Plans ,Sada020/02- r0c2
7650 SW Beveland Street
TM RIPPEY Site 100
M Tigard,Oregon 97223 11\..., CONSULTING ENGINEERS
Phone: (503)443-3900
Fax: (503)443-3700
A
RECEIVED
NOV 26 2012
CITY OFTIGARD
PIONEER WATERPROOFING BUILDING DIVISION
REMODEL
Calculation Index
November 2012
Project#12307
SUBJECT SHEET NUMBERS
Freestanding Interior CMU Wall CW-1
Existing Roof Framing Check ER-1
New Clerestory Roof Framing CR-1
Existing Stud Wall Check SW-1 thru SW-4
Seismic Response Coefficient MCE-1
Lateral L-1 thru L-3
Hilti Epoxy Bolt Output H-1 thru H-5
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K l'IVI RIPPEY
BY DATE
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7650 S.W.Beveland St,Suite 100
JOB NO
Tigard, Oregon 97223
Phone(503) 443-3900 SHEET eli0") OF
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CHK BY DATE
7650 S.W.Beveland St, Suite 100 JOB NO
Tigard,Oregon 97223
Phone(503) 443-3900 SHEET / OF
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IM11Y1 BY DATE
CONSULTING ENGINEERS
CHK BY DATE
7650 S.W.Beveland St, Suite 100 JOB NO
Tigard,Oregon 97223 /�}�
Phone(503)443-3900 SHEET•'/'+'/ OF
Title Block Line 1 Title: Job#
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Title Block Line 6 Printed:14 NOV 2012,4:12PM
Fib P 12011 Prajeots111295 SE 471st Ina. jv/1gpn 'f tttlt 0,1 t c3 1;1295 s@ 4rvfsrQn eati
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tic.#:.KW-06002662 : Licensee:TM RIPPEY CONSULTING ENGINEERS
Description: Typical Exterior Bearing Wall
General Information Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7.05
Analysis Method: Allowable Stress Design Wood Section Name 2x4
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 11.0 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width
Wood Species Douglas Fir-Larch 1.50 in Allowable Stress Modification Factors
Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50
Area 5.25 in^2 Cf or Cv for Compression 1.150
Fb-Tension 900.0 psi Fv 180.0 psi lx 5.359 in^4 Cf or Cv for Tension 1.50
Fb-Compr 900.0 psi Ft 575.0 psi
Cm:Wet Use Factor 1.0
Fc-PrIl 1,350.0 psi Density 32.210 pcf
ly 0.9844 in^4
Ct:Temperature Factor 1.0
Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 153.2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes Mon.gib only)
Minimum 580.0 580,0 Brace condition for deflection(buckling)along columns:
Load Combination 2009 IBC &ASCE 7-05 X-X(width)axis:Unbraced Lengths for Y-Y Axis buckling:
Y-Y(depth)axis:11 ft,K=1.011 ft,K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included: 12.918 lbs*Dead Load Factor
AXIAL LOADS. . ,
Axial Load at 11.0 ft, D=0.240, L=0.280 k
BENDING LOADS . . ,
Lat. Uniform Load creating Mx-x, W=0.0310 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.8842:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+W+H Top along Y-Y 0.1705 k Bottom along Y-Y 0.1705 k
Governing NDS Formla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 5.463 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y -1.204 in at 5.537 ft above base
Applied Axial 0.2529 k for load combination:W Only
Applied Mx -0.4689 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 327.82 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.1128:1 Bending Compression Tension
Load Combination +D+W+H Cf or Cv:Size based factors 1.500 1.150
Location of max.above base 0.0 ft
Applied Design Shear 32.476 psi
Allowable Shear 288.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D 0.1501 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+L+H 0.3162 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+0.750Lr+0.750L+H 0.2746 PASS 0.0 It 0.0 PASS • 11.0 ft
+D+0.750L+0.7505+H 0.2726 PASS 0.0 It 0.0 PASS 11.0 ft '
+D+W+H 0,8842 PASS 5.463 ft 0.1128 PASS 0.0 ft
+D+0.750Lr+0.750L+0.750W+H 0.8230 PASS 5.537 ft 0.08457 PASS 0.0 ft
+D+0.750L+0,7505+0.750W+H 0.8230 PASS 5.537 ft 0.08457 PASS 0.0 ft
+D+0.750Lr+0.750L+0.5250E+H 0.2690 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+0.750L+0.750S+0.5250E+H 0.2690 PASS 0.0 It 0.0 PASS 11.0 It
+0.60D+W+H 0.8166 PASS 5.463 ft 0.1128 PASS 0.0 ft
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Title Block Line 6 Printed:14 NOV 2012,4:12PM
..- F1 P 12011 pM ecs111295
S E 11st iinyiZieonS itt1CURALICALCS11295, e dOston`eo6 Q Q d C O U Z n, . : i .ka �y��ra .:� > .: k. I y Q qi. e. Attt 1Nal"1fia2 ;eu 61162Ve6163
.
