Ste05121_spreadsheet_ Anchor Bolt Design

8/10/2019 Ste05121_spreadsheet_ Anchor Bolt Design

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Anchor Bolt Design Spreadsheet Revision 2, November 2003

Company

Project Project #

Subject

Name Date 12/12/2002 Sheet Nu

Checked by Check Date 7/10/2003 Total S

LOADING CONDITIONS DESIGN CONSIDERATIONS

Note: Calculations are per ACI 318-02 Appendix D. Ductility required? Tension SheNu and V u were factored using factors from ACI 318-02? Intermediate or high seismic risk?

Factored tensile load (kips) = N u = 116 Specified concrete strength (psi) = f' c =

Factored shear load (kips) = V u = 0

Is there a built-up grout pad?

ANCHOR DATA, EMBEDMENT, AND THICKNESS OF MEMBER

Anchor material type = Adequate supplementary reinf. provided to resist tension loads in

Nominal anchor diameter (in.) = Adequate reinforcement provided to resist shear loads in anchors?21.00 = hef ECCENTRICITY60.00 = h Eccentricity of tensile force on group of tensile anchors (in.)

Number of anchors in tension = n (tension) = 2Number of anchors in shear = n (shear) = 4 Eccentricity of shear force on group of anchors (in.)

CONCRETE FAILURE AREAS (Note e v' must be less than s perpendicular to shear)Do you want to manually input the value of A n? no EDGE DISTANCES AND SPACING

An = 200 An= 3906

Do you want to manually input the value of A v? no c1 = 32.00 c3 = 46.00 s 1 = 0.00 c1 = Av = 2000 c 2 = 28.00 c 4 = 28.00 s 2 = 6.00 c 2 =

Av= 2790 c4 =

c1 = edge

Breakout cone for tension Breakout cone for shear SUMMARY OF RESULTS

f Nn =

f Vn =Nu/(f Nn) + V u/(f Vn) = 0.00 = 0.99 = Nu =

>= Vu =

116.0 kips

Crackingmodificationfactor, Y 7

hef

1.5h ef 1.5h ef

35 o

NU

c

c 2

s 2

c 4

c 2

s 2

c3s 1c1

c 4

c1

1 . 5

c 1 35 o

VU (perpendicular)

1 . 5

c 1 VU (parallel)

Process Industry Practices


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Anchor Bolt Design Spreadsheet Revision 2, November 2003 Output

PIP STE05121January 2003

Company Sheet 1 of 1

Project Project #

Subject

Name Date

Checked by Check Date

BOLT PARAMETERSGrade f y 36 ksi h ef 21.00 in.Size 1 3/4 in. f ut 58 ksi n (tension) 2d o 1.750 in. Ase 1.900 sq. in. n (shear) 4

Ab 4.144 sq. in.

LOAD CONDITIONS REINFORCEMENTLoad Conditions Section 9.2Tensile Load\, Nu 116.0 kips Reinforcement NOT designed to carry tensile loadShear Load, Vu 0.0 kips Reinforcement NOT designed to carry shear load

DESIGN CONSIDERATIONS

Ducitlity NOT req'd for tension Concrete Strength, f' c 3000 psiDucitlity NOT req'd for shear Cracking Modification Factor, Y 7 1.4Low seismic riskEccentricities e N' = 0.00 in. e V' = 0.00 in.

DESIGN FOR TENSION DESIGN FOR SHEARSteel Strength Ns 220.4 kips Vs 211.6 kips

Concrete breakoutstrength of anchor(s) Ncb or N cbg 166.6 kips Vcb or V cbg 108.0 kips

Pullout strength of

anchors (s) nN pn 278.5 kips Vcp 333.2 kipsConcrete sidefaceblowout strenght ofheaded anchor(s)

Nsb or N sbg(governing) NA

SUMMARY OF RESULTSFAILURE AREAS TENSION

Steel Capacity 165.3 kipsTension Shear Concrete Capacity 116.6 kips

c 1 32.00 in. 30.00 in.c 2 28.00 in. 28.00 in. SHEARc 3 46.00 in. Steel Capacity 137.5 kipsc 4 28.00 in. 28.00 in. Concrete Capacity 75.6 kipss 1 0.00 in.s 2 6.00 in. 6.00 in. INTERACTION OF TENSILE AND SHEAR FORCES

An or A v 3906.0 sq. in. 2790.0 sq. in. 116.6 kips = f Nn* >= Nu = 116.0 kips

Calculated Calculated 75.6 kips = f Vn* >= Vu = 0.0 kips

Nu/(f Nn*) + V u/(f Vn

*) = 0.99 + 0.00


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PIP STE05121January 2003

Notes:

1. Determinations concerning fitness for purpose and particular matters or application of the Practiceto particular project or engineering situations should not be made solely on information contained inthese materials. All Practices or guidelines are intended to be consistent with applicable laws andregulations including OSHA requirements. To the extent these Practices or guidelines shouldconflict with OSHA or other applicable laws or regulations, such laws or regulations must befollowed. Consult an appropriate professional before applying or acting on any material containedin or suggested by the Practice.

