Anchor Design Example

ACI 318-02 Pier A.B. DesignSupporting Calculations

FLUOR DANIEL `

CALCULATIONS and SKETCHES

1/20/2003By M. Tan

Sheet No. 1 of 22

Units


GeneralThe calculations contained in this worksheet are supporting calculations for the "Steel Column Pier Anchor Bolt and Base Plate Design" procedure.

Case 1This example will use a W4 column and a 10"x10"x5/8" thk. Baseplate.

The anchor bolts are 3/4" dia., A36 Galvanized Bolts with 5x(dia.) edge distance.

d0 0.75 in�� Ase 0.33 in2��

c1 4.5 in�� fut 60 ksi��

Materialsfc 4 ksi��

fy 60 ksi��

I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd


FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 2 of 22

Tension Anchorage

�Ns 0.75 Ase� fut�� Ns 14.85kips�

A's�Ns

0.9 fy�� A's 0.275in2

�

As 0.31 in2�� for #5 bars, therefore, use #5 bars

Ncb 113.515

1.5��

��

0.9� fy� 2� As�� Ncb 78.68kips� > 2 �Ns� 29.70kips�

Case 2This example will use a W6 column and a 12"x12" Baseplate.

The anchor bolts are 1" dia., A36 Galvanized Bolts with 5x(dia.) edge distance.

d0 1.00 in�� Ase 0.61 in2��

c1 4.5 in�� fut 60 ksi��

Shear DesignAv 9in 6.75� in�� Av 60.75 in2

�

Av0 4.5 in� 4.52� in�� Av0 91.13in2

�

�6 0.7 0.34.56.75

��

��

�� 6 0.90�

�7 1.4��

l 8 d0�� l 0.50 ft�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in�� Vb 5.547kips�

VcbAv

Av0

��

��6� �7� Vb�� Vcb 4.66kips�

�Vcb 0.7 Vcb�� Vcb 3.26kips�

Note:If the shear force per bolt is less than 3.30 kips, do not use "B" ties.



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1/20/2003By M. Tan

Sheet No. 3 of 22

> �Vcb 3.77kips��Vs 11.42kips��Vs Vs 0.8� 0.65��

Vs 21.96kips�Vs Ase fut� 0.6��

Bolt Strength�Vcb 3.77kips��Vcb 0.7 Vcb��

Vcb 5.38kips�VcbAv

Av0

��

��6� �7� Vb��

Vb 6.406kips�Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in��

l 8.00 in�l 8 d0��

�7 1.4��

�6 0.90��6 0.7 0.34.56.75

��

��

��

Av0 91.13in2�Av0 4.5 in� 4.52

� in��

Av 60.75 in2�Av 9in 6.75� in��

Shear Design

fy 60 ksi��

fc 4 ksi��

Materials



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1/20/2003By M. Tan

Sheet No. 4 of 22

Ncb 213.515

2��

��

0.9� fy� 2� As�� Ncb 127.22 kips� > �Ns 27.45kips�

Case 3This example will use a W8x31 column and a 15"x15"x3/4" thk. Baseplate.


