2 overall result 3 geometry - hilti.com · profis anchor channel 1.4.1 ... hac tutorial design...

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Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor Channel © 2010 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

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Page:Project:Fastening point:Location | Date:

1HAC TutorialDesign Example #211/05/2016

Specifier's comments:

1 Input dataChannel type; bolt HAC-60 148/350 F; HBC-C 8.8F, M16 x 2.0 in.

Channel filled w/ HIT-HY 100 no

Effective embedment depth hef = 5.827 in.

Channel specification Length: 13.8 in., anchor spacing: 5.906 in., projection: 0.984 in., width: bch = 1.709 in., height: hch = 1.398 in.

Material Anchor & Channel: hot-dip galvanizedBolt: hot-dip galvanized

ICC Approval ESR-3520

Issued I Valid 8/1/2015 | 8/31/2016

Standard ICC-ES AC232 (June 2015), ACI 318-11

Base material cracked, fc' = 3500 psi, h = 8.000 in.

Reinforcement Exist. Reinf.: No edge reinf. present

tension: condition B, shear: condition BProduct portfolio available only in Hilti North America.

2 Overall ResultDesign ok! (Maximum utilization: 93%)

3 Geometry

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3.1 Fixtures / Bolt groups / Loads

Fixture 1

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4 Load case / Resulting bolt forcesLoad case: Design load

4.1 Load distribution4.1.1 Fixture 1: bolt: HBC-C 8.8F, M16 x 1.969 in.

Profile: -Standoff: No standoffPlate dimensions: 8.000 in. x 9.500 in. x 0.500 in.Anchorplate design calculated: no

Bolt N [lb] V [lb] Vx [lb] Vy [lb]1.1 3081 1000 0 -10001.2 3081 1000 0 -1000

1.1 1.2Tension

Compression

4.2 Derivation of forces acting on anchor channels

Naua,i = k · A'

i · Nua A'

i Ordinate at the position of the anchor i of the loadtriangle with load N and the base length 2li

k = 1

SA'i

n

1lin = 4.93 · I0.05

y · s0.5 » 10.847 [in.] ≥ sIy = 0.1392 [in.4]s = 5.906 [in.]Va

ua,i = k · A'i · Vua

Mu,flex = 4447 [in.lb]

a1 a2 a3

1

0.984 5.906 5.906 0.984bolt groupFixture

hef = 5.827

Anchor forces [lb]Anchor N V

a1 1666 -541a2 2822 -916a3 1674 -543

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5 Verifications5.1 Verifications for anchor channels under tension loading Load [lb], [in.lb] Resistance [lb], [in.lb] Utilization [%] Status Anchor 2822 8430 34 ok

Connection anchor-channel 2822 8430 34 ok

Local flexure of channel lip 3081 8430 37 ok

Channel bolt 3081 18353 17 ok

Flexure 4447 16452 28 ok

Pull-out 2822 7838 36 ok

Concrete breakout 1674 3078 55 ok

Concrete side-face blowout N/A N/A N/A N/A

Anchor reinf. - steel N/A N/A N/A N/A

Anchor reinf. - anchorage N/A N/A N/A N/A

5.1.1 Steel strength (acc. to ESR-3520 section 4.1.3.2.2)

5.1.1.1 Anchor strength (Anchor a2, Channel a)

f Nsa ≥ Naua

Nsa [lb] f f Nsa [lb] Naua [lb]

11240 0.750 8430 2822

5.1.1.2 Strength of connection between anchor and channel (Anchor a2, Channel a)

f Nsc ≥ Naua

Nsc [lb] f f Nsc [lb] Naua [lb]

11240 0.750 8430 2822

5.1.1.3 Strength for local flexure of channel lip (Fixture 1, bolt 1.1, Channel a)

f Nsl ≥ Nsua

ss = 5.000 [in.]ds = 0.630 [in.]sch,b = ss - ds = 4.370 [in.]bch = 1.709 [in.]Nsl = 11240 [lb]

Nsl [lb] f f Nsl [lb] Nsua [lb]

11240 0.750 8430 3081

5.1.1.4 Channel bolt strength (Fixture 1, bolt 1.1, Channel a)

f Nss ≥ Nsua

Nss [lb] f f Nss [lb] Nsua [lb]

28235 0.650 18353 3081

5.1.1.5 Flexure of channel (Channel a)

f Ms,flex ≥ Mu,flex

Ms,flex [in.lb] f f Ms,flex [in.lb] Mu,flex [in.lb] 19355 0.850 16452 4447

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5.1.2 Pull-out strength (Anchor a2, Channel a) (acc. to ESR-3520 section 4.1.3.2.4)

f Npn ≥ Naua

Npn = ycp · l · Np

Np = 8 · Abrg · f'c

Abrg [in.2] f'c [psi] Np [lb] yc,p l 0.400 3500 11197 1.000 1.000

Npn [lb] f f Npn [lb] Naua [lb]

