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Project : Alberta OilSand

Job No : 1234567

Doc No : 1234567

Calculation Sheet Subject : Headed Anchor Bolt Design ACI 318-11

ANCHOR BOLT DESIGN Combined Tension and Shear

Anchor bolt design based on

ACI 318-11 Building Code Requirements for Structural Concrete and Commentary Appendix D

PIP STE05121 Anchor Bolt Design Guide-2006

Anchor Bolt Data

= 2.00 [kips] = 8.9

Factored shear = 3.00 [kips] = 13.3

Concrete strength = 4.0 [ksi] = 27.6

Anchor bolt material

Anchor tensile strength = 58 [ksi] = 400

Anchor is ductile steel element

Anchor bolt diameter = [in] = 19.1

Bolt sleeve diameter = 2.0 [in]

Bolt sleeve height = 7.0 [in]

min required

Anchor bolt embedment depth = 12.0 [in] 9.0 OK

Concrete thickness = 15.0 [in] 15.0 OK

= 100.0 [in] 4.5 OK

= 5.0 [in] 4.5 OK

= 100.0 [in] 4.5 OK

= 5.0 [in] 4.5 OK

Yes

= 12.00 [in] 9.0 OK

Anchor head type = ?

Anchor effective cross sect area = 0.334

Bearing area of head = 0.654

Bearing area of custom head = 2.700 not applicable

Bolt 1/8" (3mm) corrosion allowance = ?

Supplementary reinforcement

For tension = Condition B

For shear = Condition B ?

Provide built-up grout pad ? = ?

Concrete cracking = ?

Seismic design category SDC >= C = ?

Anchor bolt load E <= 0.2U Tensile = ? Shear =

Anchor bolt satisfies option Tensile = ? Shear =

set Nu = 0 if it's compression

Factored tension for design Nu

Vu

f'c

futa

da

ds

hs

hef

ha

Bolt edge distance c1 c1

Bolt edge distance c2 c2

Bolt edge distance c3 c3

Bolt edge distance c4 c4

ci > 1.5hef for at least two edges to avoid reducing of hef when Nu > 0

Adjusted hef for design hef

Ase [in2]

Abrg [in2]

Abrg [in2]

Yc,V

Strength reduction factors

Anchor reinforcement = 0.75

Anchor rod - ductile steel = 0.75 = 0.65

Concrete = 0.70 Cdn-B = 0.70

Assumptions

1. Concrete is cracked

2. Condition B - no supplementary reinforcement provided

3. Load combinations shall be per ACI 318-11 9.2

CONCLUSION

Anchor Rod Embedment, Spacing and Edge Distance

Overall ratio = 0.97

Tension

Anchor Rod Tensile Resistance ratio = 0.14

Conc. Tensile Breakout Resistance ratio = 0.28

Anchor Pullout Resistance ratio = 0.18

Side Blowout Resistance ratio = 0.00

Shear

Anchor Rod Shear Resistance ratio = 0.50

Conc. Shear Breakout Resistance - Perpendicular To Edge ratio = 0.89

Conc. Shear Breakout Resistance - Parallel To Edge ratio = 0.34

Conc. Pryout Shear Resistance ratio = 0.21

Tension Shear Interaction

Tension Shear Interaction ratio = 0.97

Seismic Design

Tension Applicable

Option 1 is NOT satisfied

Seismic SDC>=C and E>0.2U , Option 1 is selected to satisfy additional seismic requirements as per D.3.3.4.3

Shear Applicable

Seismic SDC>=C and E>0.2U , Option 3 is selected to satisfy additional seismic requirements as per D.3.3.5.3

fs

ft,s fv,s

ft,c fv,c

4. Tensile load acts through center of bolt group Yec,N =1.0

5. Shear load acts through center of bolt group Yec,V =1.0

CALCULATION

Anchor Rod Tensile = = 14.53

Resistance ratio = 0.14 >

Conc. Tensile Breakout Resistance

= = 63.65

Projected conc failure area = = 18.0

= = 360.0

= = 1296.0

= = 360.0

Min edge distance = = 5.0

Eccentricity effects = 1.0 for no eccentric load

Edge effects = = 0.78

Concrete cracking = 1.00 for cracked concrete

Concrete splitting = 1.0 for cast-in anchor

Concrete breakout resistance = = 9.69

Seismic design strength reduction = x 0.75 applicable = 7.27

ratio = 0.28 >

Anchor Pullout Resistance

Single bolt pullout resistance = = 20.93

= = 14.65

Seismic design strength reduction = x 0.75 applicable = 10.99

ratio = 0.18 >

= 1.00 for cracked concrete

= 0.70 pullout strength is always Condition B

Side Blowout Resistance

c = = 5.0

Check if side blowout applicable = 12.0 [in]

< 2.5c side bowout is NOT applicable

SB resistance = = 0.00

Edge reduction factor = = 1.00

SB resistance after edge reduction = 0.00

Seismic design strength reduction = x 0.75 applicable = 0.00

ratio = 0.00 >

f t,s Nsa f t,s Ase futa

Nu

Nb

1.5hef

ANc [min(c1,1.5hef)+min(c3,1.5hef)] x

[min(c2,1.5hef)+min(c4,1.5hef)]