d0 1.00 in�� Ase 0.61 in2�� fut 60 ksi��

c1 5.5 in�� c2 5.5 in��

c3 11 in��

Bpl 15 in�� thk 0.75 in��

Bcol 8.2 in�� kcol 0.688 in��

Provide Reinforcement

Asv�Vs

0.9 fy�� Asv 0.21 in2

�

Asv

20.11 in2

� per leg, use#4 ties


Tension Anchorage


A's�Ns

0.9 fy�� A's 0.51 in2

� < 3*0.31

As 0.31 in2�� for #5 bars, therefore, use #5 bars



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1/20/2003By M. Tan

Sheet No. 5 of 22

�Vcb 5.09kips��Vcb 0.7 Vcb��


Av0

��

��6� �7� Vb��

Vb 8.655kips�Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in��

l 0.67 ft�l 8 d0��

�7 1.4��

�6 0.90��6 0.7 0.3c2

1.5c1

��

��

��

Av0 136.13 in2�Av0 4.5 c1

2��

Av 90.75 in2�Av c3 1.5� c1��

Shear Design

Vbolt 1.50kips�VboltV4

��

Tensbolt 18.26kips�TensboltM2

2 9.5 in�( )��

M2 347.00 kips in��M2 M1 P 3.8� in��

(Loads per 9.2)V 6 kips��M1 40 ft� kips��P 35 kips��

Loads

fy 60 ksi��

fc 4 ksi��

Materials



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1/20/2003By M. Tan

Sheet No. 6 of 22

for #5 bars, therefore, use 3-#5 bars

Ncb 8( ) 0.9� fy� As�� Ncb 133.92 kips� > 2 �Ns� 54.90kips�

BaseplateMp Tensbolt 2� in� 1.7�� Mp 62.09kips in��

tplMp 4�

fy Bpl�� tpl 0.53 in� Therefore, use 3/4" thk. Baseplate

WeldingL Bcol Bcol� 2 kcol�� L 15.02 in�

W2 18.26�

14.88 1.5� 0.928�� W 1.76�

Use 1/4" weld min. for 3/4" thk. Baseplate

Bolt Strength

Vs Ase fut� 0.6�� Vs 21.96kips�

�Vs Vs 0.8� 0.65�� Vs 11.42kips� > �Vcb 5.09kips�


Asv�Vs

0.9 fy�� Asv 0.21 in2

�

Asv

20.106in2

� per leg, use 2-#4 shear ties one layer onlyNote:

If the shear force per bolt is less than 5.09 kips, do not use "B" ties.

Tension Anchorage


A's�Ns

0.9 fy�� A's 0.51 in2

� < 3*0.31

As 0.31 in2��



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1/20/2003By M. Tan

Sheet No. 7 of 22

fy 60 ksi��

Shear DesignAv c3 1.5� c1�� Av 36.75 in2

�

Av0 4.5 c12

�� Av0 55.125 in2�

�6 0.7 0.3c2

1.5c1

��

��

�� 6 0.90�

�7 1.4��

l 8 d0�� l 0.67 ft�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��

��6� �7� Vb�� Vcb 3.69kips�


Standard

Steel Column Pier Anchor BoltDesign per ACI 318-02 for W8 Column

Case 4

Criteria: W8 column, fc=4,000 psi, fy=60 ksi, Anchor bolts are A36, Fut=60ksi

How to use the Standard:1- See Table-1 for base plate size and the anchor bolt hole location2- Design anchor bolt size, base plate thickness and welding based on factored load3- Determine shear per bolt. If shear per bolt is less than 5.34 kips, do not use "B" ties.4- Use 12-#5 vertical bars and 25" bolt embedment.5- If pier height is less than 5'-9" do not use cross ties.

d0 1.00 in�� Ase 0.61 in2�� fut 60 ksi��

c1 3.5 in�� c2 3.5 in��

c3 7 in��

Bpl 15 in�� thk 0.75 in��

Bcol 8.2 in�� kcol 0.688 in��




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1/20/2003By M. Tan

Sheet No. 8 of 22


fy 60 ksi��


�

Av0 4.5 c12

�� Av0 136.13 in2�

�6 0.7 0.3c2

1.5c1

��

��

�� 6 0.90�

�7 1.4��

l 8 d0�� l 10.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��

��6� �7� Vb�� Vcb 8.13kips�


Bolt Strength




Asv�Vs

0.9 fy�� Asv 0.21 in2

�

Asv

20.106in2

� per leg, use 2-#4 shear ties one layer only

Case 5This example will use a W10 column and a 17"x17" Baseplate.

The anchor bolts are 1 1/4" dia., A36 Galvanized Bolts with 4x(dia.) edge distance.

d0 1.25 in�� Ase 0.97 in2�� fut 60 ksi��

c1 5.5 in�� c2 5.5 in��

c3 11 in��

Bpl 17 in��



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1/20/2003By M. Tan

Sheet No. 9 of 22

< 3*0.31A's 0.81 in2�A's

�Ns

0.9 fy��

�Ns 43.65kips��Ns 0.75 Ase� fut��

Tension Anchorage


per leg, use 2-#4 shear ties one layer only

Asv

20.168in2

�

Asv 0.34 in2�Asv

�Vs

0.9 fy��




Bolt Strength



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1/20/2003By M. Tan

Sheet No. 10 of 22

fy 60 ksi��

LoadsP 35 kips�� M1 40 ft� kips�� V 6 kips�� (Loads per 9.2)

M2 M1 P 3.8� in�� M2 347.00 kips in��

TensboltM2

2 9.5 in�( )�� Tensbolt 18.26kips�

VboltV4

�� Vbolt 1.50kips�


�

Av0 4.5 c12

�� Av0 190.13 in2�

�6 0.7 0.3c2

1.5c1

��

��

�� 6 0.90�

�7 1.4��

l 8 d0�� l 12.00 in�

As 0.31 in2�� for #5 bars, therefore, use 3-#5 bars

Ncb 8( ) 0.9� fy� As�� Ncb 133.92 kips� > 2 �Ns� 87.30kips�

Development Length

ldevel 15 in��

Embedment

lembed 2 in� ldevel� 4.3 in� 1.5�� lembed 23.45 in�

Case 6

This example will use a W12 column and a 19"x19" Baseplate.

