anchor design example
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ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 1 of 22
Units
ACI 318-02 Pier A.B. DesignSupporting Calculations
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
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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.
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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.
The anchor bolts are 1" dia., A36 Galvanized Bolts with 4x(dia.) edge distance.
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
Note:If the shear force per bolt is less than 3.78 kips, do not use "B" ties.
Tension Anchorage
�Ns 0.75 Ase� fut��� �Ns 27.45kips�
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
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 5 of 22
�Vcb 5.09kips��Vcb 0.7 Vcb���
Vcb 7.27kips�VcbAv
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
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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�
Provide Reinforcement
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
�Ns 0.75 Ase� fut��� �Ns 27.45kips�
A's�Ns
0.9 fy��� A's 0.51 in2
� < 3*0.31
As 0.31 in2���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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
� in��� Vb 4.394kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 3.69kips�
�Vcb 0.7 Vcb��� �Vcb 2.58kips�
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���
Materialsfc 4 ksi���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 8 of 22
Materialsfc 4 ksi���
fy 60 ksi���
Shear DesignAv c3 1.5� c1�� Av 90.75 in2
�
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
� in��� Vb 9.677kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 8.13kips�
�Vcb 0.7 Vcb��� �Vcb 5.69kips�
Bolt Strength
Vs Ase fut� 0.6��� Vs 21.96kips�
�Vs Vs 0.8� 0.65��� �Vs 11.42kips� > �Vcb 2.58kips�
Provide Reinforcement
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���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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
Note:If the shear force per bolt is less than 5.74 kips, do not use "B" ties.
per leg, use 2-#4 shear ties one layer only
Asv
20.168in2
�
Asv 0.34 in2�Asv
�Vs
0.9 fy���
Provide Reinforcement
> �Vcb 5.69kips��Vs 18.16kips��Vs Vs 0.8� 0.65���
Vs 34.92kips�Vs Ase fut� 0.6���
Bolt Strength
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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�
Shear DesignAv c3 1.5� c1�� Av 117.00 in2
�
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���
Materialsfc 4 ksi���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 11 of 22
Note:If the shear force per bolt is less than 7.5 kips, do not use "B" ties.
per leg, use 2-#4 shear ties Asv
20.244in2
�
Asv 0.49 in2�Asv
�Vs
0.9 fy���
Provide Reinforcement
Tensbolt
�Ns
���
���
Vbolt
�Vs
���
���
� 0.48�
> �Vcb 7.39kips��Vs 26.40kips��Vs Vs 0.8� 0.65���
Vs 50.76kips�Vs Ase fut� 0.6���
Bolt Strength
�Vcb 7.39kips��Vcb 0.7 Vcb���
Vcb 10.56kips�VcbAv
Av0
���
����6� �7� Vb���
Vb 13.620 kips�Vb 7l
d0
���
���
0.2� d0� in� fc� psi�
c1
in���
���
1.5
� in���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 12 of 22
Tension Design
�Ns 0.75 Ase� fut��� �Ns 63.45kips�
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
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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�
�Vcb 0.7 Vcb��� �Vcb 12.63kips�
Bolt Strength
Vs Ase fut� 0.6��� Vs 89.64kips�
�Vs Vs 0.8� 0.65��� �Vs 46.61kips� > �Vcb 12.63kips�
Case 7
This example will use a W14 column and a 22"x22" Baseplate.
The anchor bolts are 2" dia., A36 Galvanized Bolts with 4x(dia.) edge distance.
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���
Materialsfc 4 ksi���
fy 60 ksi���
Shear DesignAv c3 1.5� c1�� Av 192.00 in2
�
Av0 4.5 c12
��� Av0 288.00 in2�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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
Note:If the shear force per bolt is less than 12.67 kips, do not use "B" ties.
