baseplate & anchor bolts design

7/23/2019 Baseplate & Anchor Bolts Design

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File name: X:\ 2242_Al Rakha_Al Mamoura School\Type CAN-201 Shade Structure for Pedestrian Path\rev1\ 201 Baseplate & Anchor Bolts P1.cnx

Steel connections

Detailed report _________________________________________________________________________________________________________________________

___________________________________________________________________________________

Connection name : Fixed biaxial BP

Connection ID : 1 ___________________________________________________________________________________

Family: Column - Base (CB)

Type: Base plate

Description: 2242

GENERAL INFORMATION

Connector

MEMBERSColumn

Column type : Prismatic member

Section : CHS 219.1x14.27

Material : A53 GrB

CONNECTOR

Base plate

Position on the support : Center

N: Longitudinal dimension : 350 mm

B: Transversal dimension : 350 mm

Thickness : 34 mm

Material : A36

Column weld : E70XX

D: Column weld size (1/16 in) : 10

Override A2/A1 ratio : No

Include shear lug : No

Support

With pedestal : No

Longitudinal dimension : 2400 mm

Transversal dimension : 2400 mm

Thickness : 500 mm

Material : C 6-40

Include grouting : Yes

Grout thickness : 50 mm



Anchor

Anchor position : Longitudinal position

Rows number per side : 1

Anchors per row : 2

Longitudinal edge distance on the plate : 50 mm

Transverse edge distance on the plate : 50 mm

Anchor type : Headed

Head type : Hexagonal

Include lock nut : Yes

Anchor : M_30

Effective embedment depth : 400 mm

Total length : 550.6 mm

Material : Grade 8.8

Fy : 0.64 kN/mm2

Fu : 0.8 kN/mm2

Cracked concrete : Yes

Brittle steel : No

Anchors welded to base plate : No

Anchor reinforcement

Type of reinforcement : Primary

Tension reinforcement : Yes

Tension bar size : no. 5

Tension bar grade : 0.413 kN/mm2

Tension number of bars : 8

Shear reinforcement : Yes

Shear bar size : no. 3Shear bar grade : 0.276 kN/mm2

Shear number of bars in major axis direction : 3

Shear number of bars in minor axis direction : 3

Design code: AISC 360-10 LRFD, ACI 318-08

DEMANDS

Description Pu Mu22 Mu33 Vu2 Vu3 Load type

[KN] [KN*m] [KN*m] [KN] [KN]

------------------------------------------------------------------------------------------------

LC04 -38.42 0.00 73.28 -5.77 0.00 Design

COMB1 -53.79 0.00 102.59 -8.08 0.00 Design

------------------------------------------------------------------------------------------------

Design for major axis

Base plate (AISC 360-10 LRFD)GEOMETRIC CONSIDERATIONS

Dimensions Unit Value Min. value Max. value Sta. References-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Base plate

Longitudinal dimension [mm] 350.00 250.85 --

Transversal dimension [mm] 350.00 250.85 --

Distance from anchor to edge [mm] 50.00 6.35 --

Weld size [1/16in] 10 3 -- table J2.4-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK

Verification Unit Capacity Demand Ctrl EQ Ratio References-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Concrete base

Axial bearing [N/m2] 4.5712E07 1.46505E07 COMB1 0.32 DG1 3.1.1;

Base plate

Flexural yielding (bearing interface) [KN*m] 18.61 12.04 COMB1 0.65 DG1 Eq. 3.3.13,

DG1 Sec 3.1.2

Flexural yielding (tension interface) [KN*m] 18.61 16.54 COMB1 0.73 DG1 Eq. 3.3.13

Column

Weld capacity [KN/m] 3656.94 1451.11 COMB1 0.40 p. 8-9,

Maximum column support forces at node 89, LC4.See page 23Note that COMB1=1.4(LC4); the values are

multiplied by 1.4 for ultimate strength design.

Note:

I section shown below represent general case.

The actual column section is CHS 219.1x14.27 as

can be seen in the previous page.



Sec. J2.5,

Sec. J2.4,

HSS Manual p. 7-10

Elastic method weld shear capacity [KN/m] 2437.96 23.47 COMB1 0.01 p. 8-9,

Sec. J2.5,

Sec. J2.4

Elastic method weld axial capacity [KN/m] 3656.94 2721.06 COMB1 0.74 p. 8-9,

Sec. J2.5,

Sec. J2.4-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.74-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Design for minor axis

Base plate (AISC 360-10 LRFD)GEOMETRIC CONSIDERATIONS


Base plate

Longitudinal dimension [mm] 350.00 250.85 --

Transversal dimension [mm] 350.00 250.85 --

Distance from anchor to edge [mm] 50.00 6.35 --

Weld size [1/16in] 10 3 -- table J2.4-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


Concrete base

Axial bearing [N/m2] 4.5712E07 1120471.00 COMB1 0.02 DG1 3.1.1;

