Report OFFICE COPY
MACI< ENZI E . OFFIcEC�OP .
DESIGN DRIVEN I CLIENT FOCUSED k32O Su) ' ) Sc;
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53,187 -"P
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IE ''IRES: 12/31/20I
The following calcs are for a steel partition support beam and LITHIA GROUP —
column. Also included are calcs showing that the existing
elevated slab can support the additional loading from the EMBASSY CENTER
new partition. SUITE 300
01 Partition Support Details . . . .01.1 — 01.4 STRUCT CALCS
02 Partition Support Calcs 02.1 — 02.23
111
To
City of Tigard
For
Lithia Group
Submitted
Date of submittal
Project Number
2040
MACKENZIE
Since 1960
' ■ RiverEast Center 1 1515 SW Water Ave,Suite 100,Portland,OR 97214
PO Box 14310,Portland,OR 972931 T 503.224.9560 1 www.mcknze.com
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Portland.OR M A C K E N Z I E . Date
YEARS Portland,
•
Vancouver,WA ARCHITECTURE • INTERIORS • STRUCTURAL
360.695.7879 ENGINEERING • CIVIL ENGINEERING • LAND JobN -
• Seattle,WA USE PLANNING •TRANSPORTATION PLANNING
ww.mcknze.c0m 206.749.9993 LANDSCAPE ARCHITECTURE Sht. of
,E)2020 Mackenzie.All rights reserved.
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By
Portland,OR M A C K E N Z I E .
YEARS 503 224 9560 Date
Vancouver,WA ARCHITECTURE • INTERIORS •STRUCTURAL
360 695 7879 ENGINEERING •CIVIL ENGINEERING • LAND Jobtt___
Seattle,WA USE PLANNING • TRANSPORTATION PLANNING
w.mcknze.com Sht.0 -. __. htes
206.749.9993 LANDSCAPE ARCHITECTURE �C:2020 Mackenzie.All rights reserved.
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By
Portland, R M A C K E N Z I E . Date
-- — ---
Vancouver,WA ARCHITECTURE • INTERIORS • STRUCTURAL Job# _
360.695.7879 ENGINEERING • CIVIL ENGINEERING • LAND
■ Seattle,WA USE PLANNING • TRANSPORTATION PLANNING W._._._._ of___
ww.mcknze.com 206.749.9993 LANDSCAPE ARCHITECTURE ,z,2020 Mackenzie.All rights reserves.
( Beam length = 40 feet, E = 4350 ksi, I = 216 inches^4 02.4
(E) Slab Condition
I
I Beam
I0.208 kips/foot
I 1.560kipsk 5.200 1.560
kips kips
2. 6 kips
Shear 411111111111111111111111111
I IIIIIII1,,hhhhr
j011lllllllllllllllllll'pp'
.
I
-2. 6 kips
' 10.4 kip-foot
I
IMoment I'I'I I1I'1.
1' '�� �1
IIII IIJP '"I I"'rr
' -5.84999 kip-foot '
DSNWinbeam V5 . 2 10/2/2020 2 : 05 PM
I
IIInput: 02.5
Pin Support: X = 0;
'
Pin Support: X = 20;
Pin Support: X = 40;
Uniform Load: X = 0, 40; U = .208, .208;
IIBeam Element: Length = 40; E = 4350; I = 216;
Analysis Data:
II Beam Length = 40 feet
501 Nodes, 500 Beam Elements, 1002 Degrees of Freedom
Reactions:
I/ X Vert Rot
feet kips kip-foot
0 -1.560
1 20.000 -5.200
40.000 -1.560
' Equilibrium:
Force Reaction Error
I Vert 8.320 -8.320 0.000 kips
Rot -166.400 166.400 0.000 kip-foot
' Min & Max values:
Min Shear = -2. 600 kips at 20.000 feet
Max Shear = 2. 600 kips at 20.000 feet
IMin Moment -5.850 kip-foot at 32.490 feet
Max Moment 10.400 kip-foot at 20.000 feet
Min Rotation = -0.005313 radians at 0 feet
Max Rotation = 0.005313 radians at 40 . 000 feet
II Min Deflection = 0 inches at 0 feet
Max Deflection = 0.331484 inches at 31. 606 feet
I
II
II
II
II
IIDSNWinbeam V5 .2 10/2/2020 2 : 05 PM