11197 0.700 7838 2822

5.1.3 Concrete breakout strength (Anchor a3, Channel a) (acc. to ESR-3520 section 4.1.3.2.3)

f Ncb ≥ Naua

Ncb = Nb · ys,N · yed,N · yco1,N · yco2,N · yc,N · ycp,N

Nb = 24 · l · ach,N √f'c · h1.5ef

ach,N = (hef7.1)

0.15 ≤ 1.0

ys,N = 1

1 + S[(1 - siscr,N

)1.5

· Naua,i

Naua,1]n+1

i=2

≤ 1.0

scr,N = 2 · (2.8 - 1.3 · hef / 7.1) · hef ≥ 3 · hef

yed,N = ( ca1ccr,N

)0.5

≤ 1.0

ccr,N = 0.5 · scr,N ≥ 1.5 · hef

yco1,N = (ca2,1ccr,N

)0.5

≤ 1.0


)0.5

≤ 1.0

l ach,N f'c [psi] hef [in.] Nb [lb] 1.000 0.971 3500 5.827 19387

s [in.] scr,N [in.] ys,N ca1 [in.] ccr,N [in.] yed,N 5.906 20.174 0.441 4.500 10.087 0.668

ca2,1 [in.] ca2,2 [in.] yco1,N yco2,N 5.984 - 0.770 1.000

yc,N ycp,N 1.000 1.000

Ncb [lb] f f Ncb [lb] Naua [lb]

4398 0.700 3078 1674

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5.2 Verifications for anchor channels under shear loading Load [lb], [in.lb] Resistance [lb], [in.lb] Utilization [%] Status Channel bolt w/o lever arm 1000 10164 10 ok

Channel lip w/o lever arm - perpendicular shear

1000 12154 9 ok

Channel lip w/o lever arm - longitudinal shear

N/A N/A N/A N/A

Channel bolt with lever arm N/A N/A N/A N/A

Anchor - perpendicular shear 916 12187 8 ok

Anchor - longitudinal shear N/A N/A N/A N/A

Connection anchor/channel - perpendicular shear

916 12187 8 ok

Connection anchor/channel - longitudinal shear

N/A N/A N/A N/A

Concrete pryout, perpendicular shear 543 6157 9 ok

Concrete pryout, longitudinal shear N/A N/A N/A N/A

Concrete edge breakout - perpendicular

543 835 66 ok

Concrete edge breakout - longitudinal

N/A N/A N/A N/A

Anchor reinf. - steel, perpendicular shear

N/A N/A N/A N/A

Anchor reinf. - anchorage, perpendicular shear

N/A N/A N/A N/A

Anchor reinf. - steel, longitudinal shear

N/A N/A N/A N/A

Anchor reinf. - anchorage, longitudinal shear

N/A N/A N/A N/A

5.2.1 Steel strength (acc. to ESR-3520 section 4.1.3.3.2, 4.1.3.4.2)

5.2.1.1 Channel bolt strength - without lever arm, longitudinal shear included (Fixture 1, bolt 1.1, Channel a)

f Vss ≥ Vsua

Vsua = √Vs

ua,x 2 + Vsua,y 2

Vss [lb] f f Vss [lb] Vsua,x [lb] Vs

ua,y [lb] Vsua [lb]

16940 0.600 10164 0 1000 1000

5.2.1.2 Strength for local flexure of channel lip - perpendicular shear load w/o lever arm (Fixture 1, bolt 1.1, Channel a)

f Vsl,y ≥ Vsua,y

Vsl,y [lb] f f Vsl,y [lb] Vsua,y [lb]

16205 0.750 12154 1000

5.2.1.3 Anchor strength - perpendicular shear (Anchor a2, Channel a)

f Vsa,y ≥ Vaua,y

Vsa,y [lb] f f Vsa,y [lb] Vaua,y [lb]

16250 0.750 12187 916

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5.2.1.4 Strength of connection between anchor and channel - perpendicular shear (Anchor a2, Channel a)

f Vsc,y ≥ Vaua,y

Vsc,y [lb] f f Vsc,y [lb] Vaua,y [lb]

16250 0.750 12187 916

5.2.2 Concrete pryout strength - perpendicular shear (Anchor a3, Channel a) (acc. to ESR-3520 section 4.1.3.3.4)

f Vacp,y ≥ Va

ua,yVcp,y = kcp · NcbNcb = Nb · ys,N · yed,N · yco1,N · yco2,N · yc,N · ycp,N

Nb = 24 · l · ach,N √f'c · h1.5ef

ach,N = (hef7.1)

