Ancho

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

PRE BY MAS CHK BY VP

CONCRETE ANCHOR BOLT DESIGN BASED ON ACI318-11 DESIGN DATA for TEG CONTACTOR C-13001

1

Diameter of Anchor Bolt

da =

42

ASTM F1554 TYPE-1

Specified Yield Strength of Anchor Steel

fya =

250

Mpa

Specified tensile Strength of Anchor Steel

futa =

400

Mpa

Specified Concrete Strength

f'c

28

Mpa

=

Basic Design Parameters: Loads:

Nua =

85.75

kN

Ultimate Factored Tensile Load

Vua =

109.5

kN

Ultimate Factored Shear Load

f Factor Conditions: Ductile No Headed Bolt Category 1

Potential Failure Surfaces crossed by supplementary reinforcement proportioned to tie prism into the structural member? Anchor Type

NOTE: Hooks bolts are typically not a good design practice.

N/A - Only applicable to Post-installed anchors

No

Anchor located in a region of concrete member where analysis indicates no cracking at service load levels? (YES = No Cracking Anticipated)

Yes

Anchors are located in structure assigned to Seismic Design Category C, D, E, or F. (Sect. D3.3)

Normalweight

2

Steel Element

Concrete Type

Steel strength of anchor in tension: Nsa = nAsefuta

(Refer D5.1.2 of ACI 318M-11 )

n= Ase, N =

3

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

16

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011 PRE BY MAS CHK BY VP

Number of Anchors in a Group

1107.792

mm2

Effective Cross Sectional Area of Anchor (Refer Table)

futa =

400

MPa

Specified Tensile strength of anchor steel

fy =

250

MPa

Specified Yield strength of anchor steel

Nsa =

7089.87

kN

fNsg =

5317.40

kN

f = 0.75 >

Nu =

85.75

kN

Concrete Breakout strength of anchor in tension: Ncb = Anc Yed,NYc,NYcp,NNb

Single Anchor (Refer D5.1.2 of ACI 318M-11 )

Anco

Ncbg = Anc Yec,NYed,NYc,NYcp,NNb

Group of Anchors (Refer D5.2.1 of ACI 318M-11 )

Anco S1 = Anc =

482

mm

1958138

mm2

Projected concrete failure area of anchor or group of anchors. See RD.5.2.1 (a) & (b)

hef =

850

mm

Effective anchor embedment depth

ca,min =

262.5

mm

The smallest edge distance

ca,max =

The largest edge distance

262.5

mm

f'c=

28

Mpa

e'N =

0 1

mm

Edges = cac = 12 S2 = 482 2 Anco = 9hef

Eccentricity of Normal Force on a group of anchor. See Figure RD.5.2.4 Number of Edges surrounding anchor or group of anchors. See Figure RD.5.2.4 Commentary Critical edge distance required to develop the basic concrete breakout strength of a post

mm

installed anchor in uncracked concrete w/o supplementary reinforcement to control splitting. Projected area of the failure surface of a single anchor remote from edges for ca,min of 1.5hef or greater

Yec,N =

1 ( 1+

Yed,N = =

<1 2e'N 3hef

1 0.7 + 0.3 cmin

Modification factor for eccentrically loaded anchor groups

) if Cmin > 1.5hef Modification factor for edge effects if Cmin < 1.5hef Modification factor for edge effects

1.5 hef Yc,N = Ycp,N = Nb =

1.00 1.00 kclf'c1/2hef3/2

for anchor in cracked section for Post-installed anchors in uncracked section w/o supplemental reinforcement Basic concrete breakout strength

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

PRE BY MAS CHK BY VP

k = 10 for cast-in anchor

Nb =

3.9lf'c1/2hef5/3

Anco =

1958138.0

Yec,N =

1.00

Yed,N =

0.76

Yc,N = Ycp,N =

1.00 1.00

Alternative concrete breakout strength for 280mm < hef < 635mm.

