W912P522R0003 RTA TSpecs AppB-8.pdf

Primary Load Case 1: Hook Lift Load

Primary Load Case 2: Beam Self-Weight

Primary Load Case 3: Hook Lift Load

Primary Load Case 4: Combination of cases 1 thru 3

The statics check is shown below –

Static Check Results

As shown above there are insignificant differences in the statics check. This is due to rounding error in the program and is not a concern.

3.3 Eigenvalue Buckling Results

The results of the buckling analysis as well as the critical mode shape (mode shape 1) are shown below.

Note: The mode shapes have been scaled up significantly in order to be easily viewed. These shapes do not reflect actual deflections.

Critical Mode Shape 1 –

Top Plan View

Elevation View

Critical Location:

Beam side walls

Critical Location:

Beam side walls

Secondary Location:

Stiffeners

Secondary Location:

Top Flange

Iso – Downward Perspective of Top Flange

Iso – Downward Perspective of Bottom Flange (From inside of beam)The buckling factors are shown below for mode shapes 1 through 4.

Buckling Factor Results

As shown above the critical buckling factor is 27.7. Based on these results it is evident that buckling is not a concern and that the controlling limit state for the lifting beam is yielding.

Secondary Location:

Bottom flange rotation due to fixity of web to flange connection. Rotation direction matches web buckling direction.

Secondary Location: Top flange rotation due to fixity of web to flange connection.

Rotation direction matches web buckling direction.

4 FEA STRESS CHECKS

The allowable yield stress based on A7 steel per ASME BTH-1-2017 is calculated below –

Allowable Combined Normal and Shear stress based on ASME BTH-1-2017:

Screen print from BTH

As shown above the left side of the equation is the Von Mises stress (also known as the maximum distortion energy theory) and the right side of the equation is the allowable Von Mises stress which is calculated below -

N� = 2.00 For Design Category A Lifters

F�� = F�

N�

33ksi

2.0 = 16.5 ksi

The only areas in the FEA exceeding the allowable Von Mises stress of 16.5 ksi are shown below -

Area C: Iso – Downward perspective (From inside of beam)

Stress 1 –

I. R. =

19.9 ksi

16.5 ksi = 1.21

Note: Due to the nature of force transfer of plate elements in finite element models, the true bearing area of the trunnion support block bearing on the top flange of the lifting beam cannot be accurately reflected. Therefore, from the standpoint of reflecting bearing stress, the 19.9 ksi is deemed erroneous.

Refer to hand calculations for calculation of bearing stress.

Peak Stress 1 = 19.9 ksi Due to Bearing Stress

Peak Stress 2 = 17.6 ksi

Stress 2 –

The analytical model does not account for the hook guide plates welded to the bottom flange.

Therefore, the 17.6 ksi stress in this area is deemed acceptable. Hook guide plates shown below –

Although we are not counting on the plates, the welds are verified as follows:

bottom flange net area =is 1.25”x19” = 23.75 in2 based on 17.6 ksi, bottom flange load = 418 kips.

cover plate area = 2(0.75”)(7.5”) = 11.25 in2 combined area = 23.75 + 11.25 = 35 in2.

cover plates load = 418 kip (11.25/35) =134 kips.

cover plate weld length is 4(42”) = 168’ weld load =134 kip/168” = 0.8 kip/ in < 3.31 kip/in capacity of 5/16” fillet weld OK

¾” Hook Guide Plates

Area D: Iso – Downward perspective (From inside of beam)

Stress 1 - The 25.3 ksi is categorized as peak stress as it is located at the triangular stiffener tip which is a geometrical stress riser. This peak stress value is amplified as it is also located on numerical singularity created by a sharp edge connection between two perpendicular shell elements, which is in fact not representative of the exact geometry. However, BTH-1 Category A Design class 0 does not consider stress concentration as there is no fatigue assessment required under this category and design class. Indeed, this category and design class is defined by a low number of lift which is below the threshold to consider fatigue assessment. The design is verified based on average stresses only. The peak stress of 25.3 ksi is then not a concern as the utilization of the lifting device by nature will not induce fatigue phenomenon.

The band of stress crossing the entire plate circled above of roughly 15.85 ksi. The plate is adequate as is. See hand calculations in Appendix A for further discussion.

Peak Stress 2 = 21.3 ksi Due to Bearing Stress

Peak Stress 1 = 25.3 ksi

Note: Due to the nature of force transfer of plate elements in finite element models, the true bearing area of the trunnion pin bearing on the trunnion support block cannot be accurately reflected.

Therefore, from the standpoint of reflecting bearing stress, the 21.3 ksi shown on page 47 does accurately reflect the design bearing stress. See hand calculations for this bearing stress.

Stress 2

I. R. =

21.3 ksi

16.5 ksi = 1.29

FEA CONCLUSION

The FEA results presented above are adequate for determination that the Lifting

Beam complies with the requirements of BTH-1

APPENDIX A

OLD HICKORY

ROTOR LIFTING BEAM

TRADITIONAL HAND CHECK CALCULATION

BASIC BEAM STRESS, SHEAR & STIFFENERS

CHECK

Design criteria per ASME BTH-1 " Under the Hook Lifting Devices"

& Supplemented as required by AISC

OLD HICKORY TURBINE LIFTING BEAM CALCULATION / BASIC BEAM STRESS & SHEAR CHECK

Design criteria per ASME BTH-1 " Under the Hook Lifting Devices"

& Supplemented as required by AISC

Design Category = A Loading is predictable BTH- 1 Section 2-2.1

Service Class = 0 < than 20,000 cycles BTH-1 Sect 2-3 & Table 2-3-1

Loads: Design Hook Load 572 kips BTH-1 Section 3-1.2

Dead load 16 kips Given the hook is at the center and comprises the bulk of the load assume it

Total load P= 588 kips is at the center

End Reaction = max shear = V 294 kips

Section 2 Maximum Span L = 12.25 ft

Section 2 Max Moment = PL/4 = 1801 ft-kips At Beam centerline

Section 1 L= 4.88 ft At transition of sloping flange

Section 1 M=VL= 1435 ft-kips

Section 1 Nd = 2 BTH-1 Section 3-1.3.1

Steel Grade = ASTM A7

Fy = 33 ksi

Ft= 60 ksi

44.5"

42"

21"

30"

