1. ENGINEERING EVALUATION
Evaluator: Kevin Wilson – Field Engineer Date: 5/24/11
Unit: 2 Building: Reactor Elevation: 622’
Location: On A Side D-Ring at Az. 65
References:
4RW0550-X2-02 - Structural Steel Primary Piping Jet Impingement Barriers
Problem Description:
The Jet Impingement Shield is suspended by cables and a chain hoist. Therefore, it is unstable.
Evaluation Summary:
The shield is attached with a base plate to the Secondary Shield (D-Ring) Wall. The base plate is tack welded
to the W14 which is part of the shield. This weld is not strong enough to hold the W14 and shield to the base
plate.
The options are:
1. Take the shield loose and raise it out of the D-Ring and place it on the floor at Elevation 700.
2. Temporarily Support the shield from the floor.
My recommendation is for a temporary support system. I have designed a temporary support system for the
shield. There are five sketches detailing the design along with a Bill of Material attached.
1 of 7

2. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Base Units: ksi 1000
lbf
in
2
⋅:= kip 1000 lbf⋅:= deg
π
180
rad⋅≡
Weight of Shield and Plate and Design Load:
Weight of W14x26: Ww 426
lbf
ft
7.5⋅ ft:= Ww 3.195 kip=
Weight of 2" Thick Plate: WP 81.69
lbf
ft
2
54in 5⋅ ft( )⋅:= WP 1.838 kip=
Weight of 2" Thick Gusset Plates: WGP 81.69
lbf
ft
2
⋅ 14 in⋅ 14⋅ in⋅( ) 0.65⋅[ ]⋅⎡
⎢
⎣
⎤
⎥
⎦
8⋅:= WGP 0.578 kip=
Weight of 2" Thick Interm. Plates: WIP 81.69
lbf
ft
2
⋅ 14 in⋅ 14⋅ in⋅( )⋅⎡
⎢
⎣
⎤
⎥
⎦
4⋅:= WIP 0.445 kip=
Total weight of Shield: WJIS Ww WP+ WGP+ WIP+( ) 1.1⋅:= WJIS 6.662 kip=
Design Load for support near wall: Pwall Ww 1.05⋅:= Pwall 3.355 kip=
Design Load for support at plate: Pplate
Ww
2
⎛
⎜
⎝
⎞
⎟
⎠
WP+ WGP+ WIP+
⎡
⎢
⎣
⎤
⎥
⎦
1.05⋅:= Pplate 4.681 kip=
___________________________________________________________________________________________________
2 of 7

3. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Calculations for Beam for Assembly No. 11 using formulas from Simple Beam No. 10 in AISC Steel Manual:
E 29000000psi:=
Fy 36ksi:=
P 1.8kip:=
a 31in:= l 71in:=
b 21in:=
Properties of the beam section:
I 11.3in
4
:= S 5.46in
3
:=
Area 3.83in
2
:=
R1
P
l
⎛
⎜
⎝
⎞
⎟
⎠
l a− b+( )⋅:= R1 1.546 kip=
R2
P
l
⎛
⎜
⎝
⎞
⎟
⎠
l b− a+( )⋅:= R2 2.054 kip=
Vmax max R1 R2,( ):=
Shear Stress Check:
Fv 0.4 Fy⋅:= Vmax 2.054 kip= Av 1.16in( )
2
:= fv
Vmax
Av
:=
fv 1.526 ksi= < Fv 14.4 ksi= Shear IR =
fv
Fv
0.106= < 1.0 OK
__________________________________________________________________________________________________
Bending Stress Check:
Mmax P max a b,( )⋅:= Mmax 55.8 kip in⋅= Fb 0.6 Fy⋅:= fb
Mmax
S
:=
fb 10.2198 ksi= < Fb 21.6 ksi= Bending IR =
fb
Fb
0.473= < 1.0 OK
__________________________________________________________________________________________________
Check Local Stresses - Web Crippling for Interior Loading
Inputs
tw 0.28in:= k 0.6875in:= N 4.0in:=
FLocal max R1 R2,( ):=
Calculation:
Maximum Interior Load = LMax 0.75Fy tw⋅ N 2 k⋅( )+[ ]⋅:=
LMax 40.635 kip= > FLocal 2.054 kip=
Local IR for Web Crippling =
FLocal
LMax
0.051= < 1.0 OK Therefore, no stiffener is required.
3 of 7

4. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Calculations for loading on Assembly No. 8 as Simple Beam No. 5 in AISC Steel Manual:
E 29000000psi:=
Fy 36ksi:=
w 0.078
kip
in
:=
a 60in:= l 70in:=
Properties of the beam section:
I 11.3in
4
:= S 5.46in
3
:=
Area 3.83in
2
:=
R1
w a⋅
2 l⋅
2l a−( )⋅:=
R1 2.674 kip=
R2
w a
2
⋅
2 l⋅
:= R2 2.006 kip=
Shear Stress Check:
Fv 0.52 Fy⋅:= Vmax max R1 R2,( ):= Vmax 2.674 kip= Av 1.16in( )
2
:=
fv
Vmax
Av
:= fv 1.987 ksi= < Fv 18.72 ksi= OK
Bending Stress Check:
Mmax
R1
2
2 w⋅
:=
Mmax 45.845 in·kip= Fb 0.66 Fy⋅:=
fb
Mmax
S
:= fb 8.3965 ksi= < Fb 23.76 ksi= OK
Check Local Stresses - Web Crippling for Interior Loading
Inputs
tw 0.28in:= k 0.6875in:= N 4.0in:=
FLocal max R1 R2,( ):= FLocal 2.674 kip=
Calculation:
Maximum Interior Load = LMax 0.75Fy tw⋅ N 2 k⋅( )+[ ]⋅:=
LMax 40.635 kip= > FLocal 2.674 kip=
Local IR for Web Crippling =
FLocal
LMax
0.066= < 1.0 OK Therefore, no stiffener is required.
4 of 7

5. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Calculations for loading on Assembly No. 4 as Column:
Per Steel Manual, a W4x13 with KL=7 has a capacity of 57 kips.
The maximum column load is 2.674 kips. Therefore, the W4x13 is okay as a column.
Check for Combined Bending and Axial Loading:
fa 2.674kip:= fb 55.8kip in⋅:=
Fa 57kip:=
Fb 5.46in
3
36ksi 0.6⋅( )⋅:= Fb 117.936 kip in⋅=
Combined Stresses:
fa
Fa
⎛
⎜
⎝
⎞
⎟
⎠
fb
Fb
⎛
⎜
⎝
⎞
⎟
⎠
+ 0.52= < 1.0
___________________________________________________________________________________________________
Check Local Stresses - Web Crippling for Interior Loading
Inputs
tw 0.28in:= k 0.6875in:= N 2.0in:=
FLocal 1.8kip:=
Calculation:
Maximum Interior Load = LMax 0.75Fy tw⋅ N 2 k⋅( )+[ ]⋅:=
LMax 25.515 kip= > FLocal 1.8kip=
Local IR for Web Crippling =
FLocal
LMax
0.071= < 1.0 OK Therefore, no stiffener is required.
5 of 7

6. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Calculations for welded connection:
kip 1000 lb⋅:= ksi 1000
lb
in
2
⋅:= CHECK WELD BETWEEN ITEM ___ AND ___ Ref: 14
Axis 1-1 = Z Dir., Axis 2-2 = Y Dir., Axis 3-3 = X Dir.
bf 4.06 in⋅:= d 4.16 in⋅:= tw 0.28 in⋅:= tf 0.345in:=
Weld electrode minimum tensile
strength for E70XX.
Fu 70 ksi⋅:=
Base metal yield strength for
ASTM A36 Gr. A @ 100° F.
Fy 36.0 ksi⋅:=
Forces and Moments on weld group:
F1 0.0 kip⋅:= F2 0 kip⋅:= F3 0.0 kip⋅:=
M1 0.0 kip⋅ in⋅:= M2 0.0 kip⋅ in⋅:= M3 55.8 kip⋅ in⋅:=
Weld group section properties:
AW2 d tf− tf−( ) 2⋅:= AW2 0.578 ft=
JW
2 bf
3
⋅ 6 bf⋅ d
2
⋅+ d
3
+
6
:= JW 0.061 ft
3
= AW3 bf 4⋅( ) bf tw−( )2[ ]+:= AW3 1.983 ft=
AW1 AW2 AW3+:= AW1 2.562 ft=
SW2 2
bf
2
3
⎛
⎜
⎝
⎞
⎟
⎠
⋅ bf d⋅( )+:= SW2 0.194 ft
2
=
C2
d
2
:= C3
bf
2
:=
SW3 2 bf⋅ d⋅( )
d
2
3
⎛
⎜
⎝
⎞
⎟
⎠
+:= SW3 0.275 ft
2
=
Forces on weld:
f2
F2
AW2
⎛
⎜
⎝
⎞
⎟
⎠
M1 C2⋅
JW
⎛
⎜
⎝
⎞
⎟
⎠
+:= f3
F3
AW3
⎛
⎜
⎝
⎞
⎟
⎠
M1 C3⋅
JW
⎛
⎜
⎝
⎞
⎟
⎠
+:=
f1
F1
AW1
⎛
⎜
⎝
⎞
⎟
⎠
M3
SW3
⎛
⎜
⎝
⎞
⎟
⎠
+
M2
SW2
⎛
⎜
⎝
⎞
⎟
⎠
+:=
f1 1.411
kip
in
= f2 0
kip
in
=
f3 0
kip
in
=
fr f1
2
f2
2
+ f3
2
+:= fr 1.411
kip
in
=
Weld size required:
wbase_metal
fr
0.4 Fy⋅
:= wbase_metal 0.098 in= wweld_metal
fr
0.707 0.3⋅ Fu⋅
:= wweld_metal 0.095 in=
wprovided 0.1875in:= IR
max wbase_metal wweld_metal,( )
wprovided
:= IR 0.523= <1.0 ∴ OK
6 of 7

