Project Job Ref.

Section Sheet no./rev.

1

Calc. by

S

Date

7/27/2015

Chk'd by Date App'd by Date

ANCHOR BOLT DESIGN

In accordance with ACI318-11

Tedds calculation version 2.0.15

Anchor bolt geometry

Type of anchor bolt; Cast-in headed end bolt anchor

Diameter of anchor bolt; da = 2.5 in

Number of bolts in x direction; Nboltx = 2

Number of bolts in y direction; Nbolty = 3

Total number of bolts; ntotal = (Nboltx 2) + (Nbolty - 2) 2 = 6

Total number of bolts in tension; ntens = (NboltN 2) + (Nbolty - 2) = 3

Spacing of bolts in x direction; sboltx = 22 in

Spacing of bolts in y direction; sbolty = 11 in

Number of threads per inch; nt = 4.5

Effective cross-sectional area of anchor; Ase = / 4 (da - 0.9743 in / nt)2 = 4.095 in2

Embedded depth of each anchor bolt; hef = 30 in

Foundation geometry

Member thickness; ha = 36 in

Dist center of baseplate to left edge foundation; xce1 = 24 in

Dist center of baseplate to right edge foundation; xce2 = 24 in

Dist center of baseplate to bot. edge foundation; yce1 = 24 in

Dist center of baseplate to top edge foundation; yce2 = 24 in

Material details

Minimum yield strength of steel; fya = 36 ksi

Nominal tensile strength of steel; futa = 58 ksi

Compressive strength of concrete; fc = 5 ksi

Concrete modification factor; = 1.00

Modification factor for cast-in anchor concrete failure

a = 1.0 = 1.00

Strength reduction factors

Tension of steel element; t,s = 0.75

Shear of steel element; v,s = 0.65

Concrete tension; t,c = 0.75

Concrete shear; v,c = 0.75

Concrete tension for pullout; t,cB = 0.70

Concrete shear for pryout; v,cB = 0.70

Anchor forces

Number of bolt rows in tension; NboltN = 1

Axial force in bolts for row 1; N1 = 20.00 kips

Total axial force on bolt group; NR = 20.00 kips

Maximum axial force to single bolt; Nmax,s = 6.67 kips

Eccentricity of axial load (from bolt group centroid); eN = 0.00 in

Shear force applied to bolt group; V = 20.00 kips

Project Job Ref.

Section Sheet no./rev.

2

Calc. by

S

Date

7/27/2015

Chk'd by Date App'd by Date

Steel strength of anchor in tension (D.5.1)

Nominal strength of anchor in tension; Nsa = Ase futa = 237.53 kips

Steel strength of anchor in tension; Nsa = t,s Nsa = 178.15 kips

PASS - Steel strength of anchor exceeds max tension in single bolt

Check concrete breakout strength of anchor bolt in tension (D.5.2)

1' 1.0

"2

11.0

"1' 1

.0"

1' 1.0" 1' 10.0" 1' 1.0"

Plan on foundation

AA

Concrete breakout - tension

20 kips

20 kips

4'

3' 2

' 6"

Section A-A

The anchors are located at less than 1.5hef from 4 edges. Therefore the effective embedded depth has to be limited to

8.67" in accordance with D.5.2.3

Limiting embedded depth; hef,lim = 8.67 in

Coeff for basic breakout strength in tension; kc = 24

Breakout strength for single anchor in tension; Nb = kc a (f'c 1 psi) hef,lim1.5 1 in0.5 = 43.30 kips

Projected area for groups of anchors; ANc = 1248 in2

Projected area of a single anchor; ANco = 9 hef,lim2 = 676 in2

Min dist center of anchor to edge of concrete; ca,min = 13 in

Mod factor for groups loaded eccentrically; ec,N = min(1 / (1 + ((2 e'N) / (3 hef,lim))), 1) = 1.000

Modification factor for edge effects; ed,N = 1.0 = 1.000

Modification factor for no cracking at service loads; c,N = 1.000

Modification factor for cracked concrete; cp,N = 1.000

Nominal concrete breakout strength; Ncbg = ANc / ANco ed,N c,N cp,N Nb = 79.94 kips

Concrete breakout strength; Ncbg = t,c Ncbg = 59.95 kips

PASS - Breakout strength exceeds tension in bolts

Pullout strength (D.5.3)

Net bearing area of the head of anchor; Abrg = 8 in2

Mod factor for no cracking at service loads; c,P = 1.000

Pullout strength for single anchor; Np = 8 Abrg f'c = 320.00 kips

Nominal pullout strength of single anchor; Npn = c,P Np = 320.00 kips

Pullout strength of single anchor; Npn = t,cB Npn = 224.00 kips

PASS - Pullout strength of single anchor exceeds maximum axial force in single bolt

Side face blowout strength (D.5.4)

As hef

Project Job Ref.

Section Sheet no./rev.