Lic.'#:KW.06002662 Licensee:TM RIPPEY CONSULTING ENGINEERS:
Description: Typical Exterior Bearing Wall
Maximum Reactions Unfactored. Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
D Only k k 0.253 k
L Only k k 0.280 k
W Only k -0.171 -0.170 k k
D+L k k 0.533 k
D+W k -0.171 -0.170 k 0.253 k
D+L+W k -0.171 -0.170 k 0.533 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0,000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in 0.000 ft -1.204 in 5.537 ft
D+L 0.0000 in 0.000 ft 0.000 in 0.000 fl
D+W 0.0000 in 0.000 ft -1.204 in 5.537 ft
D+L+W 0.0000 in 0.000 ft -1.204 in 5.537 ft
Sketches ,. <
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1.60 In Loads are total entered value.Arrows do not reflect absolute direction.
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Title Block Line 1 Title: Job#
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Title Block Line 6 Printed:14 NOV 2012,4:05PM
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Lie.# KW06002662 . _• ...Licensee::.TM RIPPEY CONSULTING ENGINEERS
Description: Typical Interior Bearing Wall
General Information Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05
Analysis Method: Allowable Stress Design Wood Section Name 2x4
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 11.0 ft Wood Member Type Sawn
(Used for non slender calailations) Exact Width 1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2 Area 5.25 in^2 Cf or Cv for Compression 1.150
Fb Tension 900.0 psi Fv 180.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50
Fb-Compr 900.0 psi Ft 575.0 psi ly 0.9844 in^4 Cm:Wet Use Factor 1.0
Fc-Prll 1,350.0 psi Density 32.210 pcf
Ct:Temperature Factor 1.0
Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 IDS 1532
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes(nonctlhoniy)
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
Load Combination 2009 IBC&ASCE 7-05 X-X(width)axis:Unbraced Lengths for Y-Y Axis buckling:
Y-Y(depth)axis:11 ft,K=1.011 ft,K=1,0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included: 12.918 lbs*Dead Load Factor
AXIAL LOADS . . .
Axial Load at 11.0 ft, D=0.330, L=0.560 k
BENDING LOADS. . .
Lat. Uniform Load creating Mx-x, W=0.00670 k/ft •
DESIGN SUMMARY
- Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.5357:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L+H Top along Y-Y 0.03685 k Bottom along Y-Y 0.03685 k
- Governing NDS Formla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y -0.2602 in at 5.537 ft above base
Applied Axial 0.9029 k for load combination: W Only
Applied Mx 0,0 k-ft
Applied My 0.0 k-ft Along X-X 0,0 in at 0.0 ft above base
Fc:Allowable 321.05 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.02437:1 Bending Compression Tension
Load Combination +D+W+H Cf or Cv:Size based factors 1.500 1.150
Location of max.above base 0.0 ft
Applied Design Shear 7.019 psi
Allowable Shear 288.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D 0.2035 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+L+H 0.5357 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+0.750Lr+0.750L+H 0.4526 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+0.750L+0.750S+H 0.4492 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+W+H 0.2379 PASS 5.463 ft 0.02437 PASS 0.0 ft
+D+0.750Lr+0.750L+0.750W+H 0.4433 PASS 0.0 ft 0.01828 PASS 0.0 ft
+D+0.750L+0.7505+0.750W+H 0.4433 PASS 0.0 ft 0.01828 PASS 0.0 ft
+D+0.750Lr+0.750L+0.5250E+H 0.4433 PASS 0.0 ft 0.0 PASS 11.0 ft
+D+0.750L+0.750S+0.5250E+H 0.4433 PASS 0.0 ft 0,0 PASS 11.0 ft
+0.60D+W+H 0.1951 PASS 5.463 ft 0.02437 PASS 0.0 ft
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Title Block Line 6 Printed::14 NOV2012,4:05PM
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Description: Typical Interior Bearing Wall
MaximumReactions-Unfactored ;.awn. Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
D Only k k 0.343 k
L Only k k 0.560 k
W Only k -0.037 -0.037 k k
D+L k k 0.903 k
D+W k -0,037 -0.037 k 0.343 k
D+L+W k -0.037 -0.037 k 0.903 k
Maximum Deflections for Load Combinations -Unfactored Loads
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in 0.000 ft -0.260 in 5.537 ft
D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft
D+W 0.0000 in 0.000 ft -0.260 in 5.537 ft
D+L+W 0.0000 in 0.000 ft -0.260 in 5.537 ft
Sketche .
