HomeMy WebLinkAboutM2021-0078 - Calcs0v ��*lN 4
STRUCTURAL CALCULATIONS
M�Zt-O)i- y�
for 4cm vfa u
REPAIR/PARTIAL REPLACEMENT OF
THE EXISTING PIER
Located at:
VIA KORONNIA LIDO SOLID
NEWPORT BEACH, CA 92663
Prepared for:
LIDO ISLE COMMUNITY ASSOCIATION
701 VIA LIDO SOLID
NEWPORT BEACH, CA 92663
PMA Job #42421
December 1, 2021
12/1/2021
L
PMA Consulting, Inc. Project Title: Pier Repair
28161CasilasCt. Engineer: PBP
Laguna Niguel. CA 92667 Project ID: 42421
Ph.: 714-717-7542 Project Descr:
email: consulfing@pma-bg.com
Printed: 1 DEC 2021, 3:35PM
lle: ec framng.ec6
WOOCI Bt elft SaBwarempyright ENERCALC, INC. 18832020,euild:12.20.8.17
Beam
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
0.5261 Maximum Shear Stress Ratio =
0.170 :1
Section used for this span
3.125x12
Analysis Method: Allowable Stress Design
Fb+
2,400.0 psi
E: Modulus of Elasticity
fv: Actual =
Load Combination ASCE 7-16
Fb-
1,850.0 psi
Ebend-xx
1,800.0 Its!
Load Combination
Fc - PHI
1,650.0 psi
Eminbend -xx
950.Oks!
Wood Species :DF/DF
Fc -Perp
650.0 psi
Ebend-yy
1,600.Oksi
Wood Grade :24F -V4
Fv
265.0 psi
Eminbend -yy
850.Oksi
M
Ft
1,100.0 psi
Density
31.210pof
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
0.000 in Ratio =
Repetitive Member Stress Increase
Max Downward Total Deflection
1.192 in Ratio =
261 >=180
D(0 00375)'L(0.0375)
a
3.125x12
Span = 26.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, L = 0.050 ksf, TributaryWidth = 0.750 it
Uniform Load: D = 0.030, Tributary Width =1.0 fl, (Railing)
lximum Bending Stress Ratio =
0.5261 Maximum Shear Stress Ratio =
0.170 :1
Section used for this span
3.125x12
Section used for this span
3.125x12
fb: Actual =
1,073.17psi
fv: Actual =
38.24 psi
Fb: Allowable =
2,040.00 psi
Fv: Allowable =
225.25 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
12.957ft
Location of maximum on span =
0.000ft
Span #where maximum occurs =
Span If 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
C t
CL
M
Max Downward Transient Deflection
0.563 in Ratio=
554>=240
fv
Max Upward Transient Deflection
0.000 in Ratio =
' <240
Max Downward Total Deflection
1.192 in Ratio =
261 >=180
Max Upward Total Deflection
0.000 in Ratio =
'). <180
0.00
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span # M V
C d C FN
C 1
Cr
Cm
C t
CL
M
ro
F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 26.0 it
1 0.308 0.100
0.90 1.000
1.00
1.00
0.85
1.00
1.00
3.54
566.18
1836.00
0.50
20.17
202.73
+D+L
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length =26.0 it
1 0.526 0.170
1.00 1.000
1.00
1.00
0.85
1.00
1.00
6.71
1,073.17
2040.00
0.96
38.24
225.25
+D+0.750L
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length = 26.0 It
1 0.371 0.120
1.25 1.000
1.00
1.00
0.85
1.00
1.00
5.92
946.42
2550.00
0.84
33.72
281.56
+0.60D
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length = 26.0 it
1 0.104 0.034
1.60 1.000
1.00
1.00
0.85
1.00
1.00
2.12
339.71
3264.00
0.30
12.10
360.40
Overall Maximum Deflections
Loatl Combination
Span
Max. "-" Deft
Location in Span
Load Combination
Max.
"+" Dell
Location
in Span
+D+L
1
1.1918
13.043
0.0000
0.000
M
PMA Consulting, Inc.