2. This spreadsheet has been developed utilizing ACI 318-02 Appendix D and PIP STE05121 . It willgive shear and tensile capacities of an anchor or anchor group and the concrete around the anchor

or anchor group. It will also let the user know if the anchor configuration is ductile (refer to PIPSTE05121 , section 6). The user needs to use this spreadsheet in combination with ACI 318-02 Appendix D and PIP STE05121 . This spreadsheet merely saves the user time in laboriouscalculations but is no substitute for the engineers expertise.

3. The spreadsheet works for any number of bolts in tension and/or shear.

4. For 1, 2, or 4 bolts in a rectangular pattern, this spreadsheet will calculate A n and A v. For othernumbers of bolts and bolt patterns, the user needs to calculate and input A n and A v.

5. For tensile loads, if the user has 1, 2, or 4 bolts in a rectangular pattern, the user should provide c 1

through c 4 and s 1 and s 2. For 1 bolt, s 1 and s 2 should be input as 0 (zero). For 2 bolts, either s 1 or

s 2 should be input as 0. Note: Only the bolts in tension shall be considered. If there are bolts inshear only, ignore them.

6. For shear loads c 1, c 2, c 4 and s 2 are required inputs. c 1 could be different for shear than for

tension. Note: Only the bolts in shear shall be considered. If there are bolts in tension only ignorethem. If there is only one bolt (or 2 bolts in line of load), s 2 = 0.

7. If the user is using rebar to resist either tensile or shear loads applied to the anchor, this needs tobe indicated in the spreadsheet. The rebar needs to develop the required strength in accordancewith ACI 318 . See Section 7 of PIP STE05121 .

8. If reinforcement is provided to resist tension, then the concrete breakout strength of the anchor intension will not be used in checking the anchor size. Furthermore, if a ductile material is specifiedfor the anchor, the anchor is automatically ductile in tension.

9. If reinforcement is provided to resist shear, then the concrete breakout strength of the anchor inshear and the concrete pryout strength of the anchor in shear will not be used in checking theanchor size. Furthermore, if a ductile material is specified for the anchor, the anchor isautomatically ductile in shear.

c 2

s 2

c3s 1c1

c 4

Direction of load

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Calculations P

Selected Bolt: 1 3/4 in. F1554 Gr 36 No. of Boltsdo = 1.750 in. Ase = 1.900 sq. in. f y = 36 ksi nt (tension) = 2

hef = 21.0 in. Abrg = 4.144 sq. in. f ut = 58 ksi nv (shear) = 4

Note: Figures in parenthesis and in red refer to equations or paragraphs in ACI 318-02 , Appendix D.

Steel Strength in Tension: Ns = nA se f ut (f ut < 1.9f y and f ut < 125 ksi) = 220.4 kips (D-3)

1. Concrete breakout strength of anchor in tension:

ef max =

21.0 in.se

ef =

21.0 in. (D.5.2.3) AN(calc) = 3906.0 sq. in. Use A N = 3906.0 sq. in. ANo = 9h ef 2 = 3969.0 sq. in. (D-6)

Y 1 = [1/(1 + 2e N'/3h ef )


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Calculations PIPJ

Vb = 7(l/d o)0.2 (d o)

0.5 (f'c)0.5 (c 1)

1.5 = 126.3 kips (D-23)Y 5 = 1/(1 + 2e V'/3c 1) = 1.5c 1] = 0.887 (D-26 [Errata] or D-27)Y 7 = 1.4 (D.6.2.7)

Vcb or V cbg = (AV/AVo )Y 5Y 6Y 7Vb = 108.0 kips (D-20 or D-21) Shear perpendicular to edge


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Calculations PIJ

Supplementary Calculations

Calculation for A n and c maxinput If < 1.5 h ef, 1, else 0 Find c max

Edge distance (c 1) = 32 0 0Edge distance (c 2) = 28 1 28Edge distance (c 3) = 46 0 0Edge distance (c 4) = 28 1 28