0.15 ≤ 1.0

ys,N = 1

1 + S[(1 - siscr,N

)1.5

· Vaua,i

Vaua,1]n+1

i=2

≤ 1.0

scr,N = 2 · (2.8 - 1.3 · hef / 7.1) · hef ≥ 3 · hef

yed,N = ( ca1ccr,N

)0.5

≤ 1.0

ccr,N = 0.5 · scr,N ≥ 1.5 · hef


)0.5

≤ 1.0


)0.5

≤ 1.0

l ach,N f'c [psi] hef [in.] Nb [lb] 1.000 0.971 3500 5.827 19387

s [in.] scr,N [in.] ys,N ca1 [in.] ccr,N [in.] yed,N 5.906 20.174 0.441 4.500 10.087 0.668

ca2,1 [in.] ca2,2 [in.] yco1,N yco2,N 5.984 - 0.770 1.000

yc,N kcp 1.000 2.0

Ncb [lb] Vcp,y [lb] f f Vcp,y [lb] Vaua,y [lb]

4398 8795 0.700 6157 543

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5.2.3 Concrete edge breakout strength - perpendicular shear, direction, y- (Anchor a3, Channel a) (acc. to ESR-3520 section 4.1.3.3.3)

f Vcb,y ≥ Vaua,y

Vcb = Vb · ys,V · yco1,V · yco2,V · yc,V · yh,V · yparallel,V

Vb = l · ach,V · √f'c · c4/3a1

ys,V = 1

1 + S[(1 - siscr,V

)1.5

· Vaua,i

Vaua,1]n+1

i=2

≤ 1.0

scr,V = 4 · ca1 + 2 · bch

yco1,V = (ca2,1ccr,V

)0.5

≤ 1.0

yco2,V = (ca2,2ccr,V

)0.5

≤ 1.0

ccr,V = 0.5 · scr,V = 2 · ca1 + bch

yh,V = ( hhcr,V

)b1

≤ 1.0

hcr,V = 2 · ca1 + 2 · hch

ach,V f'c [psi] ca1 [in.] Vb [lb] 10.300 3500 4.500 4527

s [in.] scr,V [in.] ys,V ca2,1 [in.] ca2,2 [in.] ccr,V [in.] 5.906 21.417 0.428 5.984 - 10.709

yco1,V yco2,V l 0.748 1.000 1.000

yc,V h [in.] hcr,V [in.] b1 yh,V yparallel,V 1.000 8.000 11.795 0.500 0.824 1.000

Vcb,y [lb] f f Vcb,y [lb] Vaua,y [lb]

1192 0.700 835 543

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5.3 Combined tension and shear loads (acc. to ESR-3520, section 4.1.3.6)

Proof of interaction performed independently for steel strength of channel bolt, steel strength of the channel and concrete strength

5.3.1 Channel bolt (Fixture 1, bolt 1.1)

bN+V,s = ( Nsua

f Nss )

2

+ (√Vsua,y 2 + Vs

ua,x 2

f Vss )

2

≤ 1.000

bN,s = ( Nsua

f Nss )

2

= 0.02818

bV,s = (√Vsua,y 2 + Vs

ua,x 2

f Vss )

2

= 0.00968

bN+V,s = (0.02818) + (0.00968) = 0.03786 ≤ 1.000 (Utilization : 4%)

5.3.2 Anchor and connection between anchor and channel (Anchor a2)

bN+V,ac = max( Naua

f Nsa, Na

ua

f Nsc)a

+ max( Vaua,y

f Vsa,y, Va

ua,y

f Vsc,y)a

≤ (1.0 - max( Vaua,x

f Vsa,x, Va

ua,x

f Vsc,x))a

bN,ac = max( Naua

f Nsa, Na

ua

f Nsc)

1.0

= 0.33471

bV,ac,y = max( Vaua,y

f Vsa,y, Va

ua,y

f Vsc,y)

1.0

= 0.07514

bV,ac,x = max( Vaua,x

f Vsa,x, Va

ua,x

f Vsc,x)

1.0

= 0.00000

bN+V,ac = 0.33471 + 0.07514 ≤ 1.0 - 0.00000(Utilization : 41%)

bN,ac, governing failure mode: AnchorbV,ac,y, governing failure mode: Anchor - perpendicular shearbV,ac,x, governing failure mode: N/A

5.3.3 Point of load application - channel lip (Fixture 1, bolt 1.1)

bN+V,la,c = ( Nsua

f Nsl)a

+ ( Vsua,y

f Vsl,y)a

≤ (1.0 - ( Vsua,x

f Vsl,x))a

bN,la,c = ( Nsua

f Nsl)