The anchor bolts are 1 1/2" dia., A36 Galvanized Bolts with 4x(dia.) edge distance.

d0 1.50 in�� Ase 1.41 in2�� fut 60 ksi��

c1 6.5 in�� c2 6.5 in��

c3 12 in��

Bpl 19 in��




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1/20/2003By M. Tan

Sheet No. 11 of 22


per leg, use 2-#4 shear ties Asv

20.244in2

�

Asv 0.49 in2�Asv

�Vs

0.9 fy��


Tensbolt

�Ns

��

��

Vbolt

�Vs

��

��

� 0.48�



Bolt Strength

�Vcb 7.39kips��Vcb 0.7 Vcb��


Av0

��

��6� �7� Vb��

Vb 13.620 kips�Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in��



FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 12 of 22

Tension Design


Assume 3 pier reinforcement anchor at each bolt

A's�Ns

0.9 fy�� A's 1.18 in2

�A's3

0.392in2�

As 0.44 in2�� for #6 bars, therefore, use 3-#6 bars

ldevel 18 in��

Anchorage Failure Cone

15.7518

2.5� 3��

��

0.9� fy� 2� As� 246.51 kips� > 2 �Ns� 126.90kips� OK



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1/20/2003By M. Tan

Sheet No. 13 of 22

�6 0.7 0.3c2

1.5c1

��

��

�� 6 0.90�

�7 1.4��

l 8 d0�� l 16.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in�� Vb 21.473 kips�

VcbAv

Av0

��

��6� �7� Vb�� Vcb 18.04kips�


Bolt Strength



Case 7

This example will use a W14 column and a 22"x22" Baseplate.


d0 2.00 in�� Ase 2.49 in2�� fut 60 ksi��

c1 8.0 in�� c2 8.0 in��

c3 16 in��

Bpl 22 in��


fy 60 ksi��


�

Av0 4.5 c12

�� Av0 288.00 in2�



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1/20/2003By M. Tan

Sheet No. 14 of 22

OK> 2 Vs� 179.28kips�25.29

2.5� 3��

��

0.9� fy� 2� As� 439.84 kips�

Anchorage Failure Cone

< 3 As� 2.37 in2�A's 2.08 in2

�A's�Ns

0.9 fy��

As 0.79 in2��

Assume 3-#8 pier reinforcement anchor at each bolt

�Ns 112.05 kips��Ns 0.75 Ase� fut��

Tension Design


per leg, use 2-#4 shear ties Asv

20.432in2

�

Asv 0.863in2�Asv

�Vs

0.9 fy��




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1/20/2003By M. Tan

Sheet No. 15 of 22

d 15.5 in��

T 4 As� 0.9� fy�� T 66.96kips�

aT

B fc� 0.85�� a 1.09 in�

M da2

��

��

T�� M 83.44ft kip��

W8, Pier 22x22As 0.31 in2

�� fy 60.00ksi� fc 4.00ksi�

B 22 in�� d 19.5 in��

T 4 As� 0.9� fy�� T 66.96kips�

aT

B fc� 0.85�� a 0.90 in�

M da2

��

��

T�� M 106.31 ft kip��

Pier Moment Capacities


�� fy 60.00ksi� fc 4.00ksi�

B 16 in�� d 13.5 in��

T 3 As� 0.9� fy�� T 50.22kips�

aT

B fc� 0.85�� a 0.92 in�

M da2

��

��

T�� M 54.57ft kip��


�� fy 60.00ksi� fc 4.00ksi�

B 18 in��



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1/20/2003By M. Tan

Sheet No. 16 of 22

T 5 As� 0.9� fy�� T 118.80 kips�

aT

B fc� 0.85�� a 1.25 in�

M da2

��

��

T�� M 246.27 ft kip��

W14, Pier 34x34As 0.79 in2

�� fy 60.00ksi� fc 4.00ksi�

B 34 in�� d 31.5 in��

T 5 As� 0.9� fy�� T 213.30 kips�

aT

B fc� 0.85�� a 1.85 in�

M da2

��

��

T�� M 543.51 ft kip��

W10, Pier 24x24As 0.44 in2

�� fy 60.00ksi� fc 4.00ksi�

B 24 in�� d 21.5 in��

T 5 As� 0.9� fy�� T 118.80 kips�

aT

B fc� 0.85�� a 1.46 in�

M da2

��

��

T�� M 205.64 ft kip��

W12, Pier 28x28As 0.44 in2

�� fy 60.00ksi� fc 4.00ksi�

B 28 in�� d 25.5 in��



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1/20/2003By M. Tan

Sheet No. 17 of 22


Bolt Strength

Vs Ase fut� 0.6�� Vs 11.88kips� �Vs Vs 0.8� 0.65�� Vs 6.18kips� > �Vcb 2.82kips�


Asv�Vs

0.9 fy�� Asv 0.11 in2

�Asv

20.06 in2

� per leg, use 1-#4 tie per bolt

Note:If the shear force per bolt is less than 2.84 kips, do not use ties

Bolt Tension

�Ns 0.75 Ase� fut�� Ns 14.85kips� A's�Ns

0.9 fy�� A's 0.28 in2

�

Bolt Embedment

4.25 in� 17 in�� 2 in�� 23.25 in� Use 24" embedment

Pier Design for 3 ksi Concrete fc 3 ksi�� fy 60 ksi��

A36 Bolts, Fut 60 ksi��

W4, Pier 16"x16"

