 0.75
26.69 k > 9.24 k OK
ACI318-08 APPENDIX D - ANCHORING TO CONCRETE
Basic Design Parameters: (SEC D.3-D.4)
Nua =
Vua =
f Factor Conditions:
Steel strength of anchor in tension: (SEC D.5.1)
Nsa = nAsefuta
Ase, N = in2
futa =
fy =
Nsa = f =
fNs = Nu =
1
2
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Single Anchor (D-4)
Group of Anchors (D-5)
992.001984 Projected concrete failure area of anchor or group of anchors. See RD.6.2.1(b)
15.748031496 in Effective anchor embedment depth
7.874015748 in The smallest edge distance
23.622047244 in The largest edge distance
2980.6392 psi
0 in Eccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4
Edges = 3 Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentary
12 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.
of 1.5hef or greater
1 Modification factor for eccentrically loaded anchor groups
( )
1
=
1.25 for Cast-in anchors in uncracked section
1.00 for Post-installed anchors in uncracked section w/o supplemental reinforcement
Nb = Basic concrete breakout strength
k = 24 for cast-in anchor
Nb =
2232.0 in 2 0.75
1.00
0.80
1.25
1.00
86.51 k
g = 38.45 k
28.84 k > 9.24 k OK
Concrete Breakout strength of anchor in tension: (SEC D.5.2)
Ncb = Anc Yed,NYc,NYcp,NNb
Anco
Ncbg = Anc Yec,NYed,NYc,NYcp,NNb
Anco
Anc = in2
hef =
ca,min =
ca,max =
f'c=
e'N =
cac =
Anco = 9hef2
Projected area of the failure surface of a single anchor remote from edges for ca,min
Yec,N = < 1
1 + 2e' N
3hef
Yed,N = if Cmin > 1.5hef Modification factor for edge effects
0.7 + 0.3 c min if Cmin < 1.5hef Modification factor for edge effects
1.5 hef
Yc,N =
Ycp,N =
kclf'c1/2hef3/2
16lf'c1/2hef5/3
Alternative concrete breakout strength for 11in < hef < 25in.
Anco = f =
Yec,N =
Yed,N =
Yc,N =
Ycp,N =
Nb =
Ncb
fNcb = Nu =
3
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(D-14)
0.671
eh= 114.0 in Distance from the inner surface of the shaft to the outer tip of the bolt. 3da<eh<4.5dada= 38.1 in Outside diameter of anchor or shaft diameter
The pullout strength in tension of a single headed stud or bolt (D-15)
The pullout strength in tension of a single hooked bolt (D-16)
NOTE: Hooks bolts not acceptable per Needham policy.
1.40 0.75
22.40 Assume that the force is shared evenly w/ other bolts, if multiple anchors.
g = 16.80 k > 4.62 k OK
Concrete Side-Face Blowout strength of Headed anchor in tension:Single Anchor: (SEC D.5.4)
(D-17)
5 in Distance from center of anchor shaft to the edge of concrete
5 in
Factor = 0.500 Ca2 < 3*Ca1 0.75
16.10 k
12.07 k > 9.24 k N/A
Multiple Anchors:
(D-18)
s = 9 in Spacing of the outer anchors along the edge in the group.
42.53 k 0.75
31.90 k > 9.24 k OK
Pullout strength of anchor in tension: (SEC D.5.3)
Npn = Yc,PNp
Bearing area of single headed stud or anchor bolt.See Table 1.Abrg = in2
Np = Abrg8f'c
Np = 0.9f'cehda
Yc,P = f =
Np =
fNp Nu =
Nsb = 160ca1Abrg1/2lf'c1/2
Ca1 =
Ca2 = Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = Ca1 See Commentary Figure 1.
f =
Nsb =
fNsb = Nu =
Nsbg = (1 + s/6ca1)Nsb
Nsbg = f =
fNsbg = Nu =
4
5
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For cast-in headed stud anchors (D-19)
For cast-in headed bolt & hooked bolt anchors (D-20)
For post-installed anchors (D-20)
Grout? NO Is anchor in builtup grout pad?Ase,V= 0.31 in^2
fut= 58 ksi Specified tensile strength of anchor sleeve.
21.35 k 0.65
13.88 k > 1.85 k OK
Single Anchor (D-21)
Group of Anchors (D-22)
498 Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary
11.5 in
0 in Eccentricity of shear force on a group of anchors. See Figure 5 Commentary
12 in Load bearing length of anchor for shear. See Table 2 Commentary.
1.5 in Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt.
12 in Thickness of member in which an anchor is anchored, parallel to anchor axis.
Enter Case: Case 2
See commentary
Steel strength of anchor in shear: (SEC D.6.1)
Vsa = nAse,Vfuta
Vsa = 0.6nAse,Vfuta
Vsa = 0.6nAse,Vfuta
Effective cross-sectional area of expansion or undercut anchor sleeve,if sleeve is within shear plane.