II
IIBeam length = 40 feet, E = 4350 ksi, I = 216 inches^4 02.6
1 (E) Slab w/ Partition Beam Forces
1 1.2
kips
Seam
• TA7 ir //i//
1 1 0. 1 kily/2f0nips/foot
I
2.246 8.133 2.408
kips kips kips
1
ry 3. 91386 kips
1
1
Shear .��1'111IIII
ploP"PPP-I111111111111
I
-4 .21933 kips
16. 6771 kip foot
I
I
1 Moment i i4''I I�'k
1
I -12 .0604 kip-foot
1 DSNWinbeam V5 . 2 10/2/2020 2 : 07 PM
1
II
Input: 02'7
Pin Support: X = 0;
II Pin Support: X = 20;
Pin Support: X = 40;
Uniform Load: X = 0, 40; U = .208, .208;
Beam Element: Length = 40; E = 4350; I = 216;
II Uniform Load: X = 0, 32. 67; U = .1, .1;
Point Load: X = 32. 67; P = 1 .2;
' Analysis Data:
Beam Length = 40 feet
503 Nodes, 502 Beam Elements, 1006 Degrees of Freedom
ilReactions:
X Vert Rot
' feet 0kips kip-foot
-2.246
20.000 -8.133
40.000 -2.408
II
Equilibrium:
II Force Reaction Error
Vert 12.787 -12.787 0.000 kips
Rot -258.970 258. 970 -0.000 kip-foot
II
Min & Max values:
IIMin Shear = -4.219 kips at 20.000 feet
Max Shear 3. 914 kips at 20.000 feet
Min Moment = -12 . 060 kip-foot at 32 . 670 feet
Max Moment = 16. 677 kip-foot at 20.000 feet
IIMin Rotation = -0.007215 radians at 0 feet
Max Rotation 0.010034 radians at 40.000 feet
Min Deflection = -0.004164 inches at 19.478 feet.
Max Deflection = 0.654060 inches at 31.427 feet
II
II
II
II
II
II
II
DSNWinbeam V5 . 2 10/2/2020 2 : 07 PM
02.8
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
I
Company: Page: 1
Address: Steel Column Base Specifier:
Phone I Fax: E-Mail:
Design: Concre e- un 9, $21 Date: 10/22/2020
Fastening point:
ISpecifier's comments:
1 Input data
Anchor type and diameter:I
KWIK HUS-EZ(KH-EZ)1/2(3) , 1
Item number: 418072 KH-EZ 1/2"x3 1/2"
Effective embedment depth: hef=2.160 in.,h,q",=3.000 in.
I Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 7/1/2020 112/1/2021
IProof: Design Method ACI 318/AC193
Stand-off installation: ef,=0.000 in.(no stand-off);t=0.375 in.
I Anchor platen: Iy x ly x t=6.000 in.x 11.000 in.x 0.375 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fc'=3,000 psi;h=6.000 in.
I Reinforcement: tension:condition B,shear:condition B; no supplemental splitting reinforcement present
edge reinforcement: none or<No.4 bar
Seismic loads(cat.C, D, E,or F) no
' R- The anchor calculation is based on a rigid anchor plate assumption.
Geometry[in.]&Loading [lb,in.lb]
II
4
I v.-
0t.2Dg-
2
1�
I %
.if" - .. - 41 m
1 l)
V O
I N
IInput data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Fluid AG,Schaan
1
I 11141'16.T, 02.9
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
Company: Page: 2
I Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I1.1 Design results
Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%] '
I 1 Combination 1 N=0;Vx=0;Vy=1,200; no 29
Mx=0;My=0;Mx=0;
1 2 Load case/Resulting anchor forces y
2
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 0 600 0 600
2 0 600 0 600
110(
max.concrete compressive strain: -[%o]
max.concrete compressive stress:I
-[psi]
resulting tension force in(x/y)=(0.000/0.000): 0[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
01
Anchor forces are calculated based on the assumption of a rigid anchor plate.