Total sides < 1.5 h ef = 2c max * = 28

Anchor spacing (s 1) = 0 Anchor spacing (s 2) = 6

* For pedestals with edge distances on 3 sides less than 1.5h ef , c max is the largest edge distance of those 3 sides. For pedestals with

4 sides less than 1.5h ef , c max is the second largest edge distance less than 1.5h ef . It has been determined that the calculated capacity

of the concrete will decrease by as much as 40% even though A N is being increased if all 4 edge distances are being used. ACI hasbeen contacted about this problem and is working toward revising this portion of the code. The PIP CSA Function Teaam has agreedthat this meets the intent of the code and is conservative.

input If < 1.5 c 1, 1, else 0Edge distance (c 1) = 30 1Edge distance (c 2) = 28 1Edge distance (c 4) = 28 1

Total sides < 1.5 c 1 = 3 Anchor spacing (s 2) = 6

Calculate for A v and c 1(max)

Process Industry Practices Sheet 6 of 10


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Tables

Anchor Material TypeMinimum

SizeMaximum

SizeFyksi

Futksi

Ductile?

1 A307-Type A 4 0 60 Yes2 A307-Type C 4 36 58 Yes3 A36 8 36 58 Yes4 F1554 Gr 36 2 36 58 Yes5 F1554 Gr 55 2 55 75 Yes6 F1554 Gr 105 2 105 125 Yes7 A 193 Gr B7 2.5 105 125 Yes8 A 193 Gr B7 2.51 4 95 115 Yes9 A 193 Gr B7 4.01 7 75 100 Yes

10 A354 Gr BC 4 109 125 Yes11 A354 Gr BD 4 130 150 Yes12 A449 1 92 120 Yes13 A449 1.01 1.5 81 105 Yes14 A449 1.51 3 58 90 Yes

1 A307, Type A, F u = 60 12 A307-Type C, F u = 58 2

3 A36, F u = 58 3 Row = 4 Adequate Reinforcement Provided to Resist Tension Loads in Anchors?4 F1554 Gr 36 4 User's answer = 2 = no5 F1554 Gr 55 5 f y = 366 F1554 Gr 105 6

7 A193 Gr B7 7 f ut = 588 A354 Gr BC 9

9 A354 Gr BD 1010 A449 14

Bolt Type Used: 4 do = 1.75 inchAdequate Reinforcement Provided to Resist Shear Loads in Anchors?

Bolt Diameter: 10 o se brg ef,min User's answer = 2 = no1 1/2 0.500 0.142 0.467 6.02 5/8 0.625 0.226 0.671 7.53 3/4 0.750 0.334 0.911 9.04 7/8 0.875 0.462 1.188 10.55 1 1.000 0.606 1.501 12.06 1 1/8 1.125 0.763 1.851 13.5

7 1 1/4 1.250 0.969 2.237 15.0

Ductile anchor bolt mat'lYes

MUST CHECK CONCRETE for ....1. Concrete breakout strength of anchor (concrete cone)2. Pullout strength of anchor 3. Concrete side-face blowout strength of headed anchor The anchor is NOT automatically DUCTILE for tension and phi factor (D.4.4) = 0.70.

MUST CHECK ....1. Concrete breakout strength of anchor (concrete cone)2. Concrete pryout strength of anchor (backside of anchor)

The anchor is NOT automatically DUCTILE for shear and phi factor (D.4.4) = 0.70.

Process Industry Practices Sheet 7 of 10


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Tables

8 1 3/8 1.375 1.160 2.659 16.59 1 1/2 1.500 1.410 3.118 18.00 1 3/4 1.750 1.900 4.144 21.0 Section 9.21 2 2.000 2.500 5.316 24.0 (D 4.5) 2 Appendix C2 2 1/4 2.250 3.250 6.633 27.0 13 2 1/2 2.500 4.000 8.095 30.04 2 3/4 2.750 4.930 9.703 33.0 15 3 3.000 5.970 11.456 36.0 perpendicular to edge6 4 4.000 11.080 19.923 48.0 (D.6.2.1 (a), (b), or (c)) parallel to edge

* Heavy HexDuctility Required forTension? 2 2

Ductility Required forShear? 2

1 Yes 1 Yes 1 Yes2 No 2 No 2 No

Built-up Grout Pad? 1 Y 7: 41 Yes 1 1.0 1.0 - No edge reinf or edge reinf rebar < #42 No 2 1.2 1.2 - Edge reinf rebar >= #4