1-1/4" Pl

3/4" Pl

10.5" cutout

Section 1 at Transition Section 2 at center

Section 1 & 2

Neutral Axis is at centerline due to symmetry

The pair of 3/4" x 7.5" plates at the bottom flange of Section 2 will not be considered effective for strengthening the cross section

SECTION 1 SECTION 2

I=2(1.25)^3(30)/12 + 2((42)^3(0.75)/12 + (2) 1.25(30)(21.625)^2 44344 in^4 32068 in^4

S=I/22.25 = Section Modulus 1993 in^3 1441 in^3

Aw = area of web = 2 x 42 x0.75 = 63 in^2 63 in^2 fb = bending stress = m/S 8.64 ksi 14.99 ksi fb corrected for sloping flange( Note 2) = 1.031xfb = 8.91 ksi fv = shear stress = V/Aw = 4.67 ksi 4.67 ksi

Additional V for sloping flange = fb x 3/12 x 30 in x 1.25 in = 80.99 kip

Adjusted shear stress for sloping flange =fw + 80.99/Aw = 5.95 ksi

Von mises combined stress =(fb2 + 3fv2)0.5 = 13.62 ksi 17.03 ksi

Allowable combined stress per BTH-1 E3-37 = Fy/Nd = 16.5 ksi 16.5 ksi

Interaction Ratio (See Chapter H in AISC)= 0.83 1.03

Note 1: Section 2 Inertia = Sect 1 Inertia - 2(1.25)(10.5)(21.625)^2

Note 2: Reference "Local effects of beam cranks and long notches" by Richaed Henderson

Lp will be calculated only at section 2 with holes in the flange no doubt will control

J = Ix + Iy

Iy = 2((1.25)(30)^3)/12 + (42)(0.75)((10)^2 -1.25(10.5)^3/12) 11804.41

J = Ix + Iy 43873

Zx=AcYc + AtyT 1711.5

A= 111.75 ry: (Iy/A)^0.5 10.27776

Mp=Zfy 56479.5

Lp= 0.13ryE(JA)^0.5/Mp 126.5868 ft

Fb=1.1Fy/Nd = 18.15 ksi > 14.99 computed above

Check Fiange to Web Welds

丁he maximum value ofVQ/I with constant shea「 w川occur at the sha=ow end ofthe beam, The ine巾a wi!l be conservativeiy calculated ignoring軸e thicker 3,5’一plate

1訓・75 (讐十2・1・25・16・(14)2)=14808・625

Q:=16・1.25・14=280

V・♀=5.559 kips/in

Ndニ2 E棚:=60・鳥8i

乱=0.6」生二15繭 oo.31 :=0.707・0.3125・れF㍉3.314埜- るれ

2朝.31=6.628生 る性

>与.与与9 0K

BTH-1 EQ 3-与5

Capacfty of 5/16刷et

CaPaCity for two sides

PIN PリI丁ES

n∂〆遡 重

Pin Plates

Check the end lift point. The pinhole will be analyzed per BTH-1 Section 3-3.3. The diameter of the smaller holes surrounding the pin hole will conservatively be deducted from width and height dimensions

Hole diameter

Pin diameter

Diameter of keeper plate bolt holes

PIN PLATE EVALUATION

pin plate thickness

Pin plate width

Center of hole to edge of plate

BTH-1 EQ 3-47

Effective actual width edge of pinhole to edge of plate actual effective width controls

BTH - 1 EQ 3-45

Tension Capacity of one plate

Tension Capacity of two plates is much larger than V=294 kip OK Pb = single plane fracture strength beyond a single pinhole calculated below

Pb is also obviously good with two plates

BTH-1 EQ 3-52

Distance from center of pinhole to edge of plate

BTH-1 EQ 3-50 Double plane shear strength for two plates

Pinhole Bearing Stress

BTH-1 EQ 3-53 Allowable pin hole bearing stress

Actual pin bearing stress OK

Pin Bending & Shear

Pin Shear

Shear Area

Allowable Shear Stress

BTH-1 EQ 3-28

Actual Shear Stress OK

Clear distance between pin plates

Minimum pin bearing width on pin plate

Hook Width

Assume that pin bears on full width of hook

ASME BTH-1 EQ 3-6

Allowable bending stress

Bending moment lever arm

Pin bending moment

Pin section modulus

OK ASTM A237 49T

Pin Plate Load Transfer Into Web & Stiffeners

The pin plates are welded vertically to the stiffeners for 19 inches and horizontally to the web above only for 15 inches

Welds are 5/16" E60 with 3.31 kip/in capacity

< 3.31 OK

The Stiffener is 5" wide x 3/4" thick. However because the girder flanges only project out 2.5" from the web, Only 2.5" of the stiffener can be counted on. That is not a concern as the stiffener load will gradually transfer into the girder web. The stiffener is also welded to the web with a continuous 5/16" fillet thus assuring the load transfer will take place.

The web will now be further evaluated per AISC Chapter G

Transverse distance between stiffeners at the beam ends

Web thickness

Web depth at beam end.

See Elevation view on drawing sheet 1 of 2

AISC G2-3

>294 OK

AISC Section G2.2 transverse Stiffeners is now checked is >h/tw = 38.67 thus stiffeners although provided were not required

AISC J10.5 Compression buckling Web was intended to apply to a compression load on top of the flange. That is not the case here but the principal is still valid and so EQ J10-8 will be checked. However the value of h used will be that from the top of the pin plate to the top flange conservatively 9"

>147 OK

Hook Analysis

The hook is a forging per ASTM A237 49T Class B. It was originally rated for 275 tons.

The yield strength is 50 ksi and the tensile strength is 80 ksi. Crane hooks, nuts, trunnions, tapered roller bearings and support blocks are designed to safety factors that do not readily correspond with BTH-1. Columbus Mckinnon a world leading producer of crane hooks and associated parts (which are generally forgings) usies two general classes of steels. This is carbon steel which is comparable to ASTM A572 Grade 50 and for which a safety factor of 5 is required applied to the 80 ksi tensile strength resulting in a 16 ksi allowable stress. Second is called super alloy steel which is comparable to AISI 4340 steel.

Without heat treatment would have a 108ksi tensile (higher if normalized for example) to which a safety factor of 4.5 would be applied resulting in an allowable of 24 ksi.

Looking specifically at the hook section we see that the specific measurements required for calculation of the section modulus are not well defined. However, the 9" diameter shank with a 63 in2 cross section in direct tension is well defined. Loaded with the original design load of 275 tons produces a stress of only 8.73 ksi.