per leg, use 2-#4 shear ties Asv
20.432in2
�
Asv 0.863in2�Asv
�Vs
0.9 fy���
Provide Reinforcement
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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
W6, Pier 16x16As 0.31 in2
��� 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��
W6, Pier 18x18As 0.31 in2
��� fy 60.00ksi� fc 4.00ksi�
B 18 in���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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���
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 17 of 22
�Vcb 0.7 Vcb��� �Vcb 2.82kips�
Bolt Strength
Vs Ase fut� 0.6��� Vs 11.88kips� �Vs Vs 0.8� 0.65��� �Vs 6.18kips� > �Vcb 2.82kips�
Provide Reinforcement
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
� in��� Vb 4.804kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 4.04kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 18 of 22
Bolt Strength
Vs Ase fut� 0.6��� Vs 21.96kips� �Vs Vs 0.8� 0.65��� �Vs 11.42kips� > �Vcb 3.26kips�
Provide Reinforcement
Asv�Vs
0.9 fy��� Asv 0.21 in2
�Asv
20.11 in2
� per leg, use 1-#4 tie
Note:If the shear force per bolt is less than 3.3 kips, do not use ties
Bolt Tension
�Ns 0.75 Ase� fut��� �Ns 27.45kips� A's�Ns
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"
d0 1.00 in��� Ase 0.61 in2��� c1 4.5 in��� fut 60 ksi���
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
� in��� Vb 5.547kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 4.66kips� �Vcb 0.7 Vcb��� �Vcb 3.26kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 19 of 22
Bolt Strength
Vs Ase fut� 0.6��� Vs 21.96kips� �Vs Vs 0.8� 0.65��� �Vs 11.42kips� > �Vcb 4.41kips�
Provide Reinforcement
Asv�Vs
0.9 fy��� Asv 0.21 in2
�Asv
20.11 in2
� per leg, use 1-#4 tie
Note:If the shear force per bolt is less than 4.48 kips, do not use ties
Bolt Tension
�Ns 0.75 Ase� fut��� �Ns 27.45kips� A's�Ns
0.9 fy��� A's 0.51 in2
�
Bolt Embedment
7.5 in� 17 in�� 2 in�� 26.50 in�
W8, Pier 22"x22"
d0 1.00 in��� Ase 0.61 in2��� c1 5.5 in��� fut 60 ksi���
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
� in��� Vb 7.496kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 6.30kips� �Vcb 0.7 Vcb��� �Vcb 4.41kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
1/20/2003By M. Tan
Sheet No. 20 of 22
Bolt Strength
Vs Ase fut� 0.6��� Vs 34.92kips� �Vs Vs 0.8� 0.65��� �Vs 18.16kips� > �Vcb 4.93kips�
Provide Reinforcement
Asv�Vs
0.9 fy��� Asv 0.34 in2
�Asv
20.17 in2
� per leg, use 1-#4 tie
Note:If the shear force per bolt is less than 4.97 kips, do not use ties
Bolt Tension
�Ns 0.75 Ase� fut��� �Ns 43.65kips� A's�Ns
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"
d0 1.25 in��� Ase 0.97 in2��� c1 5.5 in��� fut 60 ksi���
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
� in��� Vb 8.381kips�
VcbAv
Av0
���
����6� �7� Vb��� Vcb 7.04kips� �Vcb 0.7 Vcb��� �Vcb 4.93kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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�
Provide Reinforcement
Asv�Vs
0.9 fy��� Asv 0.49 in2
�Asv
20.24 in2
� per leg, use 2-#4 ties
Note:If the shear force per bolt is less than 6.44 kips, do not use ties
Bolt Tension
�Ns 0.75 Ase� fut��� �Ns 63.45kips� A's�Ns
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"
d0 1.5 in��� Ase 1.41 in2��� c1 6.5 in��� fut 60 ksi���
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
���
����6� �7� Vb��� Vcb 9.15kips� �Vcb 0.7 Vcb��� �Vcb 6.40kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd
ACI 318-02 Pier A.B. DesignSupporting Calculations
FLUOR DANIEL `
CALCULATIONS and SKETCHES
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�
Provide Reinforcement
Asv�Vs
0.9 fy��� Asv 0.86 in2
�Asv
20.43 in2
� per leg, use 2-#4 ties
Note:If the shear force per bolt is less than 11.0 kips, do not use 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
���
����6� �7� Vb��� Vcb 15.62kips� �Vcb 0.7 Vcb��� �Vcb 10.93kips�
I:\WRK090\215\PRACTICE\Mehmet Shortcuts\Pier and Baseplate\Stl Col Pier AB BPl Des.mcd