Base plate

Flexural yielding (bearing interface) [KN*m] 18.61 0.27 COMB1 0.00 DG1 Sec 3.1.2

Flexural yielding (tension interface) [KN*m] 18.61 0.00 LC04 0.00 DG1 Eq. 3.3.13

Column

Weld capacity [KN/m] 3656.94 0.00 LC04 0.00 p. 8-9,

Sec. J2.5,Sec. J2.4

Elastic method weld shear capacity [KN/m] 2437.96 0.00 LC04 0.00 p. 8-9,

Sec. J2.5,

Sec. J2.4

Elastic method weld axial capacity [KN/m] 3656.94 0.00 LC04 0.00 p. 8-9,

Sec. J2.5,

Sec. J2.4-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.02-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Major axis

Anchors

GEOMETRIC CONSIDERATIONSDimensions Unit Value Min. value Max. value Sta. References-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Anchors

Anchor spacing [mm] 250.00 120.00 -- Sec. D.8.1

Concrete cover [mm] 1060.00 76.20 -- Sec. 7.7.1

Effective length [mm] 419.50 -- 480.50-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------



DESIGN CHECK


Anchor tension [KN] 330.05 184.29 COMB1 0.56 Eq. D-3

Pullout of anchor in tension [KN] 260.74 184.29 COMB1 0.71 Sec. D.3.3.3

Group of Anchors reinforcement in tension [KN] 495.60 368.58 COMB1 0.74 Sec. D.5.2.9,

D.6.2.9

Anchor shear [KN] 137.30 2.02 COMB1 0.01 Eq. D-20,

Sec. D.6.1.3

Pryout of anchor in shear [KN] 763.64 2.02 COMB1 0.00 Eq. D-4,

Sec. D.3.3.3

Pryout of group of anchors in shear [KN] 922.73 4.04 COMB1 0.00 Eq. D-5,

Sec. D.3.3.3

Group of Anchors reinforcement in shear [KN] 44.04 8.08 COMB1 0.18 Sec. D.5.2.9,

D.6.2.9

Interaction of tensile and shear forces [KN] 1.20 0.00 LC04 0.00 Eq. D-3,

Sec. D.3.3.3,

Eq. D-20,

Sec. D.6.1.3,

Eq. D-4,

Eq. D-5,

Sec. D.7

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.74-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Minor axis

AnchorsGEOMETRIC CONSIDERATIONS


Anchors

Anchor spacing [mm] 250.00 120.00 -- Sec. D.8.1

Concrete cover [mm] 1060.00 76.20 -- Sec. 7.7.1

Effective length [mm] 419.50 -- 480.50

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

DESIGN CHECK


Anchor tension [KN] 330.05 0.00 LC04 0.00 Eq. D-3

Pullout of anchor in tension [KN] 260.74 0.00 LC04 0.00 Sec. D.3.3.3

Anchor shear [KN] 137.30 0.00 LC04 0.00 Eq. D-20,

Sec. D.6.1.3

Pryout of anchor in shear [KN] 763.64 0.00 LC04 0.00 Eq. D-4,

Sec. D.3.3.3

Group of Anchors reinforcement in shear [KN] 44.04 0.00 LC04 0.00 Sec. D.5.2.9,

D.6.2.9-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Ratio 0.00-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Global critical strength ratio 0.74



Major axis

Maximum compression and tension (COMB1)

---------------------------------------------------------------------

Maximum bearing pressure 14.65 [N/mm2]

Minimum bearing pressure 14.65 [N/mm2]

Maximum anchor tension 184.29 [KN]

Minimum anchor tension 0.00 [KN]

Neutral axis angle 0.00

Bearing length 82.37 [mm]

---------------------------------------------------------------------

Anchors tensions

Anchor Transverse Longitudinal Shear Tension

[mm] [mm] [KN] [KN]

----------------------------------------------------------------------------

1 -125.00 -125.00 -2.02 0.00

2 -125.00 125.00 -2.02 184.29

3 125.00 125.00 -2.02 184.29

4 125.00 -125.00 -2.02 0.00

----------------------------------------------------------------------------

Minor axis

Maximum compression (COMB1)

------------------------------------------------------------------






Bearing length 1E33 [mm]

------------------------------------------------------------------



Anchors tensions


[mm] [mm] [KN] [KN]

----------------------------------------------------------------------------

1 -125.00 -125.00 0.00 0.00

2 -125.00 125.00 0.00 0.00

3 125.00 125.00 0.00 0.00

4 125.00 -125.00 0.00 0.00

----------------------------------------------------------------------------

Maximum tension (LC04)

------------------------------------------------------------------






Bearing length 1E33 [mm]

------------------------------------------------------------------

Anchors tensions


[mm] [mm] [KN] [KN]

----------------------------------------------------------------------------

1 -125.00 -125.00 0.00 0.00

2 -125.00 125.00 0.00 0.00

3 125.00 125.00 0.00 0.00

4 125.00 -125.00 0.00 0.00

----------------------------------------------------------------------------

baseplate & anchor bolts design

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