d0 0.75 in�� Ase 0.33 in2�� c1 4.5 in�� fut 60 ksi��

Av 9in 6.75� in�� Av 60.75 in2� Av0 4.5 in� 4.52

� in�� Av0 91.13in2�

�6 0.7 0.34.56.75

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 6.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��

��6� �7� Vb�� Vcb 4.04kips�



FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 18 of 22

Bolt Strength



Asv�Vs

0.9 fy�� Asv 0.21 in2

�Asv

20.11 in2

� per leg, use 1-#4 tie


Bolt Tension


0.9 fy�� A's 0.51 in2

�

Bolt Embedment

4.5 in� 17 in�� 2 in�� 23.50 in� Use 24" embedment

W6, Pier 18"x18"


Av 9in 6.75� in�� Av 60.75 in2� Av0 4.5 c1

2�� Av0 91.13in2

�

�6 0.7 0.34.56.75

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 8.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��

��6� �7� Vb�� Vcb 4.66kips� �Vcb 0.7 Vcb�� Vcb 3.26kips�



FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 19 of 22

Bolt Strength



Asv�Vs

0.9 fy�� Asv 0.21 in2

�Asv

20.11 in2



Bolt Tension


0.9 fy�� A's 0.51 in2

�

Bolt Embedment

7.5 in� 17 in�� 2 in�� 26.50 in�

W8, Pier 22"x22"


Av 11 in�( ) 1.5� c1�� Av 90.75 in2� Av0 4.5 c1

2�� Av0 136.13 in2

�

�6 0.7 0.35.58.25

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 8.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��




FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 20 of 22

Bolt Strength



Asv�Vs

0.9 fy�� Asv 0.34 in2

�Asv

20.17 in2



Bolt Tension


0.9 fy�� A's 0.81 in2

� < 3 0.31 in2�� 0.93 in2

�

Bolt Embedment

6.375 in� 17 in�� 2 in�� 25.375 in�

W10, Pier 24"x24"


Av 11 in�( ) 1.5� c1�� Av 90.75 in2� Av0 4.5 c1

2�� Av0 136.13 in2

�

�6 0.7 0.35.58.25

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 10.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5


VcbAv

Av0

��




FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 21 of 22

Bolt Strength

Vs Ase fut� 0.6�� Vs 50.76kips� �Vs Vs 0.8� 0.65�� Vs 26.40kips�


Asv�Vs

0.9 fy�� Asv 0.49 in2

�Asv

20.24 in2

� per leg, use 2-#4 ties


Bolt Tension


0.9 fy�� A's 1.18 in2

� < 3 0.44 in2�� 1.32 in2

�

Bolt Embedment

7.5 in� 20 in�� 2 in�� 29.50 in�

W12, Pier 28"x28"


Av 12 in�( ) 1.5� c1�� Av 117.00 in2� Av0 4.5 c1

2�� Av0 190.13 in2

�

�6 0.7 0.36.59.75

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 12.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in�� Vb 11.795 kips�

VcbAv

Av0

��




FLUOR DANIEL `


1/20/2003By M. Tan

Sheet No. 22 of 22

Bolt Strength

Vs Ase fut� 0.6�� Vs 89.64kips� �Vs Vs 0.8� 0.65�� Vs 46.61kips�


Asv�Vs

0.9 fy�� Asv 0.86 in2

�Asv

20.43 in2

� per leg, use 2-#4 ties


Bolt Tension

�Ns 0.75 Ase� fut�� Ns 112.05 kips� A's�Ns

0.9 fy�� A's 2.08 in2

� < 3 0.79 in2�� 2.37 in2

�

Bolt Embedment

12 in� 33 in�� 2 in�� 47.00 in�

W14, Pier 34"x34"

d0 2.0 in�� Ase 2.49 in2�� c1 8 in�� fut 60 ksi��

Av 16 in�( ) 1.5� c1�� Av 192.00 in2� Av0 4.5 c1

2�� Av0 288.00 in2

�

�6 0.7 0.3812

��

��

�� 6 0.90� �7 1.4��

l 8 d0�� l 16.00 in�

Vb 7l

d0

��

��

0.2� d0� in� fc� psi�

c1

in��

��

1.5

� in�� Vb 18.596 kips�

VcbAv

Av0

��



Anchor Design Example

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