M'Loads
• iiN::ffitil
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At ,
54
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Loads are total entered value.Arrows do not reflect absolute direction.
/1Dh ,
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.41295
Longitude = -122.749055
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.940 (Ss, Site Class B)
1.0 0.337 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.41295
Longitude = -122.749055
•
Spectral Response Accelerations SMs and SM1
SMs = Fax Ss and SM1 = FvxS1
Site Class D - Fa = 1.124 ,Fv = 1.725
Period Sa
(sec) (9) -10‘117
0.2 1.057 (SMs, Site Class D)
1.0 0 .582 (SM1, Site Class D) L. r
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.41295
Longitude = -122.749055
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SDI = 2/3 x SM1
Site Class D - Fa = 1.124 ,Fv = 1.725
Period Sa
(sec) (g)
0.2 0.705 (SDs, Site Class D)
1.0 0.388 (SDI, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions /2/1&C
Latitude = 45.41295
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I•■IILTI
www.hilti.us PROFIS Anchor 2.2.2
Company: Page: 1
Specifier: Project:
. Address: Sub-Project I Pos.No.:
Phone I Fax: -i- Date: 11/14/2012
E-Mail:
Specifiers comments:
1. Input data
Anchor type and diameter: HIT-HY 150 MAX-SD+HAS,3/8 , ,wr,......
.T
Effective embedment depth: h„)„=7.500 in (hdfm,=-in)
Material: 5.8 �r«:a 1).
Evaluation Service Report:: ESR 3013k.�„u /
Issued I Valid: 4/1/2010 l-
Proof: design method ACI 318/AC308
Stand-off Installation: -(Recommended plate thickness:not calculated)
Profile no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=18.000 In.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:dry
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
Geometry[In.]&Loading[Ib,in.-lb]
z
•
;
-
7.4.31)4,7.:'; ------4674'” -....."-- -'—'."..7'-':::::::::- , , "."---‘------.':-...:)111:-'''' '''''''''''''';'-'''''''''''''''''' v
\
:.—
\2 1 �” fS E ; k t3
�. £ Y k/ 5 ) M y `
'r<lAVi
Input data and results must be checked for agreement with the existing condtlons and for plausibility)
PROFIS Anchor(c)2003-2009 Hill AG,FL-9494 Schaan HIS Is a registered Trademark of Hill AG.Schaan
111111i■I.TI
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Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: -I- Date: 11/14/2012
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2. Load case/Resulting anchor forces
Load case(governing):
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2100 0 0 0
max.concrete compressive strain NI: 0.00
max.concrete compressive stress[psi]:0
resulting tension force in(x/y)=(0,00010.000)[lb]:2100
resulting compression force in(x/y)=(0/0)[IbJ:0
3. Tension load
Proof Load N„,[lb] Capacity ON,[lb] Utilization p„[%)=N /�N Status
Steel Strength* 2100 3653 57 OK
Bond Strength** 2100 2240 94 OK
Concrete Breakout Strength** 2100 2260 93 OK
•
anchor having the highest loading `"anchor group(anchors in tension)
Steel Strength
Equations
Ned =ESR value refer to ICC-ES ESR 3013
Nei Nua ACI 318-08 Eq.(D-1)
Variables
n Aee,N[in.2] Fula[psi]
1 0.08 72500
Calculations
Ns,[lb]
5620
Results
Nsa[lb] (Paul Naa[lb] Nua[Ib)
5620 0.650 3653 2100
Input data and results must be checked fa agreement with the eldsting conditions and for piauslbilityl
PROFIS Anchor(c)2003-2009 Hi111 AG,FL-9494 Schean Hilt Is a registered Trademark of Hill AG,Schaan I J` rl
•
I14II11MillriI
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Phone I Fax: - - Date: 11/1412012
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Bond Strength
Equations
Na =( )Wed,Na 41p,Na Nao ICC-ES AC308 Eq.(D-16a)
ANaO ANa
4)Na 2 Nua ACI 318-08 Eq.(D-1)
ANa =see ICC-ES AC308,Part D.5.3.7
AN50 —Sa,Na ICC-ES AC308 Eq.(D-16c)