1.0

= 0.36549

bV,la,c,y = ( Vsua,y

f Vsl,y)

1.0

= 0.08228

bV,la,c,x = ( Vsua,x

f Vsl,x)

1.0

= 0.00000

bN+V,la,c = 0.36549 + 0.08228 ≤ 1.0 - 0.00000(Utilization : 45%)

bN,la,c, governing failure mode: Local flexure of channel lipbV,la,c,y, governing failure mode: Channel lip w/o lever arm - perpendicular shearbV,la,c,x, governing failure mode: N/A

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5.3.4 Point of load application - flexural moment and channel lip (Fixture 1, bolt 1.2)

bN+V,la,m-c = ( Mu,flex

f Ms,flex)a

+ ( Vsua,y

f Vsl,y)a

≤ (1.0 - ( Vsua,x

f Vsl,x))a

bN,la,m-c = ( Mu,flex

f Ms,flex)1.0

= 0.27029

bV,la,m-c,y = ( Vsua,y

f Vsl,y)

1.0

= 0.08228

bV,la,m-c,x = ( Vsua,x

f Vsl,x)

1.0

= 0.00000

bN+V,la,m-c = 0.27029 + 0.08228 ≤ 1.0 - 0.00000(Utilization : 36%)

bN,la,m-c, governing failure mode: FlexurebV,la,m-c,y, governing failure mode: Channel lip w/o lever arm - perpendicular shearbV,la,m-c,x, governing failure mode: N/A

5.3.5 Concrete strength (anchor) (Anchor a3)

bN+V,c = ( Naua

f Nnc)a

+ ( Vaua,y

f Vnc,y)a

+ ( Vaua,x

f Vnc,x)a

≤ 1.000

bN,c = ( Naua

f Nnc)

1.5

= 0.40108

bV,c,y = ( Vaua,y

f Vnc,y)

1.5

= 0.52538

bV,c,x = ( Vaua,x

f Vnc,x)

1.5

= 0.00000

bN+V,c = 0.40108 + 0.52538 + 0.00000 = 0.92645 ≤ 1.0(Utilization : 93%)

bN,c, governing failure mode: Concrete breakoutbV,c,y, governing failure mode: Concrete edge breakout - perpendicularbV,c,x, governing failure mode: N/A

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Remarks and warnings• The anchor plate overlaps the basematerial edges. A local concrete spalling due to compression close to the edges has to

be checked separately!

• The calculations performed by PROFIS are in accordance with ICC-ES AC 232-6-2015, and utilize the methodologies, data, and limitations contained in ICC-ESR-3520 (2015).

• It is the responsibility of the Engineer of Record (EOR), to verify the PROFIS output, and the associated shear resistance and transfer of loads into the base material, meet local building code requirements and are otherwise suitable for the specific project/application.

• “Supplementary reinforcement” (existing reinforcement, anchor reinforcement) as a PROFIS input should only be selected if the EOR has verified the design of the concrete substructure complies with the associated reinforcement requirements contained in ACI 318-11. Condition A applies when supplementary reinforcement is selected. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pry-out strength. Condition B applies when supplementary reinforcement is not selected, and for Pullout Strength and Pry-out Strength. Refer to your local codes.

• The PROFIS calculation is based on the simplified assumption of a rigid anchor plate/bracket. The anchor plate must be separately (outside the PROFIS software) designed accordingly by the EOR.

• PROFIS calculations assume proper installation of the anchor channel system and surrounding structure – deviations will affect the Design Strength of anchor channel systems. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for installation of the anchor channel, bolt and, if required HIT-HY100 adhesive.

• The EOR must check the PROFIS output for plausibility.

• Any as-built conditions which vary from the PROFIS inputs (e.g., use of alternative product, variations in supplementary reinforcement or base material, changes in the loading conditions…), renders the PROFIS design invalid, and requires recalculation.

• In case of rebar channels at least 20% (cross-section of the rebars) transverse reinforcement is needed

• The direction of casting is assumed to be y+

Design ok! (Maximum utilization: 93%)

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6 Installation data6.1 Fixture 1

Plate type: - Bolt type: HBC-C 8.8F, M16 x 2.0 in.Plate dimensions: 8.000 in. x 9.500 in. x 0.500 in. Bolt length: 2.0 in.Profile: - Bolt diameter: 0.630 in.Anchorplate design calculated: no Diameter hole: 0.709 in.

Installation torque: 531 in.lb

1.1 1.2

1.500 5.000 1.500

7.00

02.

500

x

y

4.000 4.000

4.75

04.

750

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7 Remarks; Your Cooperation Duties• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the

principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

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2 overall result 3 geometry - hilti.com · profis anchor channel 1.4.1 ... hac tutorial design...

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