f=

mm 2

Nb =

1311.32

kN

Ncb g =

998.91

kN

fNcbg =

699.24

kN

>

Nu =

85.75

This is for 3 bolts. For one bolt, capacity is 4

0.7

kN

233.08 kN

Pullout strength of anchor in tension: Npn = Abrg =

Yc,PNp 2412.674

eh= 75.0 da= 25.4 Np = Abrg8f'c

NOT ONE mm mm2 mm2 2

Bearing area of single headed stud or anchor bolt. Refer (Ronald cook strength Design of Anchorage to Concrete PCA 1999) Distance from the inner surface of the shaft to the outer tip of the bolt. 3da<eh<4.5da Outside diameter of anchor or shaft diameter The pullout strength in tension of a single headed stud or bolt (Refer D5.3.4 of ACI 318M-11 )

Np =

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

0.9f'cehda

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011 PRE BY MAS CHK BY VP

The pullout strength in tension of a single hooked bolt (Refer D5.3.4 of ACI 318M-11 )

NOTE: Hooks bolts not preferred due to the oil used in bending hook which neglects friction.

Yc,P = Np = fNp g = 5

f=

1.00 540438.98 378.31

0.7

Assume that the force is shared evenly w/ other bolts, if multiple anchors.

kN

>

Nu =

85.75

kN

Concrete Side-Face Blowout strength of Headed anchor in tension: Single Anchor: Nsb =

13ca1Abrg1/2lf'c1/2

(Refer D5.4.1 of ACI 318M-11 )

Ca1 =

263

mm

Distance from center of anchor shaft to the edge of concrete

Ca2 =

263

mm

Distance from center of anchor shaft to the edge of concrete in direction orthogonal to C = Ca1 See Commentary Figure 1.

Factor = Nsb = fNsb =

0.500

Ca2 < 3*Ca1

443476.90

N

310.43

kN

>

Multiple Anchors: Nsbg = (1 + s/6ca1)Nsb s= Nsbg = fNsbg =

6

482 579194.91 405.44

Nu =

85.75

mm N kN

>

Nu =

85.75

kN

(Refer D 6.1.2 of ACI 318M-11 )

Vsa = 0.6nAse,Vfuta

For cast-in headed bolt & hooked bolt anchors

Vsa = 0.6nAse,Vfuta

For post-installed anchors

1107.79

0.7

Spacing of the outer anchors along the edge in the group.

For cast-in headed stud anchors

Ase,V=

f=

kN

Vsa = nAse,Vfuta

NO

0.7

(Refer D5.4.1 of ACI 318M-11 )

Steel strength of anchor in shear:

Grout?

f=

in^2

Is anchor in builtup grout pad? Effective cross-sectional area of expansion or undercut anchor sleeve, if sleeve is within shear plane.

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011 WG0014

PRE BY MAS

CHK BY DESIGN CALCULATION -FDN OF TEG Rev 02A Effective cross-sectional area of expansion or undercut anchor sleeve, CONTACTOR C-13001 No.: VP if sleeve is within shear plane.

fut=

400

ksi

Specified tensile strength of anchor sleeve.

f = 0.65

Vsa = 4253921.28 N fVsag =

2765.05

kN

>

Vu =

109.50

kN

7

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

PRE BY MAS CHK BY VP

Concrete Breakout strength of anchor in shear: Vcb = Avc Yed,VYc,VYh,VVb

Single Anchor

Avco

(Refer D 6.2.1 of ACI 318M-11 )

Vcbg = Avc Yec,VYed,VYc,VYh,VVb Avco

Group of Anchors (Refer D 6.2.1 of ACI 318M-11 )

Avc = (482*7)*1.5*262.5 Avc = Ca1* =

1328512.5

mm2

Projected concrete failure area on an anchor or group of anchors. See Figure 4 Commentary

263

mm

Distance from center of anchor shaft to the edge of concrete in one direction.See Commentary

e'v =

0

mm

Eccentricity of shear force on a group of anchors. See Figure 5 Commentary

le =

850

mm

Load bearing length of anchor for shear. See Table 2 Commentary.

da =

42

mm

Outside diameter of anchor or shaft diameter of headed stud, headed bolt, or hooked bolt.

ha =

1650

mm

Thickness of member in which an anchor is anchored, parallel to anchor axis. Case 1: No supplementary reinforcement or edge reinforcement smaller than a No. 4 bar.