The photo shows the hook. Pictured to the left is the lifting bell used to lift the rotor.

The bell pins to the hook for lifting. Some of the key dimensions for design are sketched above the photo. The design allowable, 16 ksi stated above will be used for both trnsion and bending. This is in leu of BTH-1 and somewhat more conservative. 60% of the tension (9.6 ksi) will be used for allowable shear

Conservative approximation of the effective cross section thru the throat

Plastic Section Modulus

Eccentricity of load from center of throat to face of shaft

Moment on hook

<16 ksi OK bending stress

<9.6 ksi OK Shear stress approximate distance from center of pinhole to bottom of hook shear area

<9.6 ksi OK Pin hole shear is OK

一一一一一一〇○○一一二一・一一一「 ‾

園

The hook is ok and now we will check tension on the threaded shaft at the top

Threads/inch

Net tensile area AISC Table 7-18

< 16 ksi OK Hook shaft is OK

Thread diameter

Shaft threaded length

Theoretical number of threads

Actual number of threads to use

Circumferential length of one thread

Thread pitch thread height at root AISC Table 7-18

Shear area of one thread

Shearr capacity / thread

Theoretical number of threads required

Actual number of threads assumed required

< nt = 22 provided Thread is OK

Nut

The nut material designation was not stated on the original drawing. However, just as the trunnion and the hook, it to is a large forging and it would seem likely that it is at least as strong as the others were. A second reason is that it is common practice of nut manufacturers to make the nut of material at least as strong as the bolt or shaft. The following review assumes without apology that the nut mateial is the same as the shaft.

The thread on the nut matches the thread on the shaft. The diameter of the thread on the nut is larger than the thread on the shaft. Finally the length of the nut at 7 inches exceeds the shaft thread length. Thus the strength provided by the nut threads exceeds the strength for the shaft

Per ANSI B18 2.1 and as shown in "Fastener Standards" Table C-21 Minimum height for the nut is 0.625xshaft diameter + 0.188 inch. this is obviously less than than the 7" fabricated height of the nut Minimum width across the flats is 1.5Xshaft diameter = 9x1.5 = 13.5 inches which is less than the 15" fabricated diameter of the nutnut

Nut Thread

Detail Part 3 Drwg MKB 83- 200 F TB Sheet 2 of 2 Also for thread diameter

Ratio of trad root to pitch Fastener Std 6th Editition A-28

Thread cross section area

Thread Shear Stress

Thread Yield Stress

Allowable thread shear stress

In Conclusion there is little reason for concern regarding the nut material

Conical Roller Bearing

Roller bearing skf 29344 has a rating of 1416 kip. However the bearing is known to have seized prohibiting rotation of the hook. The source of the problem is believed to be that the nut above has only one grease fitting. It is believed that grease needs to be injected circumferentially around the bushing. Two more grease fittings are recommended at 120 degree intervals around the nut

Trunnion Block

The central section of the trunnion supporting the roller bearing is rigid and bears no checking. Checking will be limited to bending, shear and bearing of the 8.25" diameter pin. Conservatively assume the pin bears uniformly across the trunnion support block and so the reaction is at the center of the trunnion support block. The trunnion material is unknown and conservatively will be assumed A7

BTH-1 EQ 3-28

< 9.53 ksi OK

< 18.16 OK

< Fp = 20.63 OK

Trunnion Support Block

Since the bearing stress on the pin above is ok it follows that the trunnion bearing support block is also OK

Description & Analysis of Load Carrying Mechanism at/near Center of beam

The trunnion support bearing block sits directly on top of the beam flange. There is one block located directly above each of the two webs on each side of the beam. Each block is 6" wide, 7" deep and is 19" long butting up against the pair of 6" x 3/4" vertical stiffener plate sitting perpindicular to the beam axis at each end of the bearing blocks.

We can assume that the bearing blocks are intended to take on only direct vertical bearing loads. Indeed, a major lift as this generator rotor is performed with precaution to avoid unnecessary and undesirable lateral load on the lifting device and crane.

However presumably only to be sure any lateral movement of the trunnion blocks was prohibited, the bearing blocks were welded all aound to the beam flange as well as all around to the vertical stiffener at each end and the welds used were fillets varying from 1/2" - 5/8". The FEA completely demonstrated that the effect of this extreme connectivity was to cause the bearing blocks to act integrally with the top flange participating in carrying bending compression.

The unexpected support condition describe above goes further in that there is a pair of triangular stiffener plates attached to the vertical 6" x 3/4" stiffeners and extending on to the top flange transition point. Although not really needed these plates are the highest stressed area of the beam developing 25 ksi stresses at each end of the stiffener. The highly stressed point closest to the beam end is a "hotspot" and not of concern. The other highly stressed point is likely due to vertical direct bearing stresses ans thus not as critical as they might have been.

Regardless the overall stress state on the stiffener is real and averages around 15 ksi compression across the heighth of the stiffener. The weld along the base of the stiffener is adequate to transmit the net compression and obviously has been doing so whether desireable or not.

For the 3/4" X 12" long stiffener See AISC J4.4 r = 0.28t = 0.28(0.75) =0.21

> 15ksi OK Triangular stiffener will not fail

Note that at a shallower cross section (perhaps 2.5" high) that the stress is constant at 17.4 ksi or 3% overstress at which failure would not seem likely

< 3.31 kip/in weld capacity OK

Analysis of Vertical Stiffener Plate @ Beam Flange Transition

Vertical tension load on stiffener plate due to Flange slope Previously calculated

Width of stiffener between webs

Stiffener thickness

Stiffener depth

< 16.5 OK

Stiffener weld length

< 3.31 OK

Analysis of Stiffeners Beneath Trunnion Support Blocks

Stiffeners lie directly beneath center of suppot blocks (center of beam) and also at each end of the support blocks beneath the vertical stiffener plates crossing the top of the flange. Best judgement is that these support points (3 on each side of the beam) will share equally in the total load to the beam or approximately 100 kips each

Center Stiffener

Inside stiffener is 3.75" wide x 12" deep X 1.25" thick. The outside stiffener is 4.5" wide x 1.25" thick x 42" deep. There is a 3/4" web in between the stiffeners and thus a total width of 9".