28161 Castles CL
Laguna Niguel. CA 92667
Ph.: 714-717-7542
email: cortsulting@pma-bg.com
Wood Beam
End Pier Beam
Project Title: Pier Repair
Engineer: PBP
Project ID: 42421
Project Descr:
Printed: 1 DEC 2021, 3:35PM
Vertical Reactions Support notation: Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MlNimum
0.488
0.488
D Only
0.544
0.544
+D+L
1A32
1.032
+D+0.750L
0.910
0.910
+0.60D
0.327
0.327
L Only
0.488
0.488
PMA Consulting, Inc.
28161 Casitas Ct.
Laguna Niguel. CA 92667
Ph.: 714.717-7542
email: consulting@pma-bg.com
Project Title: Pier Repair
Engineer: PBP
Project ID: 42421
Project Descr:
Printed: 1 DEC 2021 3:36PM
I Wood Beam SoftwerecopAhtENERCALC, INC. 1983.2020, Build:12.20.8.17
Typ Pier Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Analysis Method:
Allowable Stress Design
Fb+
2,400.0 psi
E: Modulus of Elasticity
Load Combination ASCE?-16
Fb-
1,850.0 psi
Ebend-xx
1,800.0ksi
Fc - PHI
1,650.0 psi
Eminbend -xx
950.0ksi
Wood Species
:DF/DF
Fc - Perp
FV
650.0 psi
265.0 psi
Ebend-yy
Eminbend -yy
1,600.Oksi
850.Oksi
Wood Grade
:24F -V4
Ft
1,100.Opsi
Density
31.210 pd
Beam Bracing :
Beam is Fully Braced against lateral -torsional buckling
Load Combination
Repetitive Member Stress
Increase
3.125x12
Span =26.Oit
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, L = 0.050 ksf, Tributary Width =1.330 fl
SUMMARY
0.00
_DESIGN
Maximum Bending Stress Ratio =
0.539 1 Maximum Shear Stress Ratio =
0.174 : 1
Section used for this span
3.125x12
Section used for this span
3.125x12
lb: Actual =
1,098.86psi
fv: Actual =
39.15 psi
Fb: Allowable =
2,040.00psi
Fv: Allowable =
225.25 psi I
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
13.0438
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
0.85
1.00
1.00
Max Downward Transient Deflection
0.998 in Ratio=
312>=240
0.00
Max Upward Transient Deflection
0.000 in Ratio =
- <240
1
Max Downward Total Deflection
1.220 in Ratio=
255>=180
1.000
Max Upward Total Deflection
0.000 in Ratio =
<180
1.00
Stresses for Load
Load Combination Max Stress Ratios
Segment length Span# M V Cd C
CI Cr Cm C t CL M
snear values
V Po F'v
D Only
0.00
0.00
0.00
0.00
Length = 26.0 it
1
0.109
0.035
0.90
1.000
1.00
1.00
0.85
1.00
1.00
1.25
199.79
1836.00
0.18
7.12
202.73
+D+L
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length = 26.0 It
1
0.539
0.174
1.00
1.000
1.00
1.00
0.85
1.00
1.00
6.87
1,098.86
2040.00
0.98
39.15
225.25
+D+0.750L
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length = 26.0 It
1
0.343
0.111
1.25
1.000
1.00
1.00
0.85
1.00
1.00
5.46
874.09
2550.00
0.78
31.15
281.56
+0.60D
1.000
1.00
1.00
0.85
1.00
1.00
0.00
0.00
0.00
0.00
Length = 26.0 It
1
0.037
0.012
1.60
1.000
1.00
1.00
0.85
1.00
1.00
0.75
119.87
3264.00
0.11
4.27
360.40
Overall Maximum Deflections
Load Combination
Span
Max. "--"
Dell
Location in Span
Load Combination
Max. "+" Deo
Location In
Span
+D+L
1
1.2203
13.043
0.0000
0.000
J
PMA Consulting, Inc. Project Title: Pier Repair
26161 Casitas Ct. Engineer: PBP
Laguna Niguel. CA 92667 Project ID: 42421
Ph.: 714.717-7542 Project Descr
email: consulting@pma-bg.com
Printed: 1 DEC 2021, 3:36PM
Wood Beam File: deck ming.e
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
DESCRIPTION: Typ Pier Beam
Vertical Reactions Support notation: Farleftis#1 Values in KIPS
Load Combination
Support 1
Support2
Overell MAXimum
1.057
1.057
Overall MINimum
0.865
0,865
D Only
0.192
0.192
+D+L
1.057
1.057
+D+0.750L
0.840
0.840
+0.60D
0.115
0.115
L Only
0.865
0.865
Specifier's comments: LDR to Conc Cap Conn
1 Input data
wiz to
Anchor type and diameter:
www.hilti.us
Effective embedment depth:
Profts Anchor 2.4.3
Material:
Page:
1
Specter
Project:
Pier Repair
Address:
Sub -Project I Pos. No.:
#42421
Phone I Fax:
Date:
12/01/21
E -Mail:
cracked concrete, 2500, f� = 2500 psi; It = 24.00() in., Temp. short/long: 32/32 T
Installation:
Specifier's comments: LDR to Conc Cap Conn
1 Input data
wiz to
Anchor type and diameter:
HIT.HY 200 + HAS•R 316 314
Effective embedment depth:
It upp = 3.500 in. (hd,n„ll = 15.000 in.)
Material:
ASTM F 593
Evaluation Service Report:
E$R-3187
Issued I Valid:
Proof.
design method ACI 318
Stand-off installation:
- (Recommended plate thickness: not calculated)
Profile:
no profile
Base material:
cracked concrete, 2500, f� = 2500 psi; It = 24.00() in., Temp. short/long: 32/32 T
Installation:
hammer drilled hole, installation condition: dry
Reinforcement:
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or s No. 4 bar
Seismic loads (cat. C, D, E, or F)
no
Geometry [in.] $ Loading [Ib, in.lb]
Z;
6
g'
Input data and results must be dlecked for agreement wW the existing condfians and (or plausibiXtyl
PROFIS Anchor (c) 20032099 H9ti AG, FL -9494 Srn.9 Hilll is a regialen:d Trademark of Hilti AG, Schoen
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force Shear force
1 000 2700 0 270
max. concrete compressive strain: -1%01
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.00010.000): 0 [Ib]
resulting compression force in (xly)=(0.00010.000): 0 [lb]
3 Tension load
Profis Anchor 2.4.3
Page: 2
Project: Pier Repair
Sub -Project 1 Pos. No.: 942421
Date: 12101/21
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
N„ = ESR value refer to ICC -ES ESR -3187
� Nsy„1 t N,a ACI 318-14 Eq. (DA)
Variables
n A,,,H [in.1 fa„ [psi]
1 0.33 85000
Calculations
N. [Ib]
28430
Results
Nsa[Ib] 481881 4 N„ [Ib] Nas [b]
284$0 0.650 18479 1000
Input data and results must be checked for agreement wish the existing conditions and for plausibilito
PROFIS Anchor (c) 2DD&2D09 HiMI AG. FL- N Schaan Hilh is a registered Trademark of Hilti AG,Schaan
Load N. [lb]
Capacity dNa [Ib] Utilization &+= Na,14N,
Status
Steel Strength*
1000
18479 6
OK
Bond Strength"*
1000
5695 18
OK
Concrete Breakout Strength**
1000
3618 28
OK
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
N„ = ESR value refer to ICC -ES ESR -3187
� Nsy„1 t N,a ACI 318-14 Eq. (DA)
Variables
n A,,,H [in.1 fa„ [psi]
1 0.33 85000
Calculations
N. [Ib]
28430
Results
Nsa[Ib] 481881 4 N„ [Ib] Nas [b]
284$0 0.650 18479 1000
Input data and results must be checked for agreement wish the existing conditions and for plausibilito
PROFIS Anchor (c) 2DD&2D09 HiMI AG. FL- N Schaan Hilh is a registered Trademark of Hilti AG,Schaan
WWWA li.us Profls Anchor 2.4.3
Company: Page: 3
Specifier. Project: Pier Repair
Address: Sub -Project I Pos. No.: #42421
Phone 1 Fax: Date: 12/01/21
E -Mail:
3.2 Bond Strength
don u, [in.]
r ANO
Np — �AN85) Wed,Na T,Na Neo
ICC -ES AC308 D -16a
E 08 E q. ( )
sp„ [in.]
n - Us [PSI]
No z Npp
ACI 318-08 Eq. (D-1)
ANa = see ICC -ES AC308, Part D.5.3.7
,m"
6.000
AN90 = Sa.Na
ICC -ES AC308 Eq. (D -16c)
k
o [psi]
a,,N. = 20dAk4-�"i 5 3 her
ICC -ES AC308 Eq. (0-16d)
— s=Na
cor,Ne 2
ICC -ES AC308 Eq. (D -16e)
yred,Np = 0.7 + 0.3Coa='"") 5 1.0
ICC -ES AC308 Eq. (D -16m)
ca.Na
60
OA
W'.Ne = We.Nao+ [(S ) ' (1 -Wa.Nae)]'- 1.0
ICC -ES AC308 Eq. (D-169)
Su Ne
CC
111g,Na0 = VN - I 1r (>n -1)' 1 TU )1.5 , 211.0
ICC -ES AC308 Eq. (D -16h)
Tk.mmi.c = dd{{{,,, hpr f
ICC -ES AC308 Eq. (D-161)
rz
1
2�
AN, [io. 1
+ 2eN 51.0
.ICC -ES AC308 Eq. (D -16j)
Sa,Na
5.250
= MAX(5 in ANa) � 1 0
ICC -ES AC308 Eq. (D -16p)
WpNa \\ Co. coo
675
Nag='rk.p' tcbood ' rz - d - hpr
ICC -ES AC308 Eq. (D-160
Variables
ak,c,urer [P87
don u, [in.]
her [In.]
ca[in.]
sp„ [in.]
n - Us [PSI]
1880
0.750
3.50
,m"
6.000
-
1 1062
k
o [psi]
a .0i0n.]
a0
[
x5ondN
17
2500
0
60
4.529
1.00
Calculations
S.,k, [in.]
OccNa [In-]
Am. [in?]
2�
AN, [io. 1
Bd,No
Slcmaa [Psi]
10.500
5.250
110.25
110.2
1.000
675
NIM. .0
WNa
Wac1Na
Wac3No
WPNe
No [11b]
1.000
1.000
1.000
1.000
1.000
8761
Results
Ns [Ib]
�oond
$ Na [Ib]
Nus [lb]
8761
0.650
5695
1000
Input data and result must be chocked foragreemerA Wth the wMA9 conditions and for plauslClrayl
PROMS Anchor (c) 2003-2009 HIM AG, PL�494 Schoen Hiltl is a registered Tmdemark of HqU AG, Schaan
www.hilti.us
o
Profis Anchor 2.4.3
Company:
Page:
4
Specifier: -
Project:
Pier Repair
Address:
Sub -Project 1 Pos. No.:
#42421
Phone I Fax: I
Date:
12/01/21
E -Mail:
ACI 318-14 Eq. (D-9)
3.3 Concrete Breakout Strength
Nm = (Hm) Wed.e Wan Ww,n Nb
ACI 318-14 Eq. (D-4)
d Ncb 2 Nae
ACI 318-14 Eq. (D-1)
AN, see ACI 318-14, Part D.5.2.1, Fig. RD.5.2.1(b)
ANS =9h et
ACI 318-14 Eq. (D-6)
1
WeeN – 2—,)!;1.0
–�1+3ha
ACI 318-14 Eq. (D-9)
Wed,N = 0.7 + 0.3() 5 1.0
1.5hef
ACI 318-14 Eq. (D-11)
= MAX (cC�"", 1 her\ <_ 1.0
ACI 318.14 Eq. (D-13)
Ww,N l/
Nb = kc 1, ha75
ACI 318-14 Eq. (0-7)
Variables
het lin.] e.1,N [in.] ea N [in.] ce ren [in.] Wc.N
3.500 0.000 0.000 6.000 1.000
cec [in.] kc X fn [psi]
4.529 17 1 2500
Calculations
AN. [In.2] ANm [ice 2] cwt N Wec2 N Wed N Ww N Nb [Ib]
110.25 110.25 1.000 1.000 1.000 1.000 5566