1 3 Tension load
Load Nu,[Ib] Capacity$ N„[Ib] Utilization 9N=NaJ$ N, Status
Steel Strength* N/A N/A N/A N/A
IPullout Strength* N/A N/A N/A N/A
Concrete Breakout Failure** N/A N/A N/A N/A
' *highest loaded anchor **anchor group(anchors in tension)
I
I
I
I
IInput data and results must be checked for conformity with the existing conditions and for plausibility]
PROFIS Engineering(c)2003.2020 Hilti AG,FL-9494 Schoen Hitti is a registered Trademark of HIM AG,Schoen
2
I IM,LT, 02.10
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
Company: Page: 3
I Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
' 4 Shear load
' Load V.[Ib] Capacity 4) Vm[Ib] Utilization 13v=V,,,/$ Vm Status
Steel Strength* 600 5,547 11 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
I Pryout Strength** 1,200 4,138 29 OK
Concrete edge failure in direction** N/A N/A N/A N/A
*highest loaded anchor **anchor group(relevant anchors)
I4.1 Steel Strength
V. =ESR value refer to ICC-ES ESR-3027
111 4) Vsteel 2 Vua ACI 318-08 Eq.(D-2)
Variables
Ase,v[in.2] f a[psi] aysels
0.16 112,540 0.600
Calculations
IV.[Ib]
9,245
Results
V.[lb] 4 steel 0 Vse[Ib] V.[Ib]
9,245 0.600 5,547 600
I
I
I
I
I
' Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG.FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schoen
I 3
I
IMIII,IMIrril, 02_1 1
Hilti PROFIS Engineering 3.0.64
www.hilti.com
1 Company: Page: 4
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
' 4.2 Pryout Strength
1 Veep =kcp [(AN c) W ec,N Wed,N Wc,N Wcp,N Nb ] ACI 318-08 Eq.(D-31)
Vcpe 2 Vua cc! ACI 318-08 Eq.(D-2)
ANc see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b)
1 ANco =9 het 1
ACI 318-08 Eq.(D-6)
ty ec,N = (.1
+2 eN 5 1.0 ACI 318-08 Eq.(D-9)
3 het
' W ed,N =0.7 •+0.3 (cy)5 1.0 ACI 318-08 Eq.(D-11)
1.5her
1,,,,cpN =MAX(c�min 1.5hat)5 1.0 ACI 318-08 Eq.(D-13)
' � Oac Oac
Nb =Ice X yIfrC hej ACI 318-08 Eq. (D-7)
Variables
1 kcp her[in.] ect N[in.] ec2.N[in.]0.000
[in.]
1 2.160 0.000 0.000
' W c.N Cac[in.] kc ?. fc[psi]1.000 3.750 17 1 3,000
1 Calculations
ANc[in.2] ANc0[in.2] `I'ec7,N Wec2.N Wed,N Wcp,N Nb[Ib]
' 83.98 41.99 1.000 1.000 1.000 1.000 2,956
Results
Vcm[Ib] .concrete 4) Vcpc[Ib] V.[Ib]
1 5,912 0.700 4,138 1,200
5 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C,
EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the
anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
1 the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
1 concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
II
' Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
I
4
II■■II`TI 02.12
Hilti PROFIS Engineering 3.0.64
www.hilti.com
' Company: Page: 5
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
IFastening meets the design criteria!
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1
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I
I
I
I Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hiltl AG,FL-9494 Schwan Hilli is a registered Trademark of Hilti AG,Schoen
1 5
I Ilmlllierl 02.13
Hilti PROFIS Engineering 3.0.64
Iwww.hilti.com
Company: Page: 6
I Address: Specifier.
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I6 Installation data
I
Anchor type and diameter:KWIK HUS-EZ(KH-EZ)1/2(3)
Profile: no profile Item number:418072 KH-EZ 1/2"x3 1/2"
Hole diameter in the fixture:df=0.625 in. Installation torque:540 in.lb
Plate thickness(input):0.375 in. Hole diameter in the base material:0.500 in.
I
Recommended plate thickness:not calculated Hole depth in the base material:3.375 in.
Drilling method:Hammer drilled Minimum thickness of the base material:4.750 in.
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
' required.
Hilti KH-EZ screw anchor with 3 in embedment, 1/2(3),Carbon steel, installation per ESR-3027
' 6.1 Recommended accessories
Drilling Cleaning Setting
I • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit
I . Y
3.000 3.000
• • ♦
I fi t .
0
0
n.2 =♦
I 0
0
0 00
� F
I
tri
• 0 •
o0 X
1
0
0
Lq
' _ vi
1
�� o
0
LQ•
3.000 3.000 •
Coordinates Anchor[in.]
' Anchor x y c,x c,x c cy
1 0.000 -4.000 - - - -
2 0.000 4.000 - - - -
I Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of FIN AG,Schaan
I
6
I 11111,1T, 02.14
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
I
Company: Page: 7
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I
7 Remarks; Your Cooperation Duties
I • 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.
I 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.
I • 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.
I
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I
I Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
7
I1■■11`TI 02.15
Hilti PROFIS Engineerin. 3.0.64
I
www.hilti.com Concrete Column Embed
Company: Page: 1
I
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
ISpecifiers comments:
I
1 Input data
__t
I Anchor type and diameter:Item number: KWIK HUS-EZ(KH-EZ)3/8(31l4)
418059 KH-EZ 3/8"x4"
Effective embedment depth: het=2.500 in.,heere=3.250 in.
I Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 7/1/2020 112/1/2021
IProof: Design Method ACI 318/AC193
Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in.
I Anchor platen: Ix x ly x t=6.000 in.x 8.000 in.x 0.375 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,3000,fe'=3,000 psi;h=420.000 in.
I Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C, D, E,or F) no
R- The anchor calculation is based on a rigid anchor plate assumption.
Geometry[in.]&Loading[Ib,in.lb]
I
4
0
F
# 1.?-
i3-
.?:\" i- —� �? idYis7
IZ >4 -� V'
y
X
' Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hati AG,FL-9494 Schaan Huh is a registered Trademark of Hilti AG,Scheer)
1
IMIT, 02.16
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
Company: Page: 2
I
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
' 1.1 Design results
Case Description Forces[Ib]/Moments[in.lb] Seismic Max.Util.Anchor[%]
1 Combination 1 N=0;Vx=0;Vy= 1,200; no 12
Mx=657;My=0; Mx=0;
I2 Load case/Resulting anchor forces Y
IAnchor reactions[Ib]
Tension force:(+Tension,-Compression) O 30 4
Anchor Tension force Shear force Shear force x Shear force y
I 1 16 300 0 300
300 ()
2 16 300 0Tension
3 59 300 0 300
I 4 59 300 0 300
01 02
max.concrete compressive strain: 0.01 [%o]
max.concrete compressive stress: 35[psi]
resulting tension force in(x/y)=(0.000/0.868): 149[Ib] 3
resulting compression force in(x/y)=(0.0001-3.531): 149[Ib]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
I3 Tension load
I . Load N„,[Ib] $Capacity 0 N„[Ib] Utilization PN=N„ N„
6,718 1 Status
Steel Strength* 59 OK
Pullout Strength* N/A N/A N/A N/A
IConcrete Breakout Failure** 149 3,808 4 OK
*highest loaded anchor **anchor group(anchors in tension)
I
I
I
I
IInput data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
I 2
I
IM,LT, 02.17
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
ICompany: Page: 3
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I3.1 Steel Strength.
N. =ESR value refer to ICC-ES ESR-3027
' Nsa 2 Nua ACI 318-08 Eq.(D-1)
Variables
p
'`ae,N[!n.z] fora Ips!)
0.09 120,300
Calculations
1 Nsa[lb]
10,335
Results 1
Nsa[lb] 4)steel 41 Nsa[lb] Nua[lb]
10,335 0.650 6,718 59
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' Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c 2003-2020 Hilti AG,FL•9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan
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Hilti PROFIS Engineering 3.0.64
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www.hilti.com
Company: Page: 4
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Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I3.2 Concrete Breakout Failure
1 Nco9 = (AN o) W ec,N Wed,N Wc,N W<p,N Nb ACI 318-08 Eq. (D-5)
. N<b9 2 Nog ACI 318-08 Eq.(D-1)
ANC see ACI 318-08,Part D.5.2.1,Fig. RD.5.2.1(b)
I ANro =9 her ACI 318-08 Eq.(D-6)
1
W eaN = (1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9)
3 her
111 W ed,N =0.7+0.3 ( min)5 1.0 ACI 318-08 Eq.(D-11)
1.5het
W cpN =MAX(Oeln 1.5he1)5 1.0 ACI 318-08 Eq.(D-13)
' �rrOat lac
Nb =kg X Vfc her ACI 318-08 Eq.(D-7)
Variables
Iher[in.] e<t.N[in.] e<z N[in.] Comm. [in.] W<,N
2.500 0.000 0.868 1.000
Oa<[in.] k< n f<[psi]
3.750 17 1 3,000
ICalculations
AN.[in.2] AN<o[in.2] W ec1,N Wec2,N Wed.N Wcp.N Nb[lb]
110.25 56.25 1.000 0.812 1.000 1.000 3,681
IResults
Ncb9[Ib] concrete 4' Ncb,[Ib] Nua[Ib]
I5,858 0.650 3,808 149
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PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
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I BM111,16�, 02.19
Hilti PROFIS Engineering 3.0.64
I
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I Company: Page: 5
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I
4 Shear load
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Load V1a[Ib] Capacity. V [Ib] Utilization li =Vnn/4) V Status
Steel Strength* 300 3,111 10 OK
Steel failure(with lever arm)* N/A N/A N/A N/A
I PryoutStrength** 1,200 10,100 12 OK
Concrete edge failure in direction** N/A N/A N/A N/A
*highest loaded anchor **anchor group(relevant anchors)
I4.1 Steel Strength
Vm =ESR value refer to ICC-ES ESR-3027
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4, Vsleel Z Vua ACI 318-08 Eq.(D-2)
Variables
I p
' e,V lln.2] f�t�[psi] aVsei�
0.09 120,300 0.600
Calculations'
V.[lb]
5,185
I Results
Vsa[lb] +steel tit V.[Ib] V.[lb]
5,185 0.600 3,111 300