For the 1.25" X 12" long stiffener See AISC J4.4 r = 0.28t = 0.28(1.25) =0.35 KL/r = (1)(12)/(0.35) = 42 > 25 Chapter E applies

> 8.89ksi OK stiffener will not fail

< 3.31 kip/in weld capacity OK

Note: Assumed that stiffener width was same on each side. The other stiffener is slightly wider and would have slightly more load. However the avaialble weld length is 42 inches and so plenty of weld capacity

None of the provisions of AISC Section J10 apply

Stiffeners at ends of Trunnion Bearing Blocks

Stiffener is inside of webs and is 18" wide x 6" deep X 1.25" thick. The trunnion support pad only projects 3" Over the stiffener. assume the stiffener will carry half of the load and flange bending will carry the other half. The actual loaded length on the stiffener can be assumed as 3" + 1.25 = 4.25"'

< 18.15 ksi OK Also because the stiffener is only 6" deep, L/r will not reduce capacity

<3.94 Weld load OK

Determine flange bending capacity of other side of web

AISC EQ J10-1

> 50 OK

Since all of the vertical load has conservatively been assumed to be concentrated between the six stiffener points, there has been no direct check on the webs capability for resisting the compressive forces. Since the 4 concentrations at the ends of the trunnion bearing blocks have only a 6" deep stiffener on one side only, A check of web crippling at those points would be the most conservative look with the 6" deep stiffener ignored. Refer to AISC Section J10.3, Web Crippling

Conservative assumption of bearing length

J10-4

>100 kips Web is OK

APPENDIX B

OLD HICKORY

ROTOR LIFTING BEAM

NDE INDICATIONS

DISPOSITION

DISPOSITION OF NDE INDICATIONS

Indication

No.

Location Description Approximate

Stress (ksi)

Repair

1 Center Stiffener intersection with bottom flange

Crack in weld between bottom flange and vertical stiffener

Ft = 15

Fv = 5

Note 1

2 Near stiffener plate on opposite of pinhole for indication no. 4

Horizontal crack in web Fc = 4 ksi Note 2

3 Adjacent to stiffener nearest beam end

Horizontal crack in web Negligible Note 1

4 Adjacent to stiffener for pinhole at beam end

Horizontal crack in web Fc = 4 ksi Note 2

5 Stiffener Adjacent to pinhole near beam end

Crack in weld between stiffener & flange

Negligible Note 1

6 Center Stiffener intersection with bottom flange

Crack in weld between bottom flange and vertical stiffener

Ft = 15

Fv = 5

Note 1

7 Center Stiffener intersection with top flange

Vertical crack in weld between web and stiffener

Fw = 4 ksi Note 1

8 Center Stiffener intersection with top flange

Vertical crack in weld between web and stiffener

Fw = 4 ksi Note 1

9 ¾” vertical stiffener weld to top flange

Longitudinal weld crack Fc=10 ksi Note 1

10 Triangular Stiffener at center of beam

Crack in weld across tip pf plate

Fc = 8 ksi Note 1

11 Full depth stiffener plate adjacent to center of beam

Horizontal crack in stiffener base material

Ft=7ksi Note 3

12 Stiffener adjacent to center weld to web

Longitudinal crack in weld Fv = 15 ksi Note 1

13 Stiff to web at beam center Longitudinal crack in weld Fv = 6 ksi Note 1

14 ¾” cover plate on bottom flange plate

Longitudinal weld crack NA Note 1

15 Top of 3.5” pin plate to ¾” web plate inside of web

Longitudinal weld crack Fc=7ksi Note 1

16 ¾” cover plate on bottom flange plate

Longitudinal weld crack NA Note 1

17 Triangular stiffener on top flange connection to vertical stiffener on top flange

Longitudinal crack in Weld at top of the two plates

Fc=3ksi Note 1

18 ¾” cover plate on bottom flange plate

Longitudinal weld crack NA Note 1

19 ¾” vertical stiffener weld to top flange

Longitudinal weld crack Fc=10ksi Note 1

2 Trunnion support block weld to top flange

Longitudinal weld crack Fc=11ksi Note 1

21 Vertical stiffener on top of top flg weld to flg plate

Longitudinal weld crack Fc=10ksi Note 1

Note 1: Repair per ACME Weld Repair Procedure SM-3-CS

Note 2: Excavate crack thru thickness of web and weld back with full penetration weld B-U4

Note 3: This horizontal crack is loaded in compression and so may be repaired per Note 1

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N° H1039500 MEI 83-200 F DC-03

DOCUMENT TECHNIQUE

TECHNICAL DOCUMENT

Titre / Title LIFTING DEVICE INSPECTION REPORT

Édition / Issue July 2018 Rév. / Rev. - Date 2018.02.22 Par / By S.Gingras

A 2018.03.01 S.Gingras

B 2018.06.04 L.Thibault

C 2018.06.26 L.Thibault

D 2018.07.31 L.Thibault

E 2018.09.05 L.Thibault

Contrat / Contract N°: W912P5-17-C-0002 CLIENT : U.S. Army Corps of Engineers

Réf. / Ref. N° : SECTION 01 10 10 para 1.18.5, item 34

Projet / Project : 1584- OLD HICKORY TURBINE-GENERATOR UNIT 4 REHABILITATION

Préparé ou révisé par / Prepared or revised by

Lynda Thibault

Revu et approuvé par / Reviewed and approved by

Sebastien Gingras, P.Eng

Secteur responsable / Responsible Department Design Engineering

DISTRIBUTION (CODE)

Copie non contrôlée / Uncontrolled copy Client, M, N, O, S x Copie contrôlée / Controlled copy

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N° : H1039500 MEI 83-200 F DC-03

Cont. N° : 158400 Rev. : E

DOCUMENT TECHNIQUE Date : 2018.09.05

Titre / Title : LIFTING DEVICE INSPECTION REPORT

1.0 INSPECTION RESULTS AND RECOMMENDATIONS

Generator Lifting Beam Bearing Inspection See ACME’s recommendation in Appendix A.

NDT inspection See NDT inspection results in Appendix B. Alston recommends repairing the defects before the load test.

Alstom proposes to excavate the weld defects and weld back to the weld original size. Defects in base metal will be smoothed first and welded back only if required. Weld repair around high precision holes will need to be managed to avoid excessive deformation.

Repair All weld defects detected on rotor lifting beam and other lifting devices were repaired as per repair procedure presented in Submittal 01 10 10 item 37. NDT inspection was done following repairs. See report in Appendix C. It should be noted that new bearing was installed including greasing point added. All tooling are ready for load test.