Results
Ncb [Ih] ¢wncrere NO [Ib] Naa [1b]
5566 0,650 3618 1000
Input data and results must be Checketl for agreement with the existing condigons and for plawlibilityl
PHOFIS Mchor (c) 20D3.2DO9 Hili AG, R-9494 Srhaan Hilt] is a registered Trademark of Hiib AG, Sohaan
lu
4 Shear load
Load Va. [Ib]
Capacity4Va [Ib]
Utilization 9v = VaJ'Va
Status
Steel Strength*
www.hilti.us
10236
Profis Anchor 2.4.3
Company:
Page:
5 ,
Specifier: -
Project:
Pier Repair
Address:
Sub -Project I Pos. No.:
842421
Phone I Fax:
Date:
12/01/21
E -Mail:
ACI 318-14 Eq. (D-9)
4 Shear load
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Van = ESR value refer to ICC -ES ESR -3187
� Vale.,'! Vaa ACI 318-14 Eq. (D-2)
Variables
n A.Ov [in'] fwa [psi]
1 0.33 85000
Calculations
Ven [Ib]
17050
Results
Vaa [lb] �aleelVaa Ob] V. [Ib]
17060 0.600 0236 2700
4.2 Pryout Strength (Concrete Breakout Strength controls)
Vap - kap KA Wed.N Wc,N wW,N NI
Load Va. [Ib]
Capacity4Va [Ib]
Utilization 9v = VaJ'Va
Status
Steel Strength*
2700
10236
27
OK
Steel failure (with lever arm)*
N/A
N/A
N/A
N/A
Pryout Strength (Concrete Breakout
2700
7792
35
OK
Strength controls)**
51.0
ACI 318-14 Eq. (D-9)
Concrete edge failure in direction y+**
2700
4244
64
OK
* anchor having the highest loading **anchor group (relevant anchors)
4.1 Steel Strength
Van = ESR value refer to ICC -ES ESR -3187
� Vale.,'! Vaa ACI 318-14 Eq. (D-2)
Variables
n A.Ov [in'] fwa [psi]
1 0.33 85000
Calculations
Ven [Ib]
17050
Results
Vaa [lb] �aleelVaa Ob] V. [Ib]
17060 0.600 0236 2700
4.2 Pryout Strength (Concrete Breakout Strength controls)
Vap - kap KA Wed.N Wc,N wW,N NI
ANm [in?]
ACI 318-14 Eq. (D-30)
Wac2 N wed.N Wcp,N Nb [Ibl
w)
0 Val, a Vaa
110.25
ACI 318-14 Eq. (D-2)
1.000 1.000 1.000 5566
AN, see ACI 318-14, Part D.5.2.1, Fig. RD.5.2.1(b)
AN, =9h ef
Vol, [lb]
ACI 318.14 Eq. (D-6)
Vap [b]
1
11131
'
7792
Wac,N =
1 + 2 eN
51.0
ACI 318-14 Eq. (D-9)
The -
Wed., = 0.7 + 0.3 1Camnf) 51.0
ACI 318-14 Eq. (D-11)
ww N = MAx ca_min 1.5ho 51.0
ACI 318-14 Eq. (D-13)
`�Gac Gac
No = kc x >r he'fti
ACI 318-14 Eq. (D-7)
Variables
kra her [in.]em
N [in.]
ea , [in.l
Ga,mm [in.]
2 3.500
0.000
0.000
6.000
wn N ca. [in.]
kc
11
fa [psi]
1.000 4.529
17
1
2500
Calculations
AN. [In. 1
ANm [in?]