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PROFIS Engineering(c)2003-2020 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan
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02.20
I F4i1`TI
Hilti PROFIS Engineering 3.0.64
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Company: Page: 6
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Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:I
4.2 Pryout Strength
' Vcpg =kcp [(q) 'I'ec.N wed.N wcN wcp,N Nb ] ACI 318-08 Eq.(D-31)
Vcpg 2 Vua ACI 318-08 Eq.(D-2)
ANc see ACI 318-08, Part D.5.2.1,Fig.RD.5.2.1(b)
ANmm =9 haf ACI 318-08 Eq.(D-6)
1
w ec,N = (1 +
2 e)5 1.0 ACI 318-08 Eq.(D-9)
3 het
I
v ed.N =0.7+0.3 c-='-i" 5 1.0 ACI 318-08 Eq.(D-11)
(1.5he
w cp N =
MAX(Ca�r";o 1.5hef)5 1.0 ACI 318-08 Eq.(D-13)
Gac Gac
IIVt Nb =kc k l�c he-,5 ACI 318-08 Eq. (D-7)
Variables
' kcp he[in.] ec1,N[in.] eczN[in.] ca.nm[in.]
2 2.500 0.000 0.000
w c,N cac[in.] kc X fc[Psi]
1.000 3.750 17 1 3,000
' Calculations ANc[in 2] A„[in•7] w ec1.N Wec2,N wed,N w<p,N Nb[Ib]
I110.25 56.25 1.000 1.000 1.000 1.000 3,681
Results
Vc0[b] 4)concrete 4' Vpg[lb] Vua[Ib]
' 14,428 0.700 10,100 1,200
5 Combined tension and shear loads
I1 N IiV S Utilization I3N,V[70] Status
0.039ry 0.119 5/3 4 OK
O
I w=aN+KV<=1
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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilo AG,FL-9494 Schasn Hilti is a registered Trademark of Hilti AG,Schaan
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14'11m9r, 02.21
Hilti PROFIS Engineering 3.0.64
Iwww.hilti.com
Company: Page: 7
I Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I6 Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,STAG 001/Annex C,I
EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the
anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
I
agreement with the existing conditions and for plausibility!
• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout
or pryout strength governs.
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• Refer to the manufacturer's product literature for cleaning and installation instructions.
• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
IFastening meets the design criteria!
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Input lots and results must be checked far conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hi16 AG,FL-9494 Schaan Hil6 is a registered Trademark of Hilti AG,Schean
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1041'1671191 02.22
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
Company: Page: 8 I
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I 7 Installation data
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(3'
1/4)
Profile: no profile Item number:418059 KH-EZ 3/8"x4"
Hole diameter in the fixture:df=0.500 in. Installation torque:480 in.lb
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Plate thickness(input):0.375 in. Hole diameter in the base matey al:0.375 in.
Recommended plate thickness:not calculated Hole depth in the base material:3.500 in.
Drilling method: Hammer drilled Minimum thickness of the base material:4.750 in.
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Cleaning:Manual cleaning of the drilled hole according to instructions for use is
required.
1 Hilti KH-EZ screw anchor with 3.25 in embedment,3/8(3 1/4),Carbon steel,installation per ESR-3027
7.1 Recommended accessories
I Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit
I •
Y
3.000 3.000
1
o 1 0 • L '
o
0
Th3 v
I -L_ ilr!ito
x
10
0
0
v1
1.500 3.000 1.500
1 Coordinates Anchor[in.]
Anchor x y c,x c,x C. cry
1 1 -1.500 -1.500 - -
-
2 1.500 -1.500
3 -1.500 1.500 - - - -
4 1.500 1.500 - - - -
I Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
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I 11.1111,LIT ' 02.23
Hilti PROFIS Engineering 3.0.64
I
www.hilti.com
Company: Page: 9
I Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Jun 29,2020 Date: 10/22/2020
Fastening point:
I8 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
I 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.
I 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 speck 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.
I • 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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Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Sdiaan Hilti is a registered Trademark of Hilti AG,Schaan
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