ANco 9 hef2

ANc min ( ANc, 1x ANco )

cmin min( c1, c2, c3, c4 )

Ψec,N

Ψed,N min[ (0.7+0.3cmin/1.5hef), 1.0 ]

Ψc,N

Ψcp,N

ft,c Ncb

Nu

Np 8 Abrg fc'

f t,c Npn f t,c Ψc,p Np

Nu

Ψc,p

f t,c

min ( c1, c2, c3, c4 )

hef

ft,c Nsb

( 1+ ca2 / ca1 ) / 4

Nu

Govern Tensile Resistance = = 7.27

Anchor Rod Shear = = 7.56

Resistance

Reduction due to built-up grout pads = x 0.8 , applicable = 6.04

ratio = 0.50 >

Conc. Shear Breakout Resistance - Perpendicular To Edge

Bolt edge distance = = 100.0

= Yes

Bolt edge distance - adjusted = ca1 needs to be adjusted = 10.0

= = 15.0

= = 150.0

= = 450.0

= = 150.0

= = 6.0

= = 18.38

= = 18.00

= = 18.00

Eccentricity effects = 1.0 shear acts through center of group

Edge effects = = 0.80

Concrete cracking = concrete is cracked = 1.00

Member thickness = = 1.00

Conc shear breakout = = 3.36

resistance - perpendicular to edge

ratio = 0.89 >

Conc. Shear Breakout Resistance - Parallel To Edge

Nr min( fNsa, fNcb, fNpn, fNsb)

Note: Anchor bolt sleeve portion must be tape wrapped and grouted to resist shear

f v,s Vsa f v,s 0.6 Ase futa

Vu

ca1 c1

Limiting ca1 when anchors are influenced by 3 or more edges

ca1

1.5ca1

AVc [min(c2,1.5c1) + min(c4,1.5c1)] x

min(1.5c1, ha)

AVco 4.5ca12

AVc min ( AVc, 1 x AVco )

le min( 8da , hef )

Vb1

Vb2

Vb min( Vb1 , Vb2 )

Ψec,v

Ψed,v min[ (0.7+0.3c2/1.5c1), 1.0 ]

Ψc,v

Ψh,v max[ (sqrt(1.5c1 / ha) , 1.0 ]

fv,cVcb

Vu

Bolt edge distance = = 5.0

= No

Bolt edge distance - adjusted = ca1 needs NOT to be adjusted = 5.0

= = 7.5

= = 112.5

= = 112.5

= = 112.5

= = 6.0

= = 6.50

= = 6.36

= = 6.36

Eccentricity effects = 1.0 shear acts through center of group

Edge effects = = 1.00

Concrete cracking = concrete is cracked = 1.00

Member thickness = = 1.00

Conc shear breakout = 2 x = 8.91

resistance - parallel to edge

ratio = 0.34 >

Conc. Pryout Shear Resistance

= 2.0

Factored shear pryout resistance = = 19.39

= 0.70 pryout strength is always Condition B

Seismic design strength reduction = x 0.75 applicable = 14.54

ratio = 0.21 >

Govern Shear Resistance = = 3.36

Tension Shear Interaction

Yes

= 1.17

ratio = 0.97 < 1.2

Seismic Design

Tension Applicable

Steel and concrete-governed = 23.25 [kips] = 13.85

nominal strength = 20.93 [kips] = 0.00

ca1 min(c2 , c4)

Limiting ca1 when anchors are influenced by 3 or more edges

ca1

1.5ca1

AVc [min(c1,1.5ca1) + min(c3,1.5ca1)] x

min(1.5ca1, ha)

AVco 4.5ca12

AVc min ( AVc, 1x AVco )

le min( 8da , hef )

Vb1

Vb2

Vb min( Vb1 , Vb2 )

Ψec,v

Ψed,v

Ψc,v

Ψh,v max[ (sqrt(1.5ca1 / ha) , 1.0 ]

fv,cVcb-p

Vu

kcp

fv,c Vcp fv,c kcp Ncbg

f v,c

Vu

Vr min ( fVsa, fVcb, fVcb-p, fVcp )

Check if Nu >0.2f Nn and Vu >0.2f Vn

Nu / f Nn + Vu / f Vn

1.2Nsa Ncb

Npn Nsb

= 0.14 = 0.09

< 0.14

Option 1 is NOT satisfied

Seismic SDC>=C and E>0.2U , Option 1 is selected to satisfy additional seismic requirements as per D.3.3.4.3

Shear Applicable

Seismic SDC>=C and E>0.2U , Option 3 is selected to satisfy additional seismic requirements as per D.3.3.5.3

Nu / min( Ncb, Npn, Nsb ) Nu / 1.2Nsa

Alberta OilSand Eng : D Wu P Eng.