3 1.4 1.4 - Edge reinf rebar >=#4 + stirrups @


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Glossary PIP STE05121January 2003

A brg bearing area of the head of stud or anchor bolt, in. 2

A No projected concrete failure area of one anchor, for calculation of strength in tension, when notlimited by edge distance

A N projected concrete failure area of an anchor or group of anchors, for calculation of strength intension

A se effective cross-sectional area of anchor, in. 2

A Vo projected concrete failure area of one anchor, for calculation of strength in shear, when not limitedby corner influences, spacing, or member thickness

A V Projected concrete failure area of an anchor or group of anchors, for calculation of strength inshear

c distance from center of an anchor shaft to the edge of concrete, in.c 1 distance from center of an anchor shaft to the edge of concrete in one direction, in. Where shear

force is applied to anchor, c 1 is in the direction of the shear force. For tension, c 1 is the minimumedge distance.

c 2 distance from center of an anchor shaft to the edge of concrete in the direction orthogonal to c 1, in.

c max the largest of the edge distances that are less than or equal to 1.5h ef , in. (used only for the case of

3 or 4 edges).c min the smallest of the edge distances that are less than or equal to 1.5h ef , in.d o shaft diameter of anchor bolt, in.d u diameter of head of stud or anchor bolt or equivalent diameter of effective perimeter of an added

plate or washer at the head of the anchor, in.e N' eccentricity of normal force on a group of anchors; the distance between the resultant tension load

on a group of anchors and the centroid of the group of anchors loaded in tension, in.e V' eccentricity of shear force on a group of anchors; the distance between the point of shear force

application and the centroid of the group of anchors resisting shear in the direction of the appliedshear, in.

f' c specified compressive strength of concrete, psif ct

specified tensile strength of concrete, psif r modulus of rupture of concrete, psif t calculated tensile stress in a region of a member, psif y specified yield strength of anchor steel, psif ut specified tensile strength of anchor steel, psih thickness of member in which an anchor is anchored measured parallel to anchor axis, in.h ef effective anchor embedment depth, in.k coefficient for basic concrete breakout strength in tensionk cp coefficient for pryout strength load bearing length of anchor for shear, not to exceed 8d o, in.; h ef for anchors with a constant

stiffness over the full length of the embedded section, such as headed studs.

n number of anchors in a groupN b basic concrete breakout strength in tension of a single anchor in cracked concrete, lb.N cb nominal concrete breakout strength in tension of a single anchor, lb.N cbg nominal concrete breakout strength in tension of a group of anchors, lb.N n nominal strength in tension, lb.N p pullout strength in tension of a single anchor in cracked concrete, lb.N pn nominal pullout strength in tension of a single anchor, lb.

Process Industry Practices Page 9 of 10


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Glossary PIP STE05121January 2003

N sb side-face blowout strength of a single anchor, lb.N sbg side-face blowout strength of a group of anchors, lb.N s nominal strength of a single anchor in tension as governed by the steel strength, lb.N u factored tensile load, lb.s anchor center-to-center spacing, in.

s o spacing of the outer anchors along the edge in a group, in.t thickness of washer or plate, in.V b basic concrete breakout strength in shear of a single anchor in cracked concrete, lb.V cb nominal concrete breakout strength in shear of a single anchor, lb.V cbg nominal concrete breakout strength in shear of a group of anchors, lb.V n nominal strength in shear, lb.V p pullout strength in shear of a single anchor in cracked concrete, lb.V pn nominal pullout strength in shear of a single anchor, lb.V sb side-face blowout strength of a single anchor, lb.V sbg side-face blowout strength of a group of anchors, lb.

V s nominal strength of a single anchor in shear as governed by the steel strength, lb.V u factored tensile load, lb.f strength reduction factor Y 1 modification factor, for strength in tension, to account for anchor groups loaded eccentricallyY 2 modification factor, for strength in tension, to account for edge distances smaller than 1.5h ef Y 3 modification factor, for strength in tension, to account for crackingY 4 modification factor, for pullout strength, to account for crackingY 5 modification factor, for strength in shear, to account for anchor groups loaded eccentricallyY 6 modification factor, for strength in shear, to account for edge distances smaller than 1.5h ef Y 7 modification factor, for strength in shear, to account for cracking

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Ste05121_spreadsheet_ Anchor Bolt Design