Load Test See NDT inspection report following load test in Appendix D.

Some indications were found on the rotor lifting device base metal. See sketch for location and pictures for indications. Tom Bucy who is the engineer who performed the repair procedure, finite element analysis and analytical calculation went at the supplier to look at the defects. Those indications seem to be cosmetic only.

It is hardly understanding how this kind of defect could have been produced by the load test and so we assume that those marks where there from the beginning. Also, the indications in base metal found before repair has been corrected by polishing only. We believe those defects are superficial as the others were. The lifting beam succeed the load test at 125% and is so certified as per the OSHA. We recommend keeping the beam as-is. A beam modification would require performing a load test again.

Weld indications has been found on the intermediate shaft and turbine guide bearing lifting device. See sketch for location and pictures for indications. This device will not be used during the outage as we plan to use other mains to perform the lifting of the intermediate shaft and turbine guide bearing. This founding will then not impact site activities. Alstom however recommends performing weld repair on the lifting device if USACE wants to use the device in the future. Load test can or cannot be performed after repair as your discretion.

Indications have been detected on the rotor yoke studs number 1, 3 and 5. The indications are at the extremity near the threads but not in the threads. Indications are longitudinal which is less a concern when loading the studs in tension. We do not believe the load test created those defects as the orientation would be perpendicular to the studs instead of longitudinal. The studs succeed the load test at 125% and is so certified as per the OSHA. We recommend keeping the studs as‐is. A stud modification would require performing a load test again.

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DOCUMENT TECHNIQUE Date : 2018.09.05

All tooling have now been load tested to 125% of certified load. They can now be used on site at the exception of the intermediate and turbine guide bearing lifting device (one lifting device for both components) as mentioned above.

APPENDIX A: GENERATOR LIFTING BEAM BEARING INSPECTION

APPENDIX B: AS-FOUND (PRE-REPAIR) NDT INSPECTION RESULTS

APPENDIX C: AS-REPAIRED (BEFORE LOAD TEST) NDT INSPECTION RESULTS

APPENDIX D: INSPECTION REPORT AFTER LOAD TEST

APPENDIX E: LOAD TEST CERTIFICATES

APPENDIX F: NDT PROCEDURES

APPENDIX G: NDT QUALIFICATIONS- ADDITIONAL

Note: Additional certification added for inspector James Steward, not included in submittal Qualifications of NDT under submittal 05 05 33.20 item 2. See designation letter for visual acuity - Inspector no longer working for Ivey Cooper.

Rev. E

Rev. : A

DOCUMENT TECHNIQUE Date : 2018.03.01

TECHNICAL DOCUMENT Page : ANNEXE A

ANNEXE A

Generator Lifting Beam Bearing Inspection

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4301 Rossville Boulevard, Chattanooga, Tennessee 37407

Phone (423) 867-1001; Fax (423) 867-3305

Date: 03/1/2018

From: Tyler Eller / ACME Industrial Piping

To: General Electric

Attention: Sebastien Gingras

Project: Old Hickory Lifting Device Bearing Inspection

Bearing Inspection

The bearing that was supplied with the lifting beam is a SKF 29344.

Which is a Spherical Roller thrust Bearing with 14.173” OD, 8.661”ID, and a static load capacity of 1,416,296 LB.

Upon disassembly of the bearing it was noted that there was only grease on one side of the bearing, the side away from the grease fitting was dry.

Use of the bearing in this condition has caused some damage to both the rollers as well as the races. With the lack of grease as a protective coating, there is some corrosion and pitting on both the rollers as well as the lower race. This lack of grease also reduced the lubrication of the rollers and has caused some scoring and flat spots on both the lower race as well as the rollers. It is impossible to do further inspection without permission needed to disassemble and clean the bearing. Below are some photos of the damage.

With this information, as well as information gathered from the manufacturer, SKF, we believe this bearing to be irreparable and needs to be replaced. Replacing the bearing is less costly than shipping the bearing to Birmingham for a more thorough cleaning and inspection, then cost of repairs after. The price for shipment and inspection only, is already half of the cost of a new bearing. This does not take into consideration the repair costs or the schedule delays. Bearing Inspection will delay the schedule 3-4 days, a new bearing will delay the schedule 1 day.

With the information provided as well as the photos we recommend replacing the bearing.

Respectfully Submitted, Tyler Eller BSME

Tyler Eller Project Engineer

Rev. : A

DOCUMENT TECHNIQUE Date : 2018.03.01

TECHNICAL DOCUMENT Page : ANNEXE B

ANNEXE B

NDT inspection results

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212523552 Texte tapé à la machine As-Found (Pre-Repair) NDT Inspection Results

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Ivey Cooper

SERVICES, LLC

Magnetic Particle Inspection Report Report Number:_____1_____

Page_1__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

Cal Date: 2/12/2018 Model: n/a Serial: n/a n/aSpacing: 10 Lb S/N 7986

180016

Technique Light Meter

40 (4x10) Lb S/NHead Shot

Coil Current/Equipment

Alternating Current Direct Current Direct Current Rectified n/a Model B100 4474 / 2875

Yoke Lift Test

X

Calibrations (Daily) X n/a

Material/Lighting and Inspection Information Section As welded

Date:

ASME Section VIII, division 1, appendix 6

X

Surface Conditions:

Diameter:n/a n/a n/aCoating:

Material Type:

Drawing Number:

Customer: ACME Industrial piping,Inc. 2/12/2018Customer Job #: n/a

ICS WO#:

Black White Pre-Intensity (Foot-Candles): Post-Intensity (Foot-Candles):

Post-Intensity (µW/cm²):Portable Fixed

19858Certification #:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

A lig ne d

R ej ec t

C ra ck

La p

L.

O

.F

Po ro si ty

Remarks n/aDia:

U nd er cu t

Li ne ar

Central Condutor

Cal Date: n/a Cal Due:

Se am

Sl ag

Type of Discontinuity

D ia m et er

R ou nd ed n/a Verification on record n/a

X X X X

X Indication number 3 Indication number 5 Indication number 7

A side indications Indication number 1

Accept= / Reject= X No Apparent Defects= NAD

Base metal indication

Le ng th

Indications 1,3,5,and 7 are located on the side designated as, A side. See picture below.