scr Na =20d�T145k,unor 0 5 3 her ICC-ES AC308 Eq.(D-16d)
YYY
c =s`2
cr,Na Na ICC-ES AC308 Eq.(D-16e)
Wed,Ne =0.7+0.3(c_,1 0)5 1.0 ICC-ES AC308 Eq.(D-16m)
Ccr,Na
0.5
Wg.Ne =Wg,Nao+ Sa„g) •(1-Wg.Naa)]Z 1.0 ICC-ES AC308 Eq.(D-16g)
•cr,Na
1.5
Wg,Na0 = - [('-1). ( ) ]z 1.0 ICC-ES AC308 Eq.(D-16h)
Tk m ax c
kc
Tk,max,c° d\'h e! f ICC-ES AC308 Eq.(D-16i)
7I, o
1
Wec.Na = \1 2eN 1 5 1.0 ICC-ES AC308 Eq.(D-16j)
` Scr,Na `
Wp,Na =MAX(c'--510 c`—r1.N'1 5 1.0 ICC-ES AC308 Eq.(D-16p)
lac � tae
Na0 =The•Kbond•7r•d•her ICC-ES AC308 Eq.(D-16f)
Variables
Tk,c,uncr[psi] done.,[in.] her[in.] Ca,min[In.] sa„g[in.] n Tk,c[psi]
1985 0.375 7.500 1.750 - 1 696 17
fc[Psi] eci,N[in.] e52,5[in.] cac[in] Kbond
2500 0.000 0.000 11.250 1.00
Calculations
Scr,Na[In.] Ce(,Ne[in)) ANa[in 2] ANe0[in.2] Wed,Na Tk,max[psi] 111g,Na5 Wg,Na
8.775 4.388 52.65 77.00 0.820 1976 1.000 1.000
Wec1Na Wec2,Na Wp,Na Nap[lb]
1.000 1.000 1.000 6150
Results
Na[lb] 4)hond M Na[lb] Nua[lb]
3447 0.650 2240 2100
Input data and results must be checked for agreement with the existing conditions and for plausibility'
PROFIS Anchor(c)2003-2009 1 0111 AG.FL-9494 Schaan Ftd s e registered Trademark of Witt AG,Scheer)
1110•111`T1
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Specifier: Project:
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Phone I Fax: -I- Dato: 11/14/2012
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Concrete Breakout Strength
Equations
ANcl
Nee =(ANco/ WedN Wo,N WCp.N Nb ACI 318-08 Eq.(D-4)
4)No z Nca ACI 318-08 Eq.(D-1)
AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b)
ANco =9 her ACI 318-08 Eq.(D-6)
1
Wec,N = 1+2 eN) 5 1.0 ACI 318-08 Eq.(D-9)
3 her/
week) =0.7+0.3(,. 5.='0 5 1.0 ACI 318-08 Eq.(D-11)
Wcp N =MAX(Cayln 1.5her)5 1.0 ACI 318-08 Eq.(D-13)
Cac Cab /
Nb =kc f hV ACI 318-08 Eq.(D-7)
Variables
her[in.] eci,N[in.] ec2,N[in.] Camin[in.] y,o,N cac[in.] kc
7.500 0.000 0.000 1.750 1.000 11.250 17 1
to(psi]
2500
Calculations
ANc[in•2] ANco[in•2] Wec1,N Wee2N WedN Wcp,N Nb[lb]
135.00 506.25 1.000 1.000 0.747 1.000 17459
Results
Na[Ib] 4)concrete 4)No[lb] N.[lb]
3476 0.650 2260 2100
Input data and results must be checked for agreement with the eldstng Donddions and for plausibtlityl
PROFIS Anchor(c)2003-2009 WI AG,FL-9494 Schaan HMI is a registered Trademark of HIS AG,Schaan '.r
1111■IIIII.ITI
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Company: Page: 5
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: -I- Date: 11/14/2012
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4.Shear load
Proof Load V,,,[lb] Capacity IN,[lb] Utilization j3„[%]=V.,/4V. Status
Steel Strength* N/A N/A N/A N/A
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength** N/A N/A N/A N/A
Concrete edge failure in N/A N/A N/A N/A
direction**
*anchor having the highest loading **anchor group(relevant anchors)
5.Warnings
•Condition A applies when supplementary reinforcement is used.The'factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to ACI 318,Part D.4,4(c).
•Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in
the Evaluation Service Report for cleaning and installation instructions
• •The present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.
Refer to the ICC-ES Evaluation Service Report(e.g.section 4.1.1 of the ICC-ESR 2322)for details.
•Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant
standard!
•The anchor plate is assumed to be sufficiently stiff in order to be not deformed when subjected to the actions!
•
Fastening meets the design criteria!
Input data and results must be checked for agreement with the eAsang conditions end for ptausibilityt
PROFIS Anchor(c)2003-2009 HItl AG.FL-9494 Schoen Hilt is a registered Trademark of HIll AG.Schaan (t~