W.1 N
Wac2 N wed.N Wcp,N Nb [Ibl
110.25
110.25
1.000
1.000 1.000 1.000 5566
Results
Vol, [lb]
Vap [b]
Vaa (Ib]
11131
0.700
7792
2700
Input date and results must be checked for agreement with die exlsling conditions and for plausibllityl
PROFIS Anchor (c) 2003-2009 Hill] AG, FL -94M Schaan HIIII Is a registered Tmdematk of HII9 AG, SMaan
Profis Anchor 2.4.3
Company:
Page:
6
Specifier:
Project:
Pier Repair
Address:
Sub -Project I Pos. No.:
#42421
Phone I Fax: I
Date:
12/01/21
E -Mail:
Qconcrele
- 2e <- 1.0
Wagv 1 +
- (3cei
4.3 Concrete edge failure in direction y+
Avm [in 21
Wed.v We,v Wh.v Wpemllel.v Vb
V`b = (Av
ACI 318-14 Eq. (D-21)
p/
162.00
0 V�b z Vva
ACI 318-14 Eq. (D-2)
Avo see ACI 318-14, Part D.6.2.1, Fig. RD.6.2.1(b)
Avm = 4.5 c;,
ACI 318-14 Eq. (D-23)
1
Qconcrele
- 2e <- 1.0
Wagv 1 +
- (3cei
ACI 318-14 Eq. (D-26)
6062
0.7 0
Wed.v = 0.7 + 0.3(11 Scat ) :51.0
ACI 318-14 Eq. (D-28)
Wh v = 1.5c, a10
ha
ACI 318-14 Eq. (D-29)
o.z
Vb - (7 (de) rd.) it C.
ACI 318-14 Eq. (D-24)
Variables
cat [in.] cel [in.] a, [in.]
Vey he [in.)
6.000 - 0.000
1.000 24.000
la [in.] b de [In.1 f [psi] WpanslielY
3.500 1.000 0.750 2500 1.000
Calculations
Av. [ice 21
Avm [in 21
Ws,v
Wsd,vWb,v Vb [lb]
162.00
162.00
1.000
1.000 1.000 6062
Results
Vcb pb]
Qconcrele
Wm [Ib]
Vu. Ob]
6062
0.7 0
4244
2700
5 Combined tension and shear loads
ON pvC Utilization pHv [%] Status
0.276 0.636 fl 3 59 OK
pHv = p`d + p€ <- 1
6 Warnings
• To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. Load re -distributions 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 loading!
• Condition A applies when supplementary reinforcement is used. The m factor is increased for non -steel Design Strengths except Pullout
Strength and Pryoul strength. Condition 6 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength. Refer to your local standard.
• 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 ACI 318 or the relevant
standard!
Fastening meets the design criteria!
Input data and results must be checked for ageement with the existing aondifiom and far plausibilkyl
PROFISMchor(c)2003.2009Hitd AG,FL-9494$chaan Hllffisamgistered TmdemeMofHII9AG,Ss een
Profis Anchor 2.4.3
Company:
Page:
7
Specifier.
Project
Pier Repair
Address:
Sub -Project I Pos. No.:
842421
Phone I Fax:
Dale:
12/01/21
E -Mail:
Anchorx y cY c„ cy c+
7 Installation data
Anchor plate, steel: -
Anchor type and diameter: HIT-HY 200 + HAS -R 316, 3/4
Profile: -
Installation torque: 1200.002 in.lb
Hole diameter in the fixture: -
Hole diameter In the base material: 0.875 in.
Plate thickness (input): -
Hole depth in the base material: 3.500 in.
Recommended plate thickness: -
Minimum thickness of the base material: 5.250 in.
Cleaning: Premium cleaning of the drilled hole Is required
Coordinates Anchor in.
Anchorx y cY c„ cy c+
1 0.000 0.000 - - 12.000 6.000
,
8 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.
Input date and results must be checked for agreement with the existing conditions and for pleusibilityi
PROFIS Anchor (C)21103-2009 Hilfi AG. PL -8484 Schaen HIIIi Is a mglst and Tmdemark of Hilti AG, echaan