1234567 Chk : D Wu P Eng.

1234567 Date : 2/10/2015

Headed Anchor Bolt Design ACI 318-11 Rev : 1

1 of 6 Page No

starts from

Code Abbreviation 12

ACI 318-11

PIP STE05121

Code Reference

[kN]

[kN]

[MPa]

[MPa] ACI 318-11

D.1

[mm] PIP STE05121

Page A -1 Table 1

Page A -1 Table 1

Page A -1 Table 1

ACI 318-11

D.5.2.3

D.5.2.3

D.4.3 (c)

D.6.2.7

D.6.1.3

D.5.2.6, D5.3.6, D.6.2.7

D.3.3.1

? D.3.3.4.1 & D.3.3.5.1

? D.3.3.4.3 & D.3.3.5.3

2 of 6

Code Reference

ACI 318-11

D.5.2.9 & D.6.2.9

D.4.3 (a)

Cdn-B D.4.3 (c)

D.5.2.6, D5.3.6, D.6.2.7

D.4.3 (c)

D.4.3

D.5.2.4

D.6.2.5

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

OK

NG D.3.3.4

OK D.3.3.5

3 of 6

Code Reference

ACI 318-11

[kips] D.5.1.2 (D-2)

OK

[kips] D.5.2.2 (D-6)

D.5.2.2 (D-7)

[in]

D.5.2.1 (D-5)

D.5.2.1

[in]

D.5.2.4

D.5.2.5

D.5.2.6

D.5.2.7

[kips] D.5.2.1 (D-4)

[kips] D.3.3.4.4

OK

[kips] D.5.3.4 (D-14)

[kips] D.5.3.1 (D-13)

[kips] D.3.3.4.4

OK

D.5.3.6

D.4.3(c)

[in]

D.5.4.1

[kips] D.5.4.1 (D-16)

D.5.4.1

[kips]

[kips] D.3.3.4.4

OK

4 of 6

[in2]

[in2]

[in2]

Code Reference

[kips] ACI 318-11

[kips] D.6.1.2 (b) (D-29)

[kips] D.6.1.3

OK

[in]

D.6.2.4

[in] D.6.2.4

[in]

D.6.2.1

D.6.2.1 (D-32)

D.6.2.1

[in] D.6.2.2

[kips] D.6.2.2 (D-33)

[kips] D.6.2.2 (D-34)

[kips] D.6.2.2

D.6.2.5

D.6.2.6

D.6.2.7

D.6.2.8

[kips] D.6.2.1 (D-31)

OK

5 of 6

Code Reference

ACI 318-11

[in2]

[in2]

[in2]

[in]

D.6.2.4

[in] D.6.2.4

[in]

D.6.2.1

D.6.2.1 (D-32)

D.6.2.1

[in] D.6.2.2

[kips] D.6.2.2 (D-33)

[kips] D.6.2.2 (D-34)

[kips] D.6.2.2

D.6.2.5

D.6.2.1 (c)

D.6.2.7

D.6.2.8

[kips] D.6.2.1 (D-31)

D.6.2.1 (c)

OK

D.6.3.1

[kips] D.6.3.1 (D-41)

D.4.3 (c)

[kips] D.3.3.4.4

OK

[kips]

D.7.1 & D.7.2

D.7.3 (D-42)

OK

6 of 6

Code Reference

NG ACI 318-11

[kips]

[kips]

[in2]

[in2]

[in2]

NG

OK

Mine Salaried PersonnelYear 1 2 3 4 5 6OperationsMining Manager Mine Superintendent General Mine Foreman Mine Shift Foreman BlasterDispatcher Training Foreman Production/Mine Clerk SecretarySalaried Open Pit Operations Total MaintenanceMaintenance Superintendent Maintenance Planner Mechanical/Industrial Engineer Mine Maintenance Foreman Mechanical Foreman Electrical Foreman Mine Maintenance Trainer Maintenance Clerk Salaried Mine Maintenance Total EngineeringChief Engineer Senior Mine Planning Engineer (Long term)Planning Engineer (Short Term) Pit Engineer Geotechnical Engineer Blasting EngineerEnv./Water Management Eng.Mining Engineering technician Mine Surveyor Salaried Mine Engineering Total GeologyChief Geologist Senior Geologist (Long Term) Geologist Grade Control Geologist Salaried Geology Total Total Salaried Personnel OperationsShovel Operators Loader OperatorsHaul Truck Operators

Drill Operators Dozer Operators Grader Operators Water Truck Operator/ Snow Plow/ Sanding Other Auxiliary EquipmentGeneral Labour Janitor Dewatering Hourly Open Pit Operations Total Field MaintenanceField Gen MechanicsField WelderField Electrician Shovel Mechanics Shop MaintenanceShop ElectricianShop Mechanic Mechanic Helper Welder-machinist Lube/Service Truck Electronics Technician Tool Crib Attendant JanitorMillwright Hourly Mine Maintenance Total Hourly Personnel Total

7 8 9 10 11 12 13 14 15

Flow Characteristics Jan Feb Mar Apr May Jun Jul

Monthly Maximum Daily flow m3/sec

Monthly Minimum Daily flow m3/sec

Monthly Mean Daily flow m3/sec

Aug Sep Oct Nov Dec