ICS Technician (Print) ICS Technician (Sign) Level Customer Reviewer

X X X

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes

Kevin E Collier

No

Certification Number Authorized Inspector n/a

II

Dry Wet Visible Fluorescent

X Prods

# Of Turns:

Job Location: Chattanooga. TN

Lighting Equipment Lighting Type Section

Structure: Lifting Beam

Inspection Procedure:

Yoke

QOP 9-MT-1

Thickness:

Pre-Intensity (µW/cm²):

Particle Type X n/a

X

Carbon Steel

Magnetic Particle Inspection Report Report Number:_____1_____

Page_2__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

n/a

Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

No

Kevin E Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes

Indications 2,4,6,and 8 are located on, side B. See picture below, for location of indications, (reference only) Indication number 8 X X Indication number 6 X X Indication number 4 X X Base metal indication Indication number 2 X X Base metal indication

B side indications

Po ro si ty

Se am

Sl ag

Cal Due:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NADU nd er cu t

Li ne ar

R ou nd ed

Fluorescent Head Shot n/a 40 (4x10) Lb S/N n/a Model B100 4474 / 2875 n/a X Verification on recordCertification #: 19858 Central Condutor Dia:

Serial: n/a Visible Prods Spacing: n/a Cal Date: n/a n/a Direct Current Rectified 10 Lb S/N 7986 n/a Wet X Yoke Direct Current Yoke Lift Test n/a X Alternating Current Cal Date: 2/12/2018 Model:X Dry Coil # Of Turns:

Particle Type Technique Current/Equipment Calibrations (Daily) Light Meter

Fixed X White Pre-Intensity (Foot-Candles): Post-Intensity (Foot-Candles):

Lighting Equipment Lighting Type Section

X Portable Black Pre-Intensity (µW/cm²): Post-Intensity (µW/cm²):

As welded Thickness: n/a Diameter: n/a n/a Coating: n/a

Inspection Procedure: QOP 9-MT-1 ASME Section VIII, division 1, appendix 6 Material/Lighting and Inspection Information Section

Structure: Lifting Beam Material Type: Carbon Steel Surface Conditions:

Job Location: Chattanooga. TN ICS WO#: 180016 Drawing Number:

Customer: ACME Industrial piping,Inc. Customer Job #: n/a Date: 2/12/2018

Magnetic Particle Inspection Report Report Number:_____1_____

Page_3__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

Job Location: Chattanooga. TN ICS WO#: 180016 Drawing Number:

Customer: ACME Industrial piping,Inc. Customer Job #: n/a Date: 2/12/2018

As welded Thickness: n/a Diameter: n/a n/a Coating: n/a

Inspection Procedure: QOP 9-MT-1 ASME Section VIII, division 1, appendix 6 Material/Lighting and Inspection Information Section

Structure: Lifting Beam Material Type: Carbon Steel Surface Conditions:

Lighting Equipment Lighting Type Section

X Portable Black Pre-Intensity (µW/cm²): Post-Intensity (µW/cm²):

Coil # Of Turns:

n/a Direct Current Rectified 10 Lb S/N 7986 n/a Wet X Yoke Direct Current Yoke Lift Test n/a X Alternating Current Cal Date: 2/12/2018 Model:X Dry Serial: n/a

Visible Prods Spacing: n/a Cal Date: n/a n/a Model B100 4474 / 2875 n/a X Verification on recordCertification #: 19858 Central Condutor Dia:

Fluorescent Head Shot n/a 40 (4x10) Lb S/N Cal Due:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NADU nd er cu t

Li ne ar

R ou nd ed

Top side indications

Po ro si ty

Se am

Sl ag

Indication number 9 X X

Indication number 19 X X Indication number 17 X X

Indication number 21 X X

ICS Technician

No

Kevin E Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes

Indication number 20 X X

Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print)

Magnetic Particle Inspection Report Report Number:_____1_____

Page_4__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

n/a

Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

Kevin E Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes No

Indication number 15 X X Top side indications

Po ro si ty

Se am

Sl ag

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NADU nd er cu t

Li ne ar

R ou nd ed

Cal Date: n/a n/a Model B100 4474 / 2875 n/a X Verification on recordCertification #: 19858 Central Condutor Dia:

Fluorescent Head Shot

Serial: n/a Visible Prods Spacing: n/a n/a 40 (4x10) Lb S/N Cal Due: n/a Direct Current Rectified 10 Lb S/N 7986 n/a n/a X Alternating Current Cal Date: 2/12/2018 Model:X Dry Coil # Of Turns:

Lighting Equipment Lighting Type Section

X Portable Black Pre-Intensity (µW/cm²): Post-Intensity (µW/cm²):

As welded Thickness: n/a Diameter: n/a n/a Coating: n/a

Inspection Procedure: QOP 9-MT-1 ASME Section VIII, division 1, appendix 6 Material/Lighting and Inspection Information Section

Structure: Lifting Beam Material Type: Carbon Steel Surface Conditions:

Job Location: Chattanooga. TN ICS WO#: 180016 Drawing Number:

Customer: ACME Industrial piping,Inc. Customer Job #: n/a Date: 2/12/2018

Magnetic Particle Inspection Report Report Number:_____1_____

Page_5__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

Job Location: Chattanooga. TN ICS WO#: 180016 Drawing Number:

Customer: ACME Industrial piping,Inc. Customer Job #: n/a Date: 2/12/2018

As welded Thickness: n/a Diameter: n/a n/a Coating: n/a

Inspection Procedure: QOP 9-MT-1 ASME Section VIII, division 1, appendix 6 Material/Lighting and Inspection Information Section

Structure: Lifting Beam Material Type: Carbon Steel Surface Conditions:

Lighting Equipment Lighting Type Section

X Portable Black Pre-Intensity (µW/cm²): Post-Intensity (µW/cm²):

n/a Wet X Yoke Direct Current Yoke Lift Test n/a X Alternating Current Cal Date: 2/12/2018 Model:X Dry Coil # Of Turns:

Fluorescent Head Shot

Serial: n/a Visible Prods Spacing: n/a n/a 40 (4x10) Lb S/N Cal Due: n/a Direct Current Rectified 10 Lb S/N 7986 Cal Date: n/a n/a Model B100 4474 / 2875 n/a X Verification on recordCertification #: 19858 Central Condutor Dia:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NAD