Vsa = f =
fVsa = Vu =
Concrete Breakout strength of anchor in shear: (SEC D.6.2)
Vcb = Avc Yed,VYc,VYh,VVb
Avco
Vcbg = Avc Yec,VYed,VYc,VYh,VVb
Avco
Avc = in2
Ca1* = Distance from center of anchor shaft to the edge of concrete in one direction.See Commentary
e'v =
le =da =
ha =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(le/da)0.2da
1/2λf'c1/2Ca11.5
6
7
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Continued
1 Modification factor for eccentrically loaded anchor groups
( )
1.0
=
1.4 Anchor in uncracked section
1.00 0.75
0.81
1.40
1.20
288.00
16.05 k
g = 37.86 k
g = 28.39 k > 1.85 k OK
Single Anchor (D-30)
Group of Anchors (D-31)
1 for hef < 2.5
2 for hef > 2.5
g = 38.45 k 0.75
g = 76.90 k
g = 57.67 k > Vua = 1.85 k OK
OK
N/A
+ < 1.2N/A
Yec,V = < 1
1 + 2e' v
3c1
Yed,V = if Ca2 > 1.5Ca1 Modification factor for edge effects
0.7 + 0.3 c a2 if Ca2 < 1.5Ca1 Modification factor for edge effects
1.5 ca1
Yc,V =
Yec,V = f =
Yed,V =
Yc,V =
Yh,V = Yh,V = (1.5ca1 / ha) ^ 0.5 (where ha < 1.5ca1)
Avco = in2
Vb =
Vcb
fVcb Vu =
Concrete Pryout strength of anchor in shear: (SEC D.6.3)
Vcp = kcpNcb
Vcpg = kcpNcbg
Kcp =
Kcp =
Ncb f =Vcp
fVcp
Interaction of tensile and shear forces: (SEC D.7)
if Vua < 0.2fVn fNn > NUA
if Nua < 0.2fNn fVn > VUA
if Nua > 0.2fNn & Vua > 0.2fVn NUA VUA
ΦNn ΦVn
7
8
9
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TENSION ANCHOR REINFORCEMENT
Design of Anchor Reinforcement in place of Concrete Breakout Strength
Job Name: Subject: Date: 4/8/2023 0:13
Job Number: Originator: Checker:
Input Data:
Req'd Anchor Reinf. Strength, N = 35 kips
Number of Vert. Reinf., Nr = 4 Estimated Embedment, hef = 24 in.
Anchor Reinforcement Size = 4 (dia. = 0.5'')
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4.0 ksi
Lightweight Concrete? NoEpoxy Coated Bars? No
Ratio: As(required)/As(provided) = 0.74Seismic Design per Chapter 21? No
Center-to-Center Bar Spacing, bs = 12.00 in.
Clear Cover to Face of Bar, bc = 2.00 in.
Bolt-Reinf. Distance, d = 6.00 in.
DESIGN SATISFACTORYResults:
Development Length (Section 12.2 or 21.7.5):Ld = 17.55 in.
Required Anchor Embedment:
23.75 in.
24.0 in.
Anchor Reinforcement Strength(Section D.5.2.9):
0.78
0.79
Note: In situations where the edge distance, from centerline of bolts to edge of concrete, is less than 1.5 times the embedment depth, it is recommended that containment steel, such as stirrups, be used.
Comments:
Per Building Code Requirements for Structural Concrete (ACI 318-08)
hef,min = hef,min = Ld+bc+0.7*d
hef,prov =
As,min = in2 As,min = N/(0.75*fy)
As,prov = in2
d
d
bc
bs
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SHEAR ANCHOR REINFORCEMENT
Design of Hairpin Anchor Reinforcement in place of Concrete Breakout Strength
Job Name: Subject: Date: 4/8/2023 0:13
Job Number: Originator: Checker:
Input Data:
Req'd Anchor Reinf. Strength, V = 9.5 kips
Anchor Reinforcement Size = 3 (dia. = 0.375'')
Reinforcing Yield Strength, fy = 60 ksi
Concrete Comp. Strength, f 'c = 4.0 ksi
Lightweight Concrete? No
Epoxy Coated Bars? No
Top Bar? Yes
Ratio: As(required)/As(provided) = 0.80
Seismic Design per Chapter 21? No
Center-to-Center Bar Spacing, bs = 12.00 in.
Clear Cover to Face of Bar, bc = 2.00 in.
DESIGN SATISFACTORY
Results:
Development Length (Section 12.2 or 21.7.5):
Ld = 18.50 in.
Anchor Reinforcement Strength(Section D.6.2.9):
0.21
0.22
Comments:
Per Building Code Requirements for Structural Concrete (ACI 318-08)
As,min = in2 As,min = V/(0.75*fy)
As,prov = in2
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