Enter Case:

Case 1

Case 2: Supplementary reinforcement of a No. 4 bar or greater between the anchor and the edge

Case 3: Supplementary reinforcement of a No. 4 bar or greater betwwen the anchor and the edge and with the supplementary reinforcement enclosed withing stirrups spaced at not more than 4 in.

Vb =

0.6(le/da)0.2da1/2λf'c1/2Ca11.5

Yec,V = ( 1+

1 2e'v

Yed,V = 1.0 = 0.7 + 0.3

3c1

<1

See commentary

Modification factor for eccentrically loaded anchor groups

)

if Ca2 > 1.5Ca1 Modification factor for edge effects

ca2 1.5 ca1

if Ca2 < 1.5Ca1 Modification factor for edge effects

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

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BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

Yc,V = 1.0

PRE BY MAS CHK BY VP

Anchor in cracked section Case 1

Yec,V =

1.00

Yed,V =

0.90

Yc,V =

1.00

Yh,V =

1.00

Avco =

310078.13

mm2

Vb =

159691.87

N

615771.84

N

431.04

kN

Vcb g = fVcb g =

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

f=

Yh,V = (1.5ca1 / ha) ^ 0.5 Avco = (2*1.5*262.5)*1.5*262.5

>

Vu =

109.50

kN

(where ha < 1.5ca1)

0.7

8

Doc. No

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

PRE BY MAS CHK BY VP

Concrete Pryout strength of anchor in shear: Vcp = kcpNcp

Single Anchor

Vcpg = kcpNcpg

Group of Anchors

(Refer D 6.3.1 of ACI 318M-11 ) (Refer D 6.3.1 of ACI 318M-11 )

Kcp =

1

for hef < 65mm

Kcp =

2

for hef >65mm

Ncp g = Vcp g = fVcp g =

9

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

998.91

kN

1997.83

kN

1398.48

kN

f= >

Vua =

109.50

Interaction of tensile and shear forces: Ultimate Factored Tensile Load Ultimate Factored Shear Load

f. Vn

=

φ. Vn

=

f. Nn φ. Nn

V u f V n

N fN +

N fN

(Refer D 6.2.1 of ACI 318M-11 )

Vua =

Strength of Anchor in Tension

V u f V n

kN

Nua =

Strength of Anchor in Shear

n

= =

85.75

kN

109.50

kN

Lowest ( f. Vsa, f. Vcbg, f. Vspg) 431.04

kN

Lowest ( f. Ns, f. Ncbg, φNpg, f.Nsbg) 233.08

kN

= 0.25

= 0.37

u n

=

u

0.7

0.62

<

1.2

Hence its Ok

ENGINEERING AND PROCUREMENT SERVICES CONTRACT

Doc. No

0014-9500-WGEL-D001-ISGPU13000-CX-1206-00011

BASRAH - HAMMAR PERMANENT TEG DEHYDRATION FACILITY

Job No.

WG0014

DESIGN CALCULATION -FDN OF TEG CONTACTOR C-13001

Rev No.:

02A

PRE BY MAS CHK BY VP

1554 TYPE-1

reinforcement

od design practice.

No Cracking Anticipated)

gory C, D, E, or F. (Sect. D3.3)

OK

e RD.5.2.1 (a) & (b)

igure RD.5.2.4 Commentary

kout strength of a post

cement to control splitting.

e from edges for ca,min

ental reinforcement

OK

the bolt. 3da<eh<4.5da

5.3.4 of ACI 318M-11 )

D5.3.4 of ACI 318M-11 )

ng hook which neglects friction.

OK

n direction

or sleeve,

N/A

OK

OK

See Figure 4 Commentary

e direction.See Commentary

ded bolt, or hooked bolt.

smaller than a No. 4 bar.

etween the anchor and the edge.

etwwen the anchor and the edge, ps spaced at not more than 4 in.

OK

OK

φNpg, f.Nsbg)

Hence its Ok