Bottom side indications

Po ro si ty

Se am

Sl ag

U nd er cu t

Li ne ar

R ou nd ed

Indication number 14 X X

Indication number 18 X X Indication number 16 X X

Kevin E Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes No n/a

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

Magnetic Particle Inspection Report Report Number:_____1_____

Page_6__ of _6__

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

Length:

Amps:

Job Location: Chattanooga. TN ICS WO#: 180016 Drawing Number:

Customer: ACME Industrial piping,Inc. Customer Job #: n/a Date: 2/12/2018

As welded Thickness: n/a Diameter: n/a n/a Coating: n/a

Inspection Procedure: QOP 9-MT-1 ASME Section VIII, division 1, appendix 6 Material/Lighting and Inspection Information Section

Structure: Lifting Beam Material Type: Carbon Steel Surface Conditions:

n/a Wet X Yoke Direct Current Yoke Lift Test n/a X Alternating Current Cal Date: 2/12/2018 Model:X Dry Coil # Of Turns:

Fluorescent Head Shot

Serial: n/a Visible Prods Spacing: n/a n/a 40 (4x10) Lb S/N Cal Due: n/a Direct Current Rectified 10 Lb S/N 7986 Cal Date: n/a n/a Model B100 4474 / 2875 n/a X Verification on recordCertification #: 19858 Central Condutor Dia:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NAD inside indications

Po ro si ty

Se am

Sl ag

U nd er cu t

Li ne ar

R ou nd ed

Indication number 10 X X

Base metal indication Indication number 12 X X Indication number 11 X X

Base metal indicationIndication number 13 X X

Kevin E Collier II

Inside hook housing

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes No n/a

Magnetic Particle Inspection Report Report No: WFMT022018 Page (1) of (1)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Acceptance Standard:

Length:

Amps:

Job Location: Chattanooga, TN ICS WO#: 180016 Drawing Number: 535-10A Customer: ACME Industrial Piping Customer Job #: n/a Date: 2/20/2018

Structure: Main Lifting Beam Hook Material Type: CS Surface Conditions: Brushed

Inspection Procedure: QOP 9 - MT-1 Rev: 6 Info.

Material/Lighting and Inspection Information Section

N/A Lighting Equipment Lighting Type Section

X Portable X Black Pre-Intensity (µW/cm²): >1,000

Thickness: n/a Diameter: Reference Spool No. N/A Coating:

Post-Intensity (µW/cm²): >1,000 Fixed White Pre-Intensity (Foot-Candles): Post-Intensity (Foot-Candles):

Coil # Of Turns: Alternating Current Cal Date: 2/20/2018 Model:Dry

Direct Current Rectified 10 Lb. X X Wet X Yoke Direct Current Yoke Lift Test

X

Certification #: 16M11K Central Condutor Dia:

Serial:

Visible Prods Spacing: Cal Date:

6 40 (4x10) Lb.

Model B-100 / 4474 S/N: 7966 X Verification on record

Cal Due:

Weld Identification or Part Number

W el de r I

.D

A cc ep t

R ej ec t

Type of Discontinuity Remarks

C ra ck

La p

L.

O

.F

A lig ne d

D ia m et er

Le ng th Accept= / Reject= X No Apparent Defects= NADU nd er cu t

Li ne ar

R ou nd ed

X Fluorescent Head Shot

Lifting Hook

Po ro si ty

Se am

Sl ag

NAD

No

Kevin E Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: X Yes

N/A

Visual Inspection Report Castings

Report Number: VT0220

Page (11) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

(Sign) Level Customer Reviewer(Print) ICS TechnicianICS Technician

No

Pictures for reference only.

Kevin E. Collier II

Images Attached: Yes XSketch/Drawing/Location of Discontinuity

NADLifting Link Lifting Device

X Verification on Record

U nd er si ze d w el d Accept = / Reject = X No Apparent Defects = NAD

NAD

U nd er cu t

U nd er fil l

Ex ce ss iv e Co nv ex ity

W el d Re pa ir Heat Number (if applicable) Drawing Number and Serial Number

Final Visual Remarks

A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

C ra ck

Po ro si ty

6" scale Post-Intensity (Foot Candles): >100 fc Other: V-WAC Gage Pre-Intensity (Foot Candles): >100 fc Cal Date:

Cal Due:

X Hi-Lo GageFillet Gages Fixed Serial:

X Model:

Direct Viewing Technique X Remote Viewing Technique:

Mirror Bridgecam Portable

Remote Viewing Device S/N:

Inspection Aids/Instruments Lighting Information (White Light) Light Meter

Are Dimensions within acceptable limits Yes No X N/A

Inspection Procedure: QOP 9-VT-1 6 AWS D1.1 Material/Lighting and Inspection Information

Component Identification: Lifting Device for main Shaft & Inner Head Cover

Job Location: Chattanooga T.N. ICS WO#: 180016 Drawing Number: 38689 Customer: ACME Industrial Piping Inc. Customer Job #: Date: 2/20/2018

Visual Inspection Report Castings

Report Number: VT0220

Page (10) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

Level Customer Reviewer(Print)ICS Technician ICS Technician (Sign)

No

Picture for reference only.

Kevin E. Collier II

Sketch/Drawing/Location of Discontinuity Images Attached: Yes X

Pedestal X XX

Heat Number (if applicable) Drawing

Number and Serial Number

Final Visual Remarks

A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

X Verification on Record

U nd er si ze d w el d Accept = / Reject = X No Apparent Defects = NAD

C ra ck

Po ro si ty

U nd er cu t

U nd er fil l

Ex ce ss iv e Co nv ex ity

W el d Re pa ir

6" scale Post-Intensity (Foot Candles): >100 fc Cal Due:

Other: V-WAC Gage Pre-Intensity (Foot Candles): >100 fc Cal Date:

Fixed Serial:X Fillet Gages Hi-Lo Gage X Portable Model:Mirror Bridgecam

Remote Viewing Device S/N:

Inspection Aids/Instruments Lighting Information (White Light) Light Meter

N/A

Direct Viewing Technique X Remote Viewing Technique:

Are Dimensions within acceptable limits Yes No X

Inspection Procedure: QOP 9-VT-1 6 AWS D1.1 Material/Lighting and Inspection Information

Component Identification: PEDESTAL, for assembling rotor

Job Location: Chattanooga T.N. ICS WO#: 180016 Drawing Number: 161D221 Customer: ACME Industrial Piping Inc. Date: 2/20/2018Customer Job #:

Visual Inspection Report Castings

Report Number: VT0220

Page (9) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

No

Kevin E. Collier II

Images Attached: X YesSketch/Drawing/Location of Discontinuity

YOKE X XX

Heat Number (if applicable) Drawing

Number and Serial Number

Final Visual Remarks

A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

X Verification on Record

U nd er si ze d w el d Accept = / Reject = X No Apparent Defects = NAD

C ra ck

Po ro si ty

U nd er cu t

U nd er fil l

Ex ce ss iv e Co nv ex ity

W el d Re pa ir

6" scale Post-Intensity (Foot Candles): >100 fc Cal Due:

Other: V-WAC Gage Pre-Intensity (Foot Candles): >100 fc Cal Date:

Fixed Serial:X Fillet Gages Hi-Lo Gage X Portable Model:Mirror Bridgecam

Remote Viewing Device S/N:

Inspection Aids/Instruments Lighting Information (White Light) Light Meter

N/A

Direct Viewing Technique X Remote Viewing Technique:

Are Dimensions within acceptable limits Yes No X

Inspection Procedure: QOP 9-VT-1 6 AWS D1.1 Material/Lighting and Inspection Information

Component Identification: YOKE

Job Location: Chattanooga T.N. ICS WO#: 180016 Drawing Number: 162D321

Visual Inspection Report Castings

Report Number: VT0220

Page (8) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:QOP 9-VT-1

James Steward II

N/A

RemarksFinal Visual

X

6" scale

X

Sketch/Drawing/Location of Discontinuity

(B) X

Heat Number (if applicable) Drawing

Number and Serial Number A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

C ra ck

(A) Half lifting rig assembly

Po ro si ty

X X

No

X

Accept = / Reject = X No Apparent Defects = NADU nd er si ze d w el d

U nd er cu t

Images Attached: X Yes

ACME Industrial Piping Inc.

AWS D1.1

Remote Viewing Technique:

Lighting Information (White Light) Light Meter Model:

Serial:

Cal Date:

Cal Due:

X

ICS Technician (Print) ICS Technician (Sign) Level

Material/Lighting and Inspection Information

Date:

40027Job Location: Chattanooga T.N.

Customer Job #:

ICS WO#: 180016 Drawing Number:

2/20/2018

Inspection Procedure:

Customer:

Component Identification:

Post-Intensity (Foot Candles): >100 fc Pre-Intensity (Foot Candles): >100 fc

Authorized InspectorCertification Number

Customer Reviewer

Lifting Rig for Pipes in Main Shaft

Are Dimensions within acceptable limits Yes No X N/A

Direct Viewing Technique X

Inspection Aids/Instruments

X Mirror Fillet Gages

Bridgecam

Remote Viewing Device S/N:

Verification on Record

X Portable FixedHi-Lo Gage

Other: V-WAC Gage

X X

U nd er fil l

X X

W el d Re pa ir

Su rf ac e

Co nd iti on

Pictures for reference only

Visual Inspection Report Castings

Report Number: VT0220

Page (7) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

No

James Steward II

Images Attached: X YesSketch/Drawing/Location of Discontinuity

X XLink 4 X

Link 2 Link 1 X

X X

NAD

Link 3 X

XX

Heat Number (if applicable) Drawing

Number and Serial Number

Final Visual Remarks

A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

X Verification on Record

U nd er si ze d w el d Accept = / Reject = X No Apparent Defects = NAD

C ra ck

Po ro si ty

U nd er cu t

U nd er fil l

Su rf ac e

Co nd iti on

W el d Re pa ir

6" scale Post-Intensity (Foot Candles): >100 fc Cal Due:

Other: V-WAC Gage Pre-Intensity (Foot Candles): >100 fc Cal Date:

Fixed Serial:X Fillet Gages Hi-Lo Gage X Portable Model:Mirror Bridgecam

Remote Viewing Device S/N:

Inspection Aids/Instruments Lighting Information (White Light) Light Meter

N/A

Direct Viewing Technique X Remote Viewing Technique:

Are Dimensions within acceptable limits Yes No X

Inspection Procedure: QOP 9-VT-1 6 AWS D1.1 Material/Lighting and Inspection Information

Component Identification: 1-1/2" Lifting Links

Job Location: Chattanooga T.N. ICS WO#: 180016 Drawing Number: 38688

Visual Inspection Report Castings

Report Number: VT0220

Page (6) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

No

James Steward II

Images Attached: X YesSketch/Drawing/Location of Discontinuity

Link 2 Link 1 X X X X

X X X

Heat Number (if applicable) Drawing

Number and Serial Number

Final Visual Remarks

A cc ep t

R ej ec t

G as

H ol es

Sh rin ka ge

La ps

Te ar s

X Verification on Record

U nd er si ze d w el d Accept = / Reject = X No Apparent Defects = NAD

C ra ck

Po ro si ty

U nd er cu t

U nd er fil l

Ex ce ss iv e Co nv ex ity

W el d Re pa ir

6" scale Post-Intensity (Foot Candles): >100 fc Cal Due:

Other: V-WAC Gage Pre-Intensity (Foot Candles): >100 fc Cal Date:

Fixed Serial:X Fillet Gages Hi-Lo Gage X Portable Model:Mirror Bridgecam

Remote Viewing Device S/N:

Inspection Aids/Instruments Lighting Information (White Light) Light Meter

N/A

Direct Viewing Technique X Remote Viewing Technique:

Are Dimensions within acceptable limits Yes No X

Inspection Procedure: QOP 9-VT-1 6 AWS D1.1 Material/Lighting and Inspection Information

Component Identification: 2-1/2" Lifting Links

Job Location: Chattanooga T.N. ICS WO#: 180016 Drawing Number: 39178-A

Visual Inspection Report Castings

Report Number: VT0220

Page (5) of (11)

11135 Dayton Pike Soddy-Daisy, TN 37379 Phone: (423) 493-0097 Fax: (423) 435-9620 Form 6/30/13

Rev: Acceptance Standard:

N/A Certification Number Authorized Inspector

(Sign) Level Customer ReviewerICS Technician (Print) ICS Technician

No

James Steward II

Images Attached: X YesSketch/Drawing/Location of Discontinuity

X X X X X X

Pedestal 4 X X

Pedestal 2

Pedestal 5 X X

Pedestal 1 X X

X XPedestal 3 X X X

X X X X X X X X

Heat Number (if applicable) Drawing

Number and Serial Number

Final Visual…