7. Calculation for Temporary Support of Jet
Impingment Shield
Engineering Evaluation
Bellefonte Nuclear Plant
Calculations for bolted connection:
MBolt 55.8kip in⋅:=
Capacity of 1/2" Bolt: FBolt_t 8.6kip:= Plate Thickness: TPl 0.75in:=
Section Modulus of Front of Plate: SF_Pl
4.5in TPl( )2
⋅
6
:= SF_Pl 0.422 in
3
=
Section Modulus of Rear of Plate: SR_Pl
3.38in TPl( )2
⋅
6
:= SR_Pl 0.317 in
3
=
Moment Capacity of Front of Plate: MF_Pl SF_Pl 36ksi 0.75⋅( )⋅:= MF_Pl 11.391 kip in⋅=
Moment Capacity of Rear of Plate: MR_Pl SR_Pl 36ksi 0.75⋅( )⋅:= MR_Pl 8.556 kip in⋅=
7 of 7

8. 36 36
6.3 lbs.
36.00 Pieces 45.00 Pieces 1.35 lbs.
Total: 1130.91 lbs.
Temporary Support for Jet Impingement Shield attached to shield wall in Reactor Building No. 2 at Approx. Az.75 at Floor El. 622'.
Purpose for Ordering Material:
BILL OF MATERIAL
Assm'y No. of Lin. Feet No. of sq. ft. No. Required
No. W4x13 C5x6.7 L‐2x2x1/4 1/2" Plate 1/2"x1 3/4" Bolts 1/2"x1 1/2" Bolts 1/2" Hex Nut 1/2" Washer
1 4.50 0.00 0.00 1.00 0 0 0 0
2 5.50 0.00 0.00 0.80 0 0 0 0
3 0.00 0.00 8.00 0.00 0 0 0 0
4 5.00 0.00 0.00 1.00 0 0 0 0
5 13.00 0.00 0.00 0.00 0 0 0 0
6 0.00 0.00 0.00 0.00 28 0 24 24
7 0.00 0.00 0.00 0.00 0 12 12 12
8 7.00 7.00 0.00 0.00 0 0 0 0
9 3.33 0.00 0.00 1.00 0 0 0 0
10 0.00 0.00 12.20 0.00 0 0 0 0
11 7.10 0.00 0.00 0.00 0 0 0 0
12 0.00 0.00 8.33 0.25 0 0 0 0
13 0.00 0.00 4.00 0.00 0 0 0 0
14 4.75 0.00 0.00 1.00 0 0 0 0
15 0.00 0.00 7.00 0.00 0 0 0 0
16 0.00 0.00 12.40 0.00 0 0 0 0
Total: 50.18 7.00 51.93 5.05 28 12
Materials to be Ordered
Materials Description Required Qty. to be ordered including Extra Weight
W4x13: 50.18 Lin. Feet 70.00 Lin. Feet 910 lbs.
C5x6.7: 7.00 Lin. Feet 7.00 Lin. Feet 46.9 lbs.
L‐2x2x14: 51.93 Lin. Feet 70.00 Lin. Feet 223.3 lbs.
1/2" Thick Plate: 5.05 Sq. Feet 8.00 Sq. Feet 163.36 lbs.
1/2" x 1 3/4" Lg. Hex Head Bolt: 28.00 Pieces 30.00 Pieces
1/2" x 1 1/2" Lg. Hex Head Bolt: 12.00 Pieces 15.00 Pieces 3 lbs.
36.00 Pieces 45.001/2" Hex Nut: Pieces Included with Hex Bolt
1/2" Washer: