Text

Statement of Matl Facts as to Which There Is No Genuine Issue Re U-bolts Used as one-way Restraints Acting as two- Way Restraints
	ML20084S341
Person / Time
Site:	Comanche Peak
Issue date:	05/23/1984
From:	; TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC)
To:	; Atomic Safety and Licensing Board Panel
Shared Package
ML20084S332	List: ML20084S329; ML20084S334; ML20084S338; ML20084S341;
References
	NUDOCS 8405240343
	Download: ML20084S341 (181)
	v • d • e

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9 UNITED' STATES OF AMERICA

-NUCLEAR REGULATORY-COMMISSION 1-BEFORE THE ATOMIC SAFETY AND LICENSING BOARD '

i

.In the Matter of

)

TEXAS UTILITIES ELECTRIC

)

Docket'Nos. 50-445'and l

COMPANY, et al.-

)

50-446 L

)

(Comanche Peak Steam Electric

)

(Application for Station, Units 1 and 2)

)

Operating Licenses)

APPLICANTS' STATEMENT OF MATERIAL FACTS AS TO WHICH THERE IS NO GENUINE ISSUE l

1.

A 1/16 inch gap was designed into each U-bolt. restraint on a j

rigid frame..As a first support design effort, it was viewed l

that this gap would accommodate the thermal and seismic movement i

of piping. (The movement due to a seismic event was preliminarily.

calculated to be very small,'i.e., less than :l/32 inch, for J

aimost all piping.)

Accordingly, in the' initial pipe support' 1

design (prior-to as-built conditions), all such U-bolts had-been considered as only one-way restraints (because the lateral gap' i

j was present). Affidavit'at 3.

f 2.

As-the as-built design review and corresponding pipe support 1

l reanalyses were being conducted, Applicants determined.that the-i l'

thermal' movement of piping associated with'some U-b'olt supports-j.

would exceed the 1/16. inch gap provided and some seismic movement

.may exceed 1/32' inch. Id.

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3 As part of the as-built review program Gibbs & Hill reran the thermal piping analyses at all locations where U-bolts were initially considered as one-way restraints and where the piping thermal movement was equal to or exceeded 1/16 inch.

Those reanalyses indicated that even assuming the U-bolt acted as a two-way restraint, the piping stresses would remain well within allowable values. Id. at 4.

4.

Applicants decided to replace all U-bolts on rigid frames initially considered as one-way restraints where piping thermal movements were computed to equal or exceed 1/16 inch in the original analysis.

Id.

5.

There are currently seventy Unit 1 and common U-bolts on

~

rigid frames which were originally modeled as one-way restraints.

While.the maximum thermal pipe movement associated with each of the seventy U-bolts would not exceed the 1/16 inch design gap, the maximum thermal plus seisnic movement of eight would. Id. at 6.

6.

To assess the impact on piping analyses of a U-bolt installed in the plant acting as a two-way restraint, Applicants conservatively reanalyzed stress problems associated with the two worst case U-bolts (i.e., those with the maximum combined thermal and seismic movement, CC-X-013-012-A43R and CC-1-007-040-A63R) and a representative sample of other U-bolts initially considered as providing one-way restraints. Id. at 6-7.

O The reanalyses reflected that any effects of the U-bolts acting as two-way restraints on piping stresses and associated loads (e.g., nozzle and anchor loads) would be small or negligible and would not result in exceeding allowable stresses or manufacturers' allowable values.

Further, the analyses reflected that the effects on other associated piping supports are generally decreases in the loads; where there are increases, they are well within allowables. Id. at 8-10.

7.

If maximum thermal and seismic movement were assumed to occur simultaneously, there would be a lateral load (in addition to the load in the normal direction) acting on eight of the 70 U-bolts, noted above. Id. at 10.

CASE acknowledges that this lateral load will be small when compared to the load in the normal direction (CASE Findings of Fact at II-3).

8.

Applicants commissioned ITT Grinnell to carry out a series of tests on U-bolt capability to carry both normal and lateral loads.

The tests reflected that even for lateral displacements exceeding the maximum that could occur, the lateral load would not impair the capability of th,e U-bolt to carry its load in the normal direction.

For example, the tests reflect that even if the maximum seismic plus thermal lateral displacement were to induce a lateral load equal to fifty percent of the rated normal load, the U-bolt would still have more than a factor of 2.5 margin of safety in its normal direction. Id. at 10-11.

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Using conservative assumptions, it was determined that all of the U-bolts at issue here were well within the manufacturer's interaction formula limits. Id. at 12-15.

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l INDEX OF TABLES Table 1 Listing of all Unit 1 and common U-bolts on rigid frames modeled as one-way rostraints (includes maximum thermal and seismic movements).

Table 2 Load summary sheet for stress problem AB-1-65 which compares the support loads (lbs.) for the as-built analysis (dated 8-16-82) where all U-bolts were considered one-way restraints to those for a reanalysis (dated 5 10-84) where all U-bolts in rigid frames have been modeled as two-way restraints.

Includes a comparison of maximum pipe strossos and nozzle loads.

Table 3 Same as Table 2, but for stress problem AB-1-62E; as-built loads dated 5-21-82 and reanalysis loads dated 5-10-84.

Table 4 Same as Table 2, but for stress problem AD-2-63B; as-built loads dated 1-17-83 and reanalysis loads dated 5-11-84.

Tables 5a and Sb Results of thermal reanalysis by Gibbs & Hill of stress probleu AB-1-62E, modeling U-bolts on rigid frames as two-way restraints.

i Table 6 Results of thermal reanalysis by Gibbs & Hill of stress problem AB-1-62F, modeling U-bolts on rigid frames as two-way restraints.

Table 7 Results of thermal reanalysis by Gibbs & Hill of stress problem AB-1-65, modeling U-bolts on rigid frames as two-way restraints.

Table 8 Results of seismic reanalysis of stress problem AB 62E, modeling U-bolts on rigid frames as two-way restraints.

Tables 9a and 9b Results of seismic reanalysis of stress problem AB-1-62F, modeling U-bolts on rigid frames as two-way restraints.

Tables 10a and 10b Results of seismic reanalysis of stress problem AB-1-65, modeling U-bolts on rigid frames as two-way restraints.

l 9

0 i

Table 1 Unit 1 and Common Sullding i ALI. U-80LTS ON R101D FMES MODELED AS ONE-WAY ES7RAINTS MAXIMUM MAXIMUM THE9ML SEISMIC TOTAL LINE DISTANCE TO EAEST MOVEMENT MOVEMENT MOVEENT SIZE R1010 StPPORT IN (lN)

(lN)

(lN1 (lN)

OPPOSITE OlECfl0N AF-1-038-004-533R

.002

.0006 0026 3

l' - 4 1/4" AF-t-052-035-$62R

.009

.004

.009 4

2 ' - 9" AF-1-0S9-001-533R

.007

.005 012 10 l' - 10 11/16" i

AF-1-059-003-533R

.020

.017

.037 8

S ' - 2 S/8" l

AF-1-067-001 -533R 0.000

.016

.016 3

1' - 9 t/4" l

AF-t -098-022-$63 R

.031

.004

.03S 4

4' - 2 3/16" AF-t -098-032-533R

.006

.014 4

3' - 1 1/2" AF-t -098-700-833 R

.019

.0 37

.056 4

4 ' - 0" AF-1 -100-005-54 3A

.003

.033

.0 36 4

l ' - 4 t /2" AF-1-100 007-S$3R 0.000

.009

.009 4

0 ' - 6 1/4" AF-1-100-009-S$ 3 R

.002

.017

.019 4

0' - 11 3/4" l

AF-1-100-025-SS3R

.003

.031

.034 4

0 ' - 5" AF-t -101 -003-533R

.018 029 047 4

l' - S 7/8" AF-1-101-014-SS3R

.001

.022

.023 4

0' - 6 3/4" l

8R X456-713-AS3R

.003

.006 4

0 ' - 3" 8 M -162-700-A53R

.0 29

.025

.054 3

S' - 3 1/4" i

CC-t -003-001 - A73 R

.002

.016

.018 3

4' - 1" l

CC-1-005401-A73R

.019

.022

.041 3

4' - 1" I

"CC-1 -007-040- A63 R

.028

.113

.141 6

S ' - 7 t /2" l

CC-1-011-023-AS3R

.009

.0442

.0492 6

1' - 9" "CC-t -011-029-AS 3 R

.050

.0668 1168 6

2' = 0 3/4" CC-1-065 001-S33R

.013

.003

.016 18 2' - 2 7/16" CC-1-137-709-E63 R 006

.001

.009 3

S' - la CC-1-146-006-543R

.004

.0374

.0414 6

4 ' - 0" CC-1-146-007-54 3R

.000

.0275

.03S5 6

2' - 11" CC-1-140 003-543R

.013

.0032

.0162 4

l' - S 7/8" CC-1-166-005-54 3R

.009

.004

.01 3 4

l' - 4" CC-2-005-703-A73R

.003

.005

.006 3

3' - 3 I/8",

CC-2-007-006-AS 3 R

.034

.033

.067 6

6' - 11"

CC-2-007407-M 3R

.006

.093

.091 6

6' - t1 1/4*

CC-2420-007-A33R

.001

.0001

.0011 24 l ' - 0 t /4" CC-2-035-712-E33R

.010

.020

.030 6

3 ' - 8" CC-2-1M409 F4 M

.006

.0261 0341 12 l' - 3 1/2" CC 2-126 006-F434

.006

.0 39

.049 12 2 ' - 3 5 /8" CC-2 1 M41 l-F4 M 0.000 0.000 0 000 12 0' - 7" G 2-164-401-MM

.001

.002 10 0' - S 15/16" "CC-X413 012-A4 M

.0 38

.1277 1657 6

78 - 3" CC-X-021402-A4M

.014

.0292

.0 392 6

3' - 3" CC-X423 014-A4M

.003

.0002

.0112 6

l' - 3" CC-X429-009-A4 M

.014

.0297

.0307 6

11' - 6 1/8" CC-X427400-A4M

.022

.0079

.0299 4

2' - 7"

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INDEX OF TABLES Table 1 Listing of all Unit 1 and common U-bolts on rigid frames modeled as one-way restraints (includes maximum thermal and seismic movements).

Table 2 Load summary sheet for stress problem AB-1-65 which compares the support loads (lbs.) for the As-built analysis (dated 8-16-82) where all U-bolts were considered one-way restraints to those for a reanalysis (dated 5 10-84) where all U-bolts in rigid frames have been modeled as two-way restraints.

Includes a.

comparison of maximum pipe stresses and nozzle loads.

Table 3 Same as Table 2, but for stress problem AB-1-62E; as-built loads da ted 5-21-82 and reanalysis loads dated 5-10-84.

Table 4 Same as Table 2, but for stress problem AB-2-63B: as-built loads dated 1-17-83 and reanalysis loads dated 5-11-84.

Tables 5a and 5b Results of thermal reanalysis by Cibbs & Hill of stress problem AB-1-62E, modeling U-bolts on rigid frames as two-way restraints.

Table 6 Results of thermal reanalysis by Gibbs & Hill of stress problem AB-1-62F, modeling U-bolts on rigid frames as two-way restraints.

Table 7 Results of thermal reanalysis by Gibbs & Hill of stress problem AB-1-65, modeling U-bolts on rigid frames as two-way restraints.

Table 8 Results of seismic reenalysis of stress problem AB 62E, modeling U-bolts on rigid frames as two-way restraints.

Tables 9a and 9b Results of seismic reanalysis of stress problem AB-1-62F, modeling U-bolts on rigid frames as two-way restraints.

Tables los and 10b Results of seismic reanalysis of stress problem An-1-65, modeling U-bolts on rigid frames as two-way restraints.

i

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Table 1 UQlt I and Common Building 1 ALL U-80LTS ON RIGIO FRMES MODELED AS ONE-WAY ESTRAINTS MAXIMUM MAXIMUM THE MAL SEISMIC,

TOTAL LINE DISTANCE TO EAEST-MOVEMENT MOVEMNT MOVEMENT SIZE R1GID StPPORT lN

,'a (IN)

(lN)

OPPOSITE OlECTION AF-1-038-004-S33R

.002 0006 0026 3

1' - 4 1/4" AF-1-052-035-562R

.005

.004

.009' 4

2 ' - 9""

AF-t-059-001 -533R 007

.005

.012 to l' - to 11/16" AF-1-059-003-S33R

.0'0

.017

.037 8

5' - 2 5/8" AF-1-067-001 -533R 0.0sJ

.016

.016 3

1' - 9 1/4" AF-1-098-022-963R

.031

.004

.035 4

4' - 2 3/16" AF-1-098-032-533R

.006

.014 4

3' - 1 1/2" AF-1-098-700-S33R

.019

.0 37

.056 4

4 ' - 0" AF-1 -100-005-54 M

.003 033

.036 4

l' - 4 1/2" AF-1-100-007-S53R 0 000

.009

.009 4

0' - 6 1/4" AF-1 -100-009-$53 R 002

.017

.019 4

0' - 11 3/4" AF-1-100-025-953R

.003

. 031

.034 4

0' - 5" AF-1-101 -003-533R

.018 029

.047 4

1' - 5 7/8" AF-1-101-014-S53R

.001

.022

.023 4

0' - 6 3/1"

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B R.X-056-713-A53 R

.003 003

.006 4

0' - 3" Sft.X-162-700-A53R

.029

.025

.054 3

5' - 3 1/4" CC-1-003-C01 -A73 R

.002

.016

.018 3

4' - la CC-1-005-001-A73R

.019

.022

.041 3

4' - 1"

CC-1-007-040-A63 R

.028

.113

.141 6

5' - 7 1/2" CC-1-011 023-A53R

.005

.0442

.0492 6

l ' - 9"

CC-1-011429-A53 R

.050

.0668

,1168 6

2' - 0 3/4" CC-1-065-001-$33 R

.013

.003

.016 18 2' - 2 7/16" CC-1-137-709-E63 R 006

.001

.009 3

5'-1" CC-1-146406-543R

.004

.0374

.0414 6

4 ' ~ 0" CC-1-146-007-$43R

.006

.0275

.0355 6

2' - 11" CC-1-148-003-543R

.013

.0032

.0162 4

l' - 5 7/8" CC-1-166-005-S43R

.009

.004

.01 3 4

18 - 4" CC-2-005-703-A73R

.003

.005

.008

'3 3' - 3 1/8" CC-2-007-006-A53 R

.034

.033

.067 6

6' - 11"

CC-2-007-007-A53R

.006

.005

.091 6

6' - 11 1/4" CC-2-020-007-A33R

.001

.0001

.0011 24

,t' - 0 1/4" CC-2-035-712-E33R

.010

.020

.030 6

3' - 8" CC-2-126 005-F43R

.008

.0261 0341 12 l' - 3 1/2" CC-2-126-006-F43R

.006

.039

.045 12 2' - 3 5/8" CC-2-136-Ol l-F43R 0.000 0.000 0.000 12 0' - 7" CC-2-164-401-A53R

.001

.002 10 0' - 5 15/16"

'CC-X-01 H12-M 3R 038

.1277 1657 6

7' - 3" CC-X-021402-M3R

.014

.0252

.0392 6

3' - 3" CC-X 02H14-M3R

.003

.0082 0112 6

l' - 3" CC-X-025-005-M3R

.014

.0257

.0397 6

11' - 6 1/8" CC-X-027-008-M 3R

.022'

.0079

.0299 4

2' - 7"

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.s 2-i MAXIMUM MAXIMUM THEfMAL SEISMIC TOTAL LIE OlSTANCE TO NEAEST MOVEMENT MOVEENT MOVEENT SIZE RIGID SUPPORT IN (IN)

(IN)

(lN)

OPPOSITE DIECTION l

CC-X-031-002-M 3R 034

.0019

-.0359 4-5 ' - 2"

'CC-X-034405-M3R

.032

.0337

.0675 4

4' - 9'13/16" CC-X-039-COS-F4 3R 010.

.0031 0131 12 3'

7" CC-X-082-700-A33R

.003-

.0159

.0189 24 11' - 8 1/4" CH-1-240-717-A33R 002 0.000

.002 3

l' - 3 1/2" CH-1-249-005-S43R

.001

.018

.019 3

l ' ~ 7" CH-1-249-010-S33R 001

.018

.019 3

0' - 8 1/2" CS-1-015-700-S42R

.017

.0086

.0256 3

!! - 5 1/4" CS-1-076-005-M2R 039

.002

.041 4

0 ' - 3"

CS-1 -155-019-S42R

.018

.051

.069 3-3' - 1/2" CS-1-15 5-020-S42R

.020 018

.038 3

3' - 5/8" CS-1-251-022-S$3R

.031

.0272

.0582 3

3' - 3" CS-1-319 006-S53R

.005 0099 0149 3

l ' - 1 1/4" CS-1-454-008-552R

.004

.0139

.0179 3

0' - 5 3/8" RH-1-005-008-C42R

.001

.002 3

0' - 5 1/2" SF-X-005-031-F53R 0 000

.0046

.0046 10 3' - 10" SF-X-006-010-F53R 0 000

.0039 0039 10 3' - 10" SF-X-024-702-M3R

. 030

.0194

.0494 4-2'

.9 5/8"

$F-X-034-012-F53R 0.000

.0021 0021 10 3 ' - 10 "

SI-1-029-055-S32R.

0.000

.0273

.0273 24 2' - 11 1/4" SI-1431-004-A32R 003

.0028

.0058 12 0' - 8 9/16" SI-t-039-016-S22R

.002

.005

.007 4

0' - 4 7/8" S I-1-039-017-S22R 0.000

.018

.018 4

l' - 2 5/8" i

SI-1-039-022-S22R 0.000

.016

.016 4

0' - 5 7/8" SW-2-010-004-A33R 019 010

.029 24 l' - 4 5/8" esy.2-102-018-M3R

.044

.0347

.0787 10 5 ' - 6" Sw-2-129-022-M3R 004

.014

.018 10 0' - 6" SW-2-129-027-M3R

.007

.045

.052 to l' - 9 1/8" WP-1-049-700-S43R

.005

.002

.007 3

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mummmmeimmmmmme-mummmums-mesummmmun e5 lh.$**

?-?

lb?

o l

n. r. yl-a ';- A v2A.

O Rt 7t o 309 j ?)

-if l

Q 3??

asa 3dC d' /

-3.'/

j A

/u u

/v se o

i cc-7-0 2-oi7-m 6

28 asa n

a

-?;t l

/J o

/e i' us

- 4,7 um mm A

/43 1:.;

'a 3

r. :.

o c

5 Yl, f

.? * ~

%d ff / ~ ?)? ** 0 b

l er I

C.

388

/68o

.M7 1//'

1

.u a.z

?

A ns ns o

[*[i *.Y

,A

e 7 fy - /6 w

mba me== mumm mes==mmum-mme mammme A

.s: o no o

pe 4-o* rmA-B o1!

m

- /4 7 C- /wf F./r

--ti, 4 1

A B- /- gf LOADS g-/g-sz-LCADS.no-sce p,ex

~.

%GIAGE SUPPORT NUMBER F'A

[pY Fz. j. FX FY FZ A

s*r m

0 l

dj-x-9; E - ))) -deds 0

I')

E! '7' b

l C

A sy'

- l1;7 mb A

478

, ga O

Cc-Y-9?i-902- // %d-O' 02 fC5'

-/0A C

w

?s!

-u6

\\

A K3 0

\\

(4-Y-)ll.La? -sf3 2 0

/.h/

-l

- d/.

C

/ws

380

-2. 3 A

veo veo o

i' (C-1-Da 3-$CC'- A 'u 2-0 98=7 9'd, '

Ci C

Hv3 Mi

-67 A

Voz ws 0

/ ? - t: D ! - M S -) *'i l.

0 83W 7N

-/ W C

W/

h 3ss

-iso A

> 1ra vr.z

'.27ss us z o

1

~,/

cc u.?

29 7 -th/3 fl 0 E297 939

,;-t o r ?f'$

C ST73

/a t-s as

!000

- of~,,

A xo,

<s:s ac?

cea o-N CC-7-p.'?_paf-pcl/L 0

776

/M 3 15$

's'Y:. --] z C

87s-irrs-8.37 i:7.e.c

--wi A

s~o W

r:

o CC-7-02! -099-/ Old 0

4J7/

V/3

-/.7. 3 0

.f~Y3 M7

-/L 7 A

s9

/c 67 in o

fl-X*-DL'- O/o-) V!A 0

!!2 A31 En

& f~5

- 1 [f C

387 193 k?

?!'9

-w m.

-e

4 A B- /- 65' N

LOADS g-/6 -si LCADS r-is-sv Mar SUPPORT NUMBER FX FY FZ.

FX FY FZ-

%CPANGE A

/6's as'

/a3

27 0

B f?B N:( f,HF

15 h-

-AZ 46-nti-stt 4uss C

cvz-us7

D~e

- /20 la's

- n' A

is t N 3'~

9 j

,v.y-o:s-op-gog B.

25 3/s

- 4. ?

%& n./pel C

33z 1:7

+ 7;r A

sna

na 0

@ -X-0ll-O/."-Ads /N 0

4E57

+/JW

- 4l

/AO4 192-C 4739 gy7

-., r A

G?-r-on,nc talk 0

J79

/s~9

- t/3.

C fro qi

-z 27 A

su

4 Ge-x-023 -C'Y-4 43 L B

434 7/

6/5 C

70s 9/

69/

A esy ei,e 4

??-r-%d-9/r-Au2L 6

ear 88 as '

C 90 7

/07 To 7 A

4"'

s u' o

t'-/ oN-sn.J<c.E-0

/S/

/ru'

-i47 C siv-

/9r

-/or 1

A 323 ut o

-cu-afg gegs B

,% & n 99 %

C v

A sra sus o

$w-c.c.c-oo?-.4yli 6 A6b M G579/.

C, t

A B- /- 65~

P LOADS 8-/4 -8s LCADS rso-8V rinx SUPPORT NUMBER -

FX

'FY Fz.

FX FY PZ.

%G%%E A

ss 56 o

ss -x-p;s -psu-//a!A_

0 1f3 22 4

-55 3 C

3f4 J/V-

'97:7 A

ws in

.A m-x-otr-por-4?A B

E69 540 aos C

f9'd 45 8

&3 A

sis;-

6/Ss-O dc' -/ -/04 -20/-ddd C-0 K+f NffZ

+, 2 C

sist s6vy

+s A sin

_s%

32r/

sat o

M-i-/04-w t<3/L 6

3378 788 s.378 7n

~o C Hi3 for m3 ra

.~ o A

saye vwe o

dd-/-/EG -60/-MJ/d 0

498V 0999 t3 C

57JS' 59fB

+. V A

me wg o

8d - / -/20 -fol-d'//'/-

0 13f.2.

/349 - /. 6 C

/vs2.

/ 42 7

- i. 7 A

/992

/r9e o

M-/-M3 -Oof-//e3d_

0 2 773

./77/

~o C

arse srst

~ 0.

A

/MV isty o

/d -i-/! 3-602-#3d 0

JV) Y 2y/2

.2 d'b89 A f 8 2.

~3 r

A i98 19s o

re-x-o.ey-soM av 6

s8o 1t7

-ti.&

(/

06Y 9 70 ^

- //, Z

.5M daataea A )(

AY AZ d"-X-D/3-o/.1-AY34 t-o. 0 5 8' OO tD. *022 '

% & A A 92:ro

-0.057 c.o

-o.03o W-X-0.?s-Cos-M3A to.0a7 00 ro.0/9 7/ccb/J.993.1

-0.o26

-0 00/

-0.0/9 t'Y-X- 023-O/V-AY34 to. 0//

ro. OoY r0 00/

Y/Cgfr h*h &

-0. D/ >

-0,0/D

-D.00/

(Y-X-C.23 AK54 tG O/4 to 006 t0 00/

I

-0. 00 /

?fcd A.77

-0.0/f

- O. Oil M

s

. m w

i GI6102 S Hill. Incr.

Jo6 No._ 31 -2 32 3.o 30,N

.ron1 crun ve.ruicat ion-Ana.lysi s Results-P.oxisin stress Su_biect is_nuiu. serosa Calculatiof1 Number Probicm A6-I-o65-Sheet,No. 2.6

./

e ces 1 am.

om osse m-Dew N-0**

Ws1, NX X

X X

X Preparet JJ 4,,u. 7/

"dioe*

9sW 72 v2' ag4.g derwour u-soc.r avas swmsss ne 4m ski

~

V.AxhWSTRESS-RMSULTS (1)

Allowable Calculated Conb$Non Equation Stress Stross Mode S. I. F, Description p

UMe.'Nbre Normal and 8

/Sooo 4M7 T37 3.Rla Stud wcx Normal and 1.2 Sh 9

Upset 96 c>

/gooo l'/ /, 9 E

?O

/.415

[

Emergency 9

1.8 Sh 17 58'Z-989 f.01 E1b ou 71ooo Ns O e ol 6Q047 /od

7. / 3 l'W6Q Faulted 9

2,4 S3 bY EHCAleGNd EQA DnJ 9

- ()

A

'lS*La} era.(

",G"'""O up RQ Sod 168Ik 7/4 '/D -} ce. cw%

Y8# I-'Th'#d/

hh$

and 1

8+Sh A

11

,y Cx IT5Iy 9('f 79y qua. wax.

(1)

Pipine. Fiaterial:

SA-106 6.,, 8

~

Design Temperaturet _ _Qoo F.

Note:

A separate maximum stress sheet should be used for each piping material within.a problem.

3,.

(2)

Based upon reference 11, equation 10 may.be' exceeded if equation i

/

11 is satisfied.

Chechig Method #.h429 F-166.4 81 w

A Yr * *

-u l

mm < m mm..

t "

s Gibbs & H/II.1no.

Job No. 12 - 2 3,2.p o 30 -

CEen_t _ Tusi-costs n rys ou rimjon-Ann ysis..Ep.ed ts-Wax moE st ress

)

Subject ' LindiT e v

SheetNo.><'ZiErT ad 1

l 3,5 Calculation Number Problem AB./- (p.f N(X N

N

~,

04t3. j Ome v Rev. 1 Oste.

Red i. Dale-9ew Oate -

Rev.

Redsion

\\

mese N

/

>>se.

n.Mu X

X M1 s

o.a.

A WF M4-TF7A9 7

N AB /-4,[ WITH U-80t. 7 4.A*7&2.4L - $7/FMSV PER Com 7 9 ail 00WW 7 M / % O A-/

'.' AA44L.W'l.t f914"4W %87l99Y :

. uxt:w.s'en:ss 2csuurs 0)

Plan Allowable calculated Condit {1ori '

~^

Equation Stress-Stress

' liode SI I M Descriotion S.

W ln tO h

t;orr.sa1 and

,8

. gg; O

'. $[ 7,. C 93y EtN 6tsneChe%s

' bd

'~

' Up se t.

Normal and 1.2 sh 9

/kh8"he O $b 9"'

/3';obo. O IN 6'A Q Energency 9

1.8 Sp' '

s 17 S&6,0 924 !. m "u s k p29,d.00.O Faulted 9

2.4 Sh JS BouNDED BV GMd266 McY 36.o'00lD-Y o n o t 7f.0ws$ oA7f ::s) 9 -

MYNl Normal and

10. (2)

S g

jgtz, o q4 9

.,,g up et -

u m,o awasawa WlRY 1;ormal and

/

Up' set 11 8^+ 8 h

'786-pgy g

j')[DC,O (OhH6C7/.9 (1.)

Piping F.aterial

$4 - /8 6 S2r S _

Design' Temperature:

,2 00 * $ _

hote:

A separate maxihum stress. sheet should-be used for each piping material within a problem. -

k1-(2)

Based 'upon r'eference II, equation 10 may be' exceeded if ' equation'i.'[-

O t

i 11 is satisfied.,

$ 'S.1r f=' b, Yl = (d. Sj2.Nh6j'.= ln'6Y1 SNC. 6$UAf/bhi * $

4w F466,h 81

'checWngMWhod( jW::: rig:

4

. a :, w w. -

.-o.< -

n... -

L re. x.e.

(

t

~

.~

Gubbs S HN.1rto.

Job No.

'2323 Ciert Tost-cysss

. 4 d*r*

r.s-serte sTRzsS VERIFICATION -MM,YSIS RESm.?S-ANERoD /Womm/Dm,

% W NXsef'P905LEM A-e - I-a SudNo.S$m p(>N f625C.S l

a szr o

,an om.

an om.

a=

om.

an o

l N

X i

X X

'Il Prupser N

/,/ 58,

d'A7M CP-a-sN rDdG - - fh1MV

/

N

'i

. nR9lewma e R ec i'-;C.'Y24 -RODEt 974S$!?Alottb!Ch' 'ZDENTt-Av 10 traemae tmsipT mosrmv ya m.mun I Af5A.

AS-BO.

_ML AS-BO.

ALLO.

AS-50 A7 fo.

AS_-E U.

. _p,.,3....

y.

.p afK.g

. _ - _.- y _.

.y.

T

_g-

. g-

p..

.. y

~-

'...g..

g._

p.

x_._.gge,_

g 9,_.

.x.s. g4_

9,_.

. g, y

n a _...gg.g

. g..

g_

g

. g gg p

coa Ypr. WhR/veN6~ei W <@HI.d' XDEWi _.ois x

~

^'3P_Pfr5_u eR.TEV-A A -O n.B ~1960is

~

H W

4 NonMAL UPSET EMERGENCY _'

5'AULTED

_ -. ~

AL ItM _

_ A f.f.

'A M-RfT Af.fA _

ae.kn EY,TM.

19-Rt7_

17.To _

H

.t,.. 3

--ll$.-

1' 9-

._a

_ g.-

.y zkt.&

-n' n t*

y io 7*

T,

,i,1 ',7,

.r*11n Fnf

. y.,_.

_PR1

' en

-73r._

~.

cw, o -

1 ssear

'm_

i._

a* ~~

,m-

=

-.. TD '*

'f:s> A

. 77 *.

Q

.y.

.. y _

~g,

. g-J

. g',

M,.....ga.

Ig

.g

-g._

3.___..

- nose.c u rere rrrm a<, mu erma. - -- - - - - - - - - -

' ' ' 2)~ ror aIIowable 'Ioads see ~ '-~

'(3) " For'bf'em renditsNus tary chors 'e 1

pro ChodegMetod# g eadulated,-

.FM+et

.A8.l-fo.d_ss!L#w.7.R-Adl.7_.4 Msg 4j 5 ftfMass - fag 9, A h e(e.-

t I

e -

1

.e n

~2323 C5ert TosI-CPsas efts.tse a NHL ArscA Job No.

SiklieCf AS-BUILT STRESS VERIFICATION -ANALYSIS RESULTs_Aasamm/Monf.PJesesse,'

.All"t W Mrft>er ~ PTtOBLEM AB-I-0 6 SiestNo.Sf_ /QAa4t F1/4,; pg30 g ~

./

Dame h_

Oues Oes Duas equeessm

,E7 Qas

*L f

X

.1 X

X X

X l

Pieparer BK. 4

_ Jf4 J7/U14 -

i W

M M d.

CnD+

3 i

Ye9'M E R CO-X-AMS NODEt -@[2NM NON IDENT:

V D nnn.m __

Up g re __

rurn<~.r ev ratnmen i

l AS-BU.

l ALL

.AS-EU.

AMO.

AS-BU ALLO.-

AS-EU.

ATIO.

QQ

..g p.

,y.

h.$

. -g.p F..

y 5%

- EMEMEN cf -

3+-

-4+l -

ys%. 56-4&

240-c

.i97.1. _ _ _. -.-gg.

73g.

x..

l

.n.....g3 73j_

_... _ggg_ _ _ _

y n.. :-

..;57g

-.s43_

gy g

g 9g,e_

qp v.. m. a + n m e m.s 7s-W m a) m_..., %_ 13NCu-.r.

NORMAL UPSET EMERGENCY FAULTED 1

14t-Rrf 1f1

14. Ar7 A f'fn a n-nn -

' ALLO.

AS.RDi afJA.

l t

.t, -. -qg..

_ gyg

._g.9

_. _ s 60uL 26D-.

E,.. _.q.9-.

-j.gg-

_(. y _

r,. Q_..-

- _..j.g5-

. e.g._._.

y-

_3g

.._gaseisay g./

9p...

ggg n, +.y..

33; 429 g..

.. jg_

.;;g

... 3G,

.,,jy j.

.f M... -gl -lg$. 4$}- c _ _ _._ ' Notes s' 1) Po'rfes"Ere "lzi lbs,'" admiMti in'Ft.-lbs " ~~ ~ ~ ~~ ~~~-'~~

* ~ 2) for al'lowable loads see *

"-(3) ' For' schors ' conDI tary problem rendits must Ched41gMohod# k tabulated .F1K 4 81 I 46 f.faf. e1.71/QCT_..ct_-B%7 LMdBAl.S1/%insS }Wt. $A'Ba&-

r G. 4 d d dt> b e a M s E /rns. Job No. 2323 CEert.TUSI.CPSES 9W M-BUIIS STRESS VERIFICATION -ANALYSIS preer;TM-ANeman /womr /prwr, Cakxhnor\\HJrTDat ystostan AB -/-is'~ SheetNo.Of.16///Afi 120N VEStX73 ' w aswam T one An I can Rev. ous mm one An oses X 1 X X X X (! 9 mons .1SL i s-H184 c --. .mr #4. - cf/f/A 3, ( ^ BRP/ov 4 W. R CC MX-AS-00bN00E r -YO4. h DENTr-Bt m enu n opwr_ twrwe:rw wirrr-.. as-so. ' Au, as-no.' r o. As-sU' - ar.ro. as-se. Atto. j . -y,.. g. r,. ..g .. y. .l77,_. 1 . g.g, J.rjg--... 7 r -g*~ ' r w ec.cw d...... w. u-D4 s --./..-.. es, - ..g g. y,I . y,. n -. -.g g..- .g H y _, y 3, l y....ff -- n --. (4j,--.

g, y-R yg,..- - -;&

p w guas, davareset ra. ~kRv.76+n&, Mx-m. cow ~Ni$cils. M. ili I 6 /Yvetw).15. 6Wi.7%r-L6Pt= TiEG' C1 NORMAL UPSET EMERGENCY FAULTED _ ace an-nr.r. mm nn nrrn. _ u an 2 7.r n. As-nti. ar.rn _ .,y .F -y. qq; . u.. 6 g, - -Bo oNceso. Sy - y .fw-E-- r,....y.. . ;;c,. -;;y,

y ym.

L

q..
g_

--- = -. /--.. \\ "x --.-g3o,- 4;;; 4;7, ' !?/,' M. f_ .4.n .7y. r....-._.- .g M..- g g-. y. 33 j-- -g -.~. - " Notest 1) Fo'rc'es~ Tre 'u~1bs j monIan'tshFi. ;1b's - - ' ~ ~ ~ " * - ~ ' ~ ~ ' ' ' * * ~{ 3)

For'bf'am resditsiuslmaSetary chork ' e I

' " 2) For aIlowable loads see ' '~ . pro C ss Cheddng Method # s.'_{ ^ M 2---r_. ,. tabulate 4.. - .1:1ES481 ...--.--. N... $ - v.i y o..e..r... U.& e r 4.7pN...c....s.. 4. w iess-k l Als we on so u ~.. -, _ ~. - -

r ^- e'.

'st6be S N3rl, As JobNo.

2323 C3ert.TusI-cPsEs l A-Sd As.eua h-_was vaarrIcATIoN -ANA.I.YsIS prem.Ts-ANeMot Asomw/pesu ' CalcuistonMJmber ymosLxx ja-/-Ls Siest% 4% /- #vg ~ ne.eean 9E* Dune

P =; one mm one

, Roc Dese Apu one --l t N X t ,X Pn' X' X paemer N / .1's. 4717AEl Il F_ j ~.L. X SWI.d6 ':'h7 Af g i y '/ .1 BRP/**m E 8tc -R-4A-f'>4-- 'HODE:.__9Y46 bM' *N#tr'fIDDetbwM m aa,3, asr r - nu--m. r 4rav ' *1rtrmets .AS-BU. ALL AS-80. . A flO. AS-SU

AITo, AS-BU.

A r.ro. y. . g.. --.lOf., . -l2 7,- g uqo .V rfd..g, 9,. - /... .g .e .g g.. ... -.... - m,y.. . /. y-g -. y, g. 1.. n..-. ;.95... p. ..gjg. \\ ..M.I@E 1ms l y ~ to /. 4 /, l .E--- }.A4..~ -,. d' a *. i 4- - l v a _. -.y %.1-4:)& - -- r am / - --r-- -l 'ns97si4n.~22-2-is9.s y6birsffiz W~Noenej42kWi'?si?;~b~5kk~ z f

worcar, esrT

_.Caxmacruct f exotreo ___ ~- me.=n-i r.v. me-mn - it.rn. 'm.-nn Ar.to.

h. -sy l!6, As sg,_,y ir.,n.

= !32.. zkh y l 1. - I m-m ie o s.a. Muw s/. -...... v e,. - 4q,-. 7;, gg rat. _ Shear 9,4. - semuu_c y -. - CDI W

t-

- _ -. = -g, -..l x- -g g_ x . g. -. y -. 774.- -

y --

n,..- -m. .. y,_ .y, lg j Q... g.g " Botest 1) Fo'rc'es "arik 1n'lbi,~m6aiina'ti in ~P'f. '11is ' -* ~ ' '- " ~ ~ ~ ' ' - ~ '2) For aIIowable loads'see * ** -{3) ~ For' f'em resditsNust chors 'e I tary CheckingMcMhod# p. =m prob tabulated..- .F186'+41 AB. l=&.C 4a2Ed.D,BobI.AAzteL c7).Erwass.- ' Yo&* 2(1 sf4* s~/r/rf 607/ij7 TAff 77r/%fe'2-1

1, ' Gambe S Hruno. Job No. 2323 C3ent eusI-CPSES

H As-acrm s?pzss vrarFIcATroM -ANALYSIS Krscurs-wunu mosvy/om, AalerdetrnNunter ynostzx As-/y.s SheetNu.-* Atir AW/

As e en 1=lr com hC Dess k Dese Ast one Osm ( M N' X / X X X X lJ husw N / J 54-. .r/nht r, X M9 M A;fnM / N ': Eng/e vs n'et.E.rs.is hW.406t-90DR:- Okf " -l Nebtb9 ZDEBTN Yhy of wne m tTpsPT mtennwey ysne. pyn AS-BU. ALL AS-B U_. ' ALLO. AS-Stf M.f o. AS-B_U. M f-o. ._jgg*.. % ace ew y y_ F*. 59,.. L F.g 4 ._ g. .g y ,gh jgg. F g, . pg g m- .g.' x _. _ _gg_ g,' ..ggy,.. M. N... gg Y QU Te 63 / * , pg./._. g,-

g..

u _. _. ._...u-. I a/ s e z-Ma w., ; m &, e ,7 t_' edge nnrnhis~E~.y-n-ood n606~%~rvs

a nteas W&fi'_.Dm r. 1sw. W p d V wo.l

-o i NORMAL UPSET EMERGENCY FAULTED me mn. an. m%nn nr.rn _ me mn nr.rn. u _nti. xv.rn. ss

_ner,

.T_3 _ _ . __s. n-g yg 4es.r-l59 l7,j, -So.aate sy. z f .nr g A,

1,-

1A '99N-ADi 32.p.5 N d'MY l a.r "x _.y 3 og, g g g. .. g g - y g ..j s x,.... _.s. ._-= / -g. .gg _g, 1 " Notes : 1) Fo'rses 'He 'in'~lbs'i~mossati In FUllis - ~ " ~ ~ "' "' ' ~ - ' ' ~ 2) For aIIowable loads see ~ " *

l3) 'For' A'nchors,lk3us tary 1

l problem resu s 4 CMMMehodd L$ f_----. _ tabulated - .FM481 l l 1 ._. 3.4.-i.W M_Tk.'.NACd&... LA'1'F8 AL.. ST!FENsss' j i fe4#3I4 0+1.Y/r/rY : ev7AIT YAN *77ffih/skt ~

.s " " ~ s i - M ER> b e S H 3 5,fr u s.

No.

2323 CEert TUsI-cyses .9 N AS-BU'ILT STPutt VERIFICATION - ANALYSIS PRADLTM-ant *MoR /NotTY r /mrt, c.nhdadm Number enonLzx AM- /- M ShostNo F _76.5T duA) Reness: T_ Due Rey. Omm. Aar. One Meu one Ass Dese l X X X X

j

""'*1 X / ' 9FDM. Th1A9 Omant . Lts-HMM } ani/o r u nNrek.x-Ag 6 yk.%s 9&74 ft}"Ali0e>l1): 10 ster; $0&?. m ~

s I

tipspe waevnmt-v w a rtf =r'wn ~ un m n ar. .AS-BU. AT t-1 AS-BU. ALLO. AS-BU' ALLO. As-su. A f.t n. j r,. ....g-43. g.9.. - _y. j.y,. 94- ... _g-y r,.. -jg- - - .gg.. pygg- .r .y _ p_ gt. y. .gg. .g j x.. _..g g... g . g.. l Y...... I / AA-_ , e6 i s y ~T W-

5 5.'

g L.- Q.9.y._ n _-. ~ ,jq.p ( w/t t8t+ I MR .,,a & .,1 w.-o-m.,. w.u ws++ u-g.gg,,.of_wnrr4frD /shgreieMdE8Id 4 UP$Zt EMERGENCY __ FAULTED l NORMAL are. aft; a f.f; me Art At fA a g.a ry ATfD. AS-BD. ' Af.f A. j .F _.m a_ a m- .,_,,,_u X - 7 /- -/Ud s i 1/_ s t_ /n e'_ /_ / IV Op z_1 h'

"y - ~ W 'T WW W(p e

~,D( /C/ /'1. L 4./ ,,,,,,,,,,,,_ g T,.. j gr1_ j, rR/. 'NTd_, iris n ,s,_ _ rru,an / TU #U l wr./,v s.f ycapcg,g,8N y $ bear . "x. - --y3c-yp; m a. _..g. .. g f _ _pg.g_ y x,... g. ._ g g Ql $-j'f} Mi j l l ..... u roms m m,3. we, to stss - - - - - - - - - - - - l

2) For allowable Ioads see * * *

"(3)

For a'nchora e

1 bary problem resdits a ChedsigMethod# [t-~_--- 1-tabulated - .NMt M-Ik(d. QL78.O.-8QL7 L47&44.} DPFMEGs . :tos*219 m, sle/a svrnr we nsitf os

~ +, - A B-I- (o 2. E rable 3 s LOADS 5-2 /-22. LCADS r-/o-sy SUPPORT NUMBER FX FY Fz. FX FY FZ. %CFA%E A 23.i 3:7 o cc-I-oc7-oc7-Ap 3 B C 4 A vro wo o c c -I-oo J-o l 3 -A y2.R 6 613 6 90 - o' C 73/ 72 r V A 322. 222. o Cc-I-osq.-oiq. pts s O C A cc-/ -co7 -ois A43 k B /o/r /o/3 -/ C /2sv /2 n _/ I A 77 77 o cc-l-o07 - o_] L -A-v3 R B /37o /3 Vo - 2, / C I&& 7 ;_ _ tis ? V -l 1_ = A 622 4 n. CC-l- 003 -ct, - Aqs R S IGoI IV(o f - 8.1 C n 95 /447 - 2.1 A y a Cc-I-oo, - o I t - A T5 R 0 343 365 S C vic VW A (d., &c7 CC-l-007-011 - Ay3tl B. nsc M83 - /7 l C l??2 /4/5' - //, A y 4 cc-I-007 -o 3 s -use B ce5 ,,s +r 0 8YC 9'o? +t

AB-l - 62s 4,* s LCMDS 56/- & 2. LCADS r-/o-er ~ SUPPORT NUMBER FX FY FZ. FX FY FZ. %CPANGE A sse 558 l C C -I - ooJ - 02 t-M 3 R S , goy tagg -j l C Iy57 - Ns2 - 07 \\ A 3ei ni .,3 ccI 007-61w-Aq3g B. G1c 62y C 677 690 +.y A /yo /7o - cc-l-oc7 _on -443 R O Sfo 674 -/ C Ssb Gy1 -z A 2 76 .2 7t. j cc -l-oc7-c2_V-A43R B 62 V2 5 .f C yst kr .V l t A V7 47 Cc-t - ca? -02 S - M5 g B S&3 7xt f ly l C 76 3 999 +2r A l CC.-j - cc7 -o% - A 43R 6 (c / 6// fl o I C 28Y 816 H l A \\ C c -I-o c3 -os, - An y 6 t/9w gyo .pto 1 C-73r 787 +1 i A CC-I-dG7 -619-Mik 8 33o 317 .T C VV/ 4.'.3.P. .7 A 17 yr Cc-/-o0 7-g 29-ggg 6 ,ocp ,oz3 - y. y C 123c u9t n.c =

A B-l- 6 2 tE LCADS LOADS SUPPORT NUMBER F'A FY FZ. FX FT Fr_ %CFANGE A 151 ist CC-l-C63 -6 3 o -h 53R S 129 GS2 -/7 C W/ 710 - - /6 l A tit,c 114 & j cc-/-co7 -os t -AS3 s-B C A 6/ t-/ } cc-t -oo7 _q3 2 -A-ss& S 169 '979 +l C //P3 /2c7 +2 l A 92 92 cc-i-co7 -o 33 -Ac3R B P77 73o -/7 C /o/3 7sr -/ 5' A cc-I-co] -c3 Li-A t,3 l( 0 96 2. 2F7 -V C //52 /690 - (. i A sv. oc cc-I -oo 7 -o35 - A63g 8

335t, 21/

agar 72 5 / l C sw2 u2-sur asz A s'o go Cc-I-oog-6 >G -Absg 6 12 9 S77 -20 C-83 6 7o/- -/4 A 6so eso cc-I-oo2 -037-AG3e B ist,c ivri -r l C /7/o /G34 - y' A // cc-/- oo7_o3g-x 3g B g/3 /,fo -/r C 12 7 sst -a

AB-I-61a A.- LCMDS S-1/ - r 2_. LOADS.pjo - gy SUPPORT NUMBER FX FY Fz. FX FY FZ. %CFANGE A mi c 91 Cc-I -cc7 - c3 7-As sfg B Ic n 2 ooc 42/ C /74I - 22av +3/ A '7 7 p CC-f-co7-oyo -A 63R. B -/621 f/ 2 706 C is z t fn S57 A ,ov rov CC-l -oG'l _oyl - A 6 % R 0 1742 1611 -Y C /g33 n5y +/ A 2o 2o Cc-I-o0]-6 y L-A G 3 g 0 _q_lg Sz(, -3 l C gyr 54> . - 2.. A se sr CC-l-002 - d fb - No3fk 0 JG71. 21s0 - /(o C .21ro 2 est - 19' l A ,137 ,237 i CC-I-067 -oVV - A 73g 0 272 y 26 zo -f C ans 27/V -7 A so so ~ 473R 0 l SGC I12Y -2/ CC-(-oO2 -o Vb C iwi ice 3 -z w A so so C C -f - 0Gi-o W AY3g 6 9V7 939 -1 C //6V //Yf -/ l A w sv Cc-1 -WP-700 - 47 3/2 0 /o/v F32 -/t C //95' 94 2. -/4

4-A B-l - 61 s LOADS r-2/-s2. LCADS 5-/o-g r SUPPORT NUMBER FX PY FZ_ FX FY FZ. %0%%E A ioi ici d G -/- 607-7o V-A'/3 R B 27% /.2 y o223 C 21yt u,7 - + 2.9 A B C A B C A B C A B C A 8 C A B C A 8 C A B C' - ~ - - -., ~, ..m._,.~,-y-,, ,w r- -,..

SEGMIC. D6PLACEM9fr 8X AN A Z. CC.-l-Col-035-Ab3R. + 06 t. CO 2-e.056 - ob - 002- .oss CC-t -Co7 -040"Aat t.coi +.067 t.044 .001 . O 73 044 O e f a f

2 tQf-/.f,2g it)/7N00T U~ BOLT LA7&d44. S7/ffN&ss 12K. Q.A 8ak Gibbs 6: Hi/I,Inc. Job No. _11-23 23- 0 30 Client,_ USI-CPSES T Subject AS-BUILT. STRESS VERIPICATION fMALYSIS RESMLT1:ARCHOR /NO22f M/?RNR. CAculabon Number paostsu Ad-/-625 Sheet No. '23 Re'vesseri T Date Rw. Date Rev. Dale Rev. Dale Rev. Date W ./ X X X ~~W X Ptsparer l).Qyy1:4.El1/hi ~ Checkar 31kly. ',/24/t'l t. BRP : -CC 1-)B-04b

NODB: 1359_

iogny cotl.CCh.TSr O.f' __Mnok AT. U P$__RT PM R P(' F W'Y P M ITMn AS-B4. ALL AS-BU. ALLO. AS t3D ALLO. AS-BU. _ ALT #). E 26.o 522.0 615,0 x 4% is 9.0 9 15,o 74G.0 1050.0 186.0 2G'ho.o 46,o SLN0 7.0 = r- --lg-,.: - ,-~,, h 27,0 975.0 524.0 IG50 0 647l0 20 bO' 'l52.0 760.0 8?O.'o "Y G60 2479,0 258,0 40500 -2 75 o 7438 4-q ; " $- y N.-. H IDG.0 2300.0 2 518,0 -s W 240.0 124y,y - k4hl:0 2479,0 2651,0 3 7.19.;0-h;F-g,,g t i : i i iM'T - i i..' T' . i Ndog':- ' A//A 3.t-f -,D "E M : BKP i - ' N I __ i ; i-, c. i i t UPSET - EMERGENCY' i : FAULTED NORMAL i s ac_an n r.T. s.An-nn' atin. A.cr_ nf t AT Lo ! I As-BD. AT,Tn. % DOE l lj,, I f/My. g .(... _. * :. .. /N p P. ..$.4...L_.P&Q,.Th.

p.. 7NJi fN[.$$.2 1... :. ',

._s_.. s, F [ . g.... /(Ste fa.go fe Og.

! /

_{! 5 / g. ..:.. _; _; _... ! _ l_ i _,_ _ g _.y j_ j g_1_j_ y_ t, ! _ .{.{. /. p _y_qu. _.H.. _. i . j - :. 1_ p._iKj ' b [. l. _. _ i _ _1_ M p] .,L } Kp _ H _.'..,'_i_. .... :. 2 _..' _ 1 .m. !id .1. _ ,._'._1._ .j.,. l. ' ' _l _ j_. jg 1_ g_ l. p {l Ii .HR]. _., . y. _f. _, _ .._.,..8.. , e.. b,, s.na ! i i i i h~* I ~~' " " ? Notes: li I6f6ss'-kr h IN, iso'menyi n FT kba' ' ~k"6rs *,'j , r, or al'16wable.1'ords ".{euns.y -(3) ; pro em resdits'Eus.

Y 2) ro nc I~

Y ...j ..:. 2 i-i-

4)E tai 7H O-50t.f LA76K4(.- S T/FfM&S.5 PGA?- . Age tP972!he 4^.4+t Ys/s ' '13~.2.c 4 4e!; Arm 7s'/9ry coin Ou7 POT.~7~4PE 7757 9 G /$ 2.c _ Hs S HEl,/nc. Job No. 2323 Gerit tusI-CPSES GJbd: l" 9W As-BUILT s T:$$ VERIFICATION -ANALYSIS Rf E ULTS-AN mm2 /MomR /D rnt, j newNtm16er nontzn kB-I-t>2.c SheetNo. x 7gs,- AarM l Ruehm w Qumr M es Der Meu Omme maa Das Roa ' Oss 'm% X I X X X X _ l) Peupper N f J5A r/17/d Chaent >C MMS. A717/M / N I anfe rw v.a cc Ae*46-woorr I-359 - IoEterr cP/-ceA 75-T-e/ unw CTP sir"!' RMP #c'!/N F 1 "' 'Mm-AS-80. I ALL-AS-BO.._AJLO. 'AS-BU u A7.to. 'As.30. A r.t o. t 15 48"/. .. 'E'~45 r.- x ts, , -.es. . Sct. seu m_ r c !M' _(4.'b.. J.12 0.:.. . 4aI, -..'lM V' 41, -4o7, - 4 41. .EHt=A dewW P .8.

- 2

-z. -u. .-4r. 2 ,927 /* 2f.3$'- a. ~. - - g,sar QS.. N.

A;.fi 3J'l-H._

. i 95. - G -.20. '. --.S'.. 67 ~ 5 d. -425 k. -/07 ~ ID-8*9 6D._/87 74E M.(nt} 34 _ m e_ _ _.:w. yA., 4 7 r "* _y 43 ,M.. 1 9.. 2. '.. _. /1t/. _ J MS. ~ gy, - m 2, -I /MO ' . 2dli: - ....}20' I ,MRf. ..94.7_ ..TdTU z220 send g g,.._ _ -- g. g;..__ g --NORMAL UPSET EMERGENCY FArTLTED me mn it r. ahan nr.rn _ a<.mn 2 7,rn. A1.nn. a r.rn _ ..F .. - a g 3 _. - 9 F g.. FR/ - $benr m H x-M, M.. .. - - ~ MR/.. ~ Bend " Notes: 1) Fo'rces"Tre iri Ibsi;~is6m~en'ts* In FFIEs - '~ ~ ~~ ~ " - - ~ ' ' ~

* '2) For aIrowable Ioads see * * * *

~

*(3)
For chers,'c 1

....probfestresult.s3us tary CheddngMetled # 1_i_ _ tabulated,- .MM n

' Gibbu E HI/l, Inc. Job No. 11-232 3-0 3 o Clerit ~ tusi-cnos M ha-Duilt.9trons'Vorification-Analyslg_Besults-hximuS Stress Cak2)latio.nNumber Problem Aa.i.4ee ~ Shoet N6.' 2 ?. m ilC' Des. >b-Dene i Oste Rw Ome h Dele M^5 I X X X X X .%er f.//hsny $3H!ilN C--- s TIW-Ftegt j

g. l-A,26 W)7HouT U-20t-T '1 A7eMD GTIHNESS lAXIMUM STRESS RESULTS Pst.

@,.A. Bosti m. P14nt Allowable Calculated Conditien Equation Stress ~ Stress Mode'S.I.F. Description Sh tiormal and 8 Upset gggn Qg4,9 b26 l'C CAVA ,, Normal.and 1.2 S ' ,.9.,,,. 3 j. ..,. f v..- i P" " tJpset 18050 00 0 '0 I' O ""U Emergency 9 1,8 s h 10000.0 1349 f, G cturl Tault.e4

9..

2 4 sy Mwsb skerrow 9~ik hiOOff J3Y E&f&eWh Cy /$2 ydn049 Normal and 10 (2) S Upset A 22500 1 2 2,8 ng Normal and Upset 11 __ A+ 8 h 8 376bh gg (l') ' Fipib'g Nate'riali 3 4-/S4 k a Design Temperature _. 225 #7 Note: Aseparatemaximumstresssheetshouldbeusehforeach piping material within a problem. (32) Based upon reference 11, equation 10 may be exceeded if equation 11 is satisfied. .) e

o G/66 s 6' Hill. Inc._ Job No. ) 3 - r3 2 3-o 3p C[ent ,ros1.ce.sEs. Subject r;_'n,',ii, se eef s_Y.c riLirs ioh-Ana 1 v3.1 s nesg) t s-Ma.xir_via G.d_us j Cakulation Number Problem A.8 -/- (626 SheetNo. Tav-r Ad Rw. 02s ~ Renskm T D6te W Rev. Cate Dale Rev. Date t'n N X X X W ~ Psepaier A _ dQ, fft$y-cr.se. A-mm 3 #74 4 v .y y .m /}g -l (s.29 W I TH" U - B OL.T - l A *TERAL S T l F F N & S S t' & E7- ';b. S' R 5 P.L LTS 0 0 7PO T'7 $-P g 7t$ij $ f o,g a (3) Plang Allowable Ca}culated Condition E.guation Stress Stross Mod e,, S.I.E DescrIntlon Sh / QQg,0 l40 WY I. Normal and 1.2 sh 9 76 V/. 0 1331 .2, M st.sotJ IPCMi 0 w,1 D.argency 9 1.8 S y .s N 0 309 /i0 $AtJA .7.M8 O, (e470) f' L7hiiO CEW017/0 O B4 W'7/CN 9 ~ I'culted 9 2.4 sh d NMO WFM TMCY con 017/0N e&Anw

1 w,G,$bcro Normal and 10 (2)

S g g'g' U cet P ZZ$~00,0 aruos ~ UC,rmal and 0 h $QZ2, $ jy(, ,g,g gg,ggy. Up et 11 .L .525T00 O. uno;.- (1.) Piping F.ateriali $["'/8[P fi b Design Temperature 22.f *F bote: A separate reaxiinum stresis sheet should be used for each' ' piping material within a problem. - ,s M- ('2) Based upon reference liqquation 10, may be exceeded if equation."b. " L- '...31 is k.atistied, ,.. '... ? t..*... s..

4,' AB-2-/,3es radie 4 LOADS N 7-p ; LCADS r- / /-P V SUPPORT NUMBER Fx FY Fz. l FX FY FZ. %C#ANGE A uro scro cc 2- / 3 3 -go/-gg B //279 //e/o4

/

C i1527 i uYS + 2. A 3 art n92 CC 2 -157 -406 -A ng 0 65)z &&74 f3 C ,iur ,vac +V i A 2zi ni CC 2 -/S/.f//o -M3rl 0 3777 5 S9z ~C C 4149 v'07/ - (. A v51r n1r CC 2 -/f/- Yo6 - M3/f 0 n9'& % 76 /7 \\ C iss9o iisio i// A ssc nc Cd 2 -/52-W/ -AV3 2 0 4'C/V YG3/ /3 C rev& sh z +/ A sys3 59s2 CC 2 -J52-403 - Ay3K 0 /3027 132 W t2 C >Ya7 irsas + 2. A 3,u m 2. Cc2-!S? 'lo?-Avag 0 (,s&v Gsvu +/ C 7r22-7srf 6 s-A CC 2-/CP-Yo 7-A'</1 k 0 4'385 %dfo f2 l 0 Sf00 58Y7 + [r A l cc 2 -is2-Yo 2-Ank 6 ssor s&sf +3 C x9r

2ss, 19'

-R ' ~ A B /,3 6 LOADS /-/ 7-13 LCADS g -N-p r SUPPORT NUMBER FX. PY FZ. FX FY FZ. %CMNGE A a&,r 252r CC 2-/ 2 6 -YC /- A43[{ O 56V/ E9// 45 C cs72- -,ory +7 A /s 2 /s.2. CC1 -/ 26-Yo2_'- 49'3 /f O 2&f'/ 38V7 f o/ ~ C asc. avra +, c A oc s1 ti& 59 CC2-/>& '/0 3 --AVs2 0 IftV 97 S I?3C 73 5 -W 0 200 /22V 23 7L /2/9 -- Si V ' A i1g<, iise. Cr* 2 -12 & 'lo 3 - / 4') /Z 0 %So Vf/1 -fd C sm. sssr -/4 i A ~ ~CC 1 -/2 6 - Voy -A '/3 /<' B 4'672. y993 +4 C &a r 6706 +7 A 122r >>2 r Cc 2.-/) & - oo / - FV3/z' 0 y/S7 432/ fY C feae 5227 17 A ne3 un CCJ -12 6 -car -#43/? 0 Alfo / C322 ff C Efr/P 6374 +f A /2 3 / />3/ CC 2 -/.26-oc,-Prax B ats(,

2ci,

-2 C .2151 3000 ./- / A 231 23 i CC2 -13 6 - cc1 -Fisk 0 /S/7 /571 fY 0 1826 I t o 1. fY

+ "' A B 6 3 a G LOADS /-n-p 3 LCADS s //-p y' SUPPORT NUMBER FX FY Fz. FX FY FZ. %CFA%E A c-> v sw dC2-l2G.-cIb-F45({ b jq9p 3345- -pa/ C .n g s siro - r2c A xvt

22v, k CC 2 -12 G -0 II - P t(3fl 0

357g G/ 3g53 C nr3 13 ?vs, A cc 2-its_-ccy-f12c 6 .20c:/ ocar

t. 2 C

307 5 avers

2-A 2,23 2,73 l

CC 2 - 126 - 007 -ft/zft 0 3nj </74/ -f Y/ C mr stor +6/ A c/f 6/9 C(1-l)G -00 5-Pfsf( 0 290V 3ysf '751 C srs7 Yry2- /42'/ .A vc vc C C.2_-l.p (o -c O G - Fy3ff 0 2335 2707 318 C L52/ 313o 327 ~ A 222/ 2g2e CC2 -/2 6 -Co ?-F4sg 0 570 1. 6027 -f 7 C &ng roe 2 +r A Sv'l w/ CC 2-/6</- vo'3 -A 53 S 6 g A /o3v fo3r CC-1 -/Gf -YO / -A53 fl 0 /979' I99/ f,8 D '.2 Vf/ 2VSS +. fo

~ LOADS /-/7-p s LOADS s-a-py SUPPORT NUMBER FX FY FZ. FX FY FZ. %OMNGE A asc isc CC 1 - / G '/ //c 2 - d 73R O / 7d f /763 + 2 __ C airr 220 tr +2 A 4 d6 2 - /GV- %y'- A/,j/( B. 4G( 57f 4/7 C Gv3 77 -

/7 A

sa en to - /6 Y-gof-A& >>e 0 %3 1017 +1 C uc,, /2ps

7 A

sov 3 6o73 Cc 3 / G V-%(o -A G Jr2 6 891o 'ffi5 +G C e e7/ /o>r/ /-6' A Cc 2 -lGV-l/c 7-A63/c B.2i?7 acif f.2 7 i C 26et sco t i2V A n, /77 c c.2-tiv-Vo r-A +m 6 /ost a70 +1 l C /Vf4' /S6/ +7 A iqir ivir C C 2 -/pf Vo << -A & s>< 0 por? 2231 t7 C

220, avao

+ c. A 7n arc c e 2 -/o v 4 /o - m e B /43 7 /s 73-re3 C accv n% + lo A isite iSvs . CC 2- /co Y-V//- 4& M S 3 Yo/ .2 9&c-t3 0 wt7 2&rc* W

A B 6 3 <.5 8 e y' 7 LOADS /-/ 7-s 3

LCADS 5 -//- #

SUPPORT NUMBER FX P/ FZ-FX Ff, FZ_ %G%%.E_ A 92 9 2n v1 233 CC 2 -16V Lil 2 -/46?R S 16s 3 1 99/ i? ?2 xe :- +P C 196 9 ms 2/tr 1996 Ho A 67 ac 61 dC2-/Wf - Y/1 -AG 3R B Sfd //S/ 664 !??? H 2-1 C m i& w 1H l m + 13 A 1796 n-t CC 2_-/&'l-f/ S - AG J/( 0 3tli 3/o 2 .9' C 3we-36 p 3 .1 A yec vrr CL 2-164-VIG -Ab st? O JY9C /5V7 43 C /nf _ /e2 r 73 A 5/67 5/62 cc 2 -/Gy'- V/ p - A63/t B 750f 222r H C e30 z. eso a -t Y A. sary 2.2 ev //oc/n &,-f//53 0 3/'/V 2/gf

f..S' C

3f&o 3rra 4.7 A B C -MKm l A 8 C A B C; i l ~

b k SElSMIC. DISPLACEMENT 1 SUPPORT NOMS.R AX AY A Z. ~ ~ CC 2-I E6-Cll - F432. t Il3 +.218 t.141 - 11 3 .Zl7 .14 7 ~ t.123 f.2iL t.159 .I22 -.ZIE - PA CC 126 - COS -F45R. T I13 . t- 027 t I 73 - 1 IS .028 .174 t.i t8 t.Eiz_ +. ibb a.P ce to - ( IP3 - FIF - 16 6 CC - Z - (Z6-CC6 -f3436_ t.ll3 f.255 t. lbb sp. cc zz_ -. ll3 .235 .16 5 +. I l '7 t.212. -f.1 12 MP (C 16 i .ll 7 .212. . I 'l Z 1 c i k