3

Calc. by

S

Date

7/27/2015

Chk'd by Date App'd by Date

Steel strength of anchor in shear (D.6.1)

Built-up grout pads are not used so nominal strength will be multiplied by 1.0 (D.6.1.3)

Effective number of anchors in shear; NboltV = 6

Nom strength of anchor in shear; Vsa = NboltV 0.6 Ase futa = 855.10 kips

Steel strength of anchor in shear; Vsa = v,s Vsa = 555.82 kips

PASS - Steel strength of anchor exceeds shear in bolts

Concrete breakout strength in shear perpendicular to edge - Case 2. All shear resisted by rear bolts (D.6.2)

1' 1.0

"2

11.0

"1' 1

.0"

1' 1.0" 1' 10.0" 1' 1.0"

Plan on foundation

AA

Concrete breakout - shear

20 kips

20 kips

4'3' 2

' 6"

Section A-A

The anchors are influenced by three or more edges where any edge distance is less than 1.5ca1 so value of ca1 is

limited to c'a1

Bolt offset for limiting shear; xV,r = 11.00 in

Limiting edge distance; ca1 = 24 in

Applied shear; Vapp = V = 20.00 kips

Edge distance x for shear near corner; ca1 = 35 in

Edge distance y for shear near corner; ca2 = min(yce1, yce2) - (((Nbolty - 1)/2) sbolty) = 13 in

Load bearing length of anchor; le = min(hef, 8 da) = 20 in

Basic concrete breakout strength; Vb1 = 7 (le / da)0.2 (da) a (f'c 1psi) (c'a1)1.5 = 139.47 kips

Vb2 = 9 a (f'c 1psi 1 in) (c'a1)1.5 = 74.82 kips

Basic concrete breakout strength; Vb = Min(Vb1, Vb2) = 74.82 kips

Projected area of a single anchor; AVco = 4.5 c'a12 = 2592 in2

Projected area of a group of anchors; AVc = 1728 in2

Mod factor for edge effect; ed.V = 0.7 + 0.3 ca2 / (1.5 c'a1) = 0.808

Eccentricity of loading; eV = 0 in

Modification factor of eccentric loading; ec,V = min(1, 1 / (1 + ((2 e'V) / (3 c'a1)))) = 1.000

Modification factor for cracking; c,V = 1.000

Modification factor for edge distance; h,V = 1.0 = 1.000

Nominal concrete break out strength in shear; Vcbg = AVc / AVco ec,V ed,V c,V h,V Vb = 40.32 kips

Concrete break out strength in shear; Vcbg = v,c Vcbg = 30.24 kips

PASS - Shear breakout perpendicular to edge strength exceeds shear in bolts

Project Job Ref.

Section Sheet no./rev.

4

Calc. by

S

Date

7/27/2015

Chk'd by Date App'd by Date

Concrete breakout strength in shear parallel to edge - Case 2. All shear resisted by rear bolts (D.6.2)

1' 1.0

"2

11.0

"1' 1

.0"

1' 1.0" 1' 10.0" 1' 1.0"

Plan on foundation

AA

Concrete breakout - side shear

20 kips

20 kips

4'

3' 2

' 6"

Section A-A

The anchors are influenced by three or more edges where any edge distance is less than 1.5ca1,p so value of ca1,p is

limited to c'a1,p

Bolt offset for limiting shear; yV,r,p = 11.00 in

Limiting edge distance; ca1,p = 24 in

Applied shear; Vapp = V = 20.00 kips

Edge distance x for shear near corner; ca1,p = 35 in

Edge distance y for shear near corner; ca2,p = min(xce1, xce2) - (((Nboltx - 1)/2) sboltx) = 13 in

Load bearing length of anchor; le = min(hef, 8 da) = 20 in

Basic concrete breakout strength; Vb,p1 = 7 (le / da)0.2 (da) a (f'c 1psi) (c'a1,p)1.5 = 139.47 kips

Vb,p2 = 9 a (f'c 1psi 1in) (c'a1,p)1.5 = 74.82 kips

Basic concrete breakout strength; Vb,p = Min(Vb,p1, Vb,p2) = 74.82 kips

Projected area of a single anchor; AVco,p = 4.5 c'a1,p2 = 2592 in2

Projected area of a group of anchors; AVc,p = 1728 in2

Mod factor for edge effect; ed,V,p = 1.000

Eccentricity of loading; eV,p = 0 in

Modification factor of eccentric loading; ec,V,p = min(1, 1 / (1 + ((2 e'V,p) / (3 c'a1,p)))) = 1.000

Modification factor for cracking; c,V = 1.000

Modification factor for edge distance; h,V,p = 1.0 = 1.000

Nominal concrete break out strength in shear; Vcbg,p = 2 AVc,p / AVco,p ec,V,p ed,V,p c,V h,V,p Vb,p = 99.77 kips

Concrete break out strength in shear; Vcbg,p = v,c Vcbg,p = 74.82 kips

PASS - Shear breakout strength parallel to edge exceeds shear in bolts

Pryout strength of anchor in shear (D.6.3)

Coefficient of pryout strength; kcp = 2.0

Nominal pryout strength of anchor in shear; Vcpg = kcp Ncbg = 159.87 kips

Pryout strength of anchor in shear; Vcpg = v,cB Vcpg = 111.91 kips

PASS - Pryout strength of anchor exceeds shear in bolts

Interaction of tensile and shear forces

Critical design strength in tension; Nn = Ncbg = 59.95 kips

Critical applied tensile force; Nua = NR = 20.00 kips

Project Job Ref.

Section Sheet no./rev.

5

Calc. by

S

Date

7/27/2015

Chk'd by Date App'd by Date

Nua / Nn = 0.334

Critical design strength in shear; Vn = Vcbg,r = 30.24 kips

Critical applied shear force; Vua = abs(V) = 20.00 kips

Vua / Vn = 0.661

Vua / Vn > 0.2 and Nua / Nn > 0.2,

Interaction check in accordance is with D.7.3 required

Interaction; Ib = Nua / Nn + Vua / Vn = 0.995

PASS - interaction of forces is less than or equal to 1.2

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