1 o g a. MNo. 21.735[ 03o C3ert Tusi r-xes Mibbs S Hl/t. frwr. 3 r Stress K+rene verification-AEalvais Fesultz-Max pys /4 $" N au-nu(It 46-J-438 Sheed No. f C&Mr. Number Pron 3em one l i one osm: >i one m; m i x x x x x oss tie =en w hows /d4 /e //J/4J Chesher Br& //S/ G 6444 S97PfN653 ,qs. p.(;s g urtyoo 7' O-80c3 L4 7 xAm:t,n sTxt:ss xesutts } ikt 0. 4 B&k 0F A6-3-6'S (1) Allowable calculated Condition Equation Stress Stress tiod e_ S.I.E Descriotice Plant sh 4 7 (,9 3 y,93$ 7gp !!cr oa) and 3 Y Upset gp99 1.2 Sh we Ce."7 Wornial and 9 )g% /3g&7 g/2, 3oy t t 9 1 9 Sy, U-Emergency /54/7 8/2 ; 3.o7 am 27sco Taulted 9 2.4 S ' 84v4 442 ) 87 / h 36000 KH&ilfIGV4Y O'hW// '0W Normal and 10 (2) S GL*BDN g 'A4485 g 2,w gg, teormal and g A, 3 _l g 4 h 11 L Upset o ) .578dC SA~ /Od (A d (1) Piping ).aterial: JSS Design Temperature A separate maximum stress sheet should be used for each piping material *within. a problem. hotos Based upon reference 11, equation 10 may be-exceeded if equatle 4 1 (2) 11 is satisfied. 5 b I" .i, . ~ --~~-- m L f

i r 81 .e l Gib6s S Hin. Inc. J2 No. 3 i -2 323-oio. Client .rusi -cP.sr.s Subject Lfn ',iL. y e r,,qp, i r.iu t i on-An a h si s_.Ep.s_ql_ts.ga.x i r o A s_t_v.s s Sheet No.%s r 6# }; Cakulation Number problem,45-4 33 Rw I, Date Res !i Dale Rev.,; Daje j ' W,.m p~ om -Rev.t l cale ~ N M N t R f g,p j ae2,e -- N ~i# wn/a crede A M1K-MnM 7, N i -(p38 %)l?N 0-80l T MNW $ Yl5 N^Y (YSIS 7 7Yh M h.P.XIMt,M T SS F.CSOLTS ~ (1) A11ovrable Cal'culated Plant Condition E.guatio1 Stress Stress Mode S.I.E Descriotion_ Sh nor"*1 '"* H? 6 3. 0 yid 7AH 7sg U *** l500p 0 m i Normal and 1.2 S3 9 Opset j q ,g M g y1gLt)Ot. gf }% C00: O e4 Emergency 9 1.8 Sh I S M C, o' st2. 3,07 wecoowl g7, ooo, o ~. > raulted 9 2.4 Sh BounpBO BV BA CAlcy' gg, mg.potM eM 9 Normal and 10 (2) S ki8'C.5 6 2'W SiBdD 2,gh, $ /

M Mormal and S+S h_

l gg A Up' set ,11 32 500;o se, p .(1.) Piping I.aterial: 84-/66 dh A Design Temperature 22f 7 . s .hotd: A separate maxiinum stres's sheet should be used for each ' piping material within a problem. - ,j 5'- (.h (2), Based'upon referenbe'11,equatiod 10 may'.be exceeded if equation'.}F ,.~.];., -.,,...'} 1.1 is' satistied., C ' h

o

.g

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Attcchm:nt 1 O TESTING OF FIGURE 137N U-BOLTS FOR THE 4 COMANCHE PEAK STEAM ELECTRIC STATION TEXAS UTILITIES SERVICES INCORPORATED GLEN ROSE, TEXAS ITT GRINNELL CORPORATION PIPE HANGER DIVISION PIPING / STRUCTURAL ANALYSIS SECTION PROVIDENCE, RHODE ISLAND () APRIL 16,1984 Product Engineering Report No. 562 4[/4h Prepared By: to d Nicolas M. Patsalides, P.E.. Sr. Analysis Engineer Checked By M _ ( M 6/gg Thomas F. Trimble, P.E. / Staff Engineer pft([6p Reviewed By: C J Frank Vasiliadts, P.E. Ana sis S ervisor Approved By: I 4[M Peter ctanish Manager of Product Engineering Pipe Hanger Division, RD&E

= .-.--.-....~.-.;+...~..-....-.-;.---....- = .... ~.. a.., i .s-TABLE OF CONTENTS Page Test Objective 1' Loading Condition 1 Loading Condition 2 Loading Condition 3 Test Set-Up 1 Application of Loads 6 Normal loads Axial Loads Side (Lateral) Loads Measurements 6 Testing Procedure 6 4" Pipe 1/2" Rod U-Bolt 24" Pipe 1" Rod U-Bolt Load Rating According to ASME NF-3260 34 h Test Results 36 Axial Loading : 4" pipe 24" pipe Side Loading : 4" pipe 24" pipe Normal Loading: 4" pipe 24" pipe Conclusions 40 Appendix I Graphical Representation of Tests 41 Appendix II Calibration of Pressure Gage 72 Appendix III Test Fixture Sketches 74 Appendix IV Measurement of Strains in Load-Inducing Rods 80 Appendix V Strain-to-Load Conversion 82 Appendix VI Photographs of Test 84 Appendia VII Certified Material Test Reports 100 s G

+

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- =.-w~.4.w =e l.,,. t I e i l TEST 08JECTIVE O The purpose of the present tests is the evaluation of the behavior of the ITT Grinnell Figure 137N or equivalent U-bolts used on the Comanche Peak Project, under different loading conditions anticipated during the life of the support.. 7 These loading conditions are sumarized below: Loadino Condition 1 (See Figure 1) The U-bolt is subjected to an initial normal load Pn per ITT Grinnell or NPSI Load Capacity Data Sheet:; (LC05). and to.a 'siemtitaneous uniformly' ' *.. increasing axial load P The axial load Will be increased in a controlledmannerandt$e. deflection of.the U-bolt in the axial-direction and change in normal. load will be recorded. Failure of the U-bolt to perform it's.' function and sustain the applied loads in either ~

direction, or the presence of excessive displacements will result in the termination of the test.

~ Loadino Condition 2 (See Figure 2) The U-bolt is subjected to an initial narmal load Pn per ITT Grinnell or NPSI Load Capacity Data Sheets (LCOS) and to a simultaneous uniformly increasing side or lateral load P. The side load will be increased inacontrolledmanner,andthedfeflectionoftheU-boltinthelateral O. direction and change in normal load will be recorded. Failure of the U-bolt to perform it's function and 30 stain the applied loads in either direction, or the presence of~ excessive displacements will result in the termination of the test. Loadino Condition 3 (SeeFigure3) The U-bolt is subjected to a nonnal load P. This normal load will be increased in a controlled manner until faliure of the U-bolt occurs in the tensile mode. Elongation of the U-bolt will be recorded. i ~ TEST SET-UP The RHIELE testing machine located in the Research, Development and Engineering Department of ITT Grinnell in Providence, R.I. will be used for testing the Figure 137N 4" and 24" pipe U-bolts. The test fixture. consists of the. lower test stand shown in sketch No. SA-4995-1 (see Appendix III) to support the U-bolt and pipe section. The lower test stand has two different designs, one for the 4" and the other for the 24" pipe U-bolt.,

SketchNo.SA-4995-3(seeAppendixIII)showst'heuppertestfixture which consists of a length of structural tubing attached to the upper fixed end of the machine.

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a -- r o The structural tubing supports the pipe and U-bolt under testing, through rods, eye-nuts, clevises and hex nuts (see Sketch No. SA-4995-4 & 5 of Appendix III). This upper test-fixture is the same for both the 4" and 24" pipe U-bolts, i In order.to generate axial and side loads at the centerline of-the pipe, a lateral load base support is used shown in sketch No. SA-4995-2 (see Appendix III). This base support is used for holding the cylinder end of a hydraulic pump that in turn pushes axially or laterally on the pipe through load-inducing columns or rods. The location of this lateral load base support is shown in sketch No. SA-4995-4 & 5 (see Appendix III). It is secured on to the RHIELE testing machine. In order to allow axial. and lateral movements.of the pipe. the-introduction of pinned-joints was necessary in order to allow rotation (see Detail "A" on Sketch SA-4995-4, Appendix.III). In order to obtain conservative results, the pipe spools used were very stiff in comparison to actual pipes, in the case of the 24" being heavily stiffened with reinforcing circular plates. In utilizing this configuration, minimal energy is dissipated in deforming the pipe spool pieces, the major expension of energy taking place in the U-bolt deformation. O 9 4 n

_ _. _.. ~ _... _ 1 O~ LOADING CONDITION 1 LCD NORMAL LOAD P AND AXIAL LOAD P N 4 i 1 P: NORMAL LOAD PER LCD N. h-AXIAL DEFLECTION OF U-BOLT w = 2 = - O = P: VARIABLE r p I I AXIAL LOAD huJ [ FIXED TEST FIXTURE \\ e a FIGURE 1 4 6 0 ~ - O -

... :- - -... =.- O LOADING CONDITION 2 LCD NORMAL' LOAD PN_AND SIDE LOAD P g P: NORMAL LOAD PER LCDS N n l ' @) Pi VARIABLE SIDE. O As g = = OR LATERAL LOAD SIDE DEFLECTION r9i frit OF U-BOLT i i [FIXEDTESTFIXTURE\\ l l l FIGURE 2 !O

l '...s ~S. - ~ : - -. i.4 '- - ~ ": ~ s i..' u ; Y - I b O LOADING CONDITION 3 NORMAL LOAD P TO~U-BOLT FAILURE N P: NORMAL LOAD TO~ FAILURE N n ON\\ .N O h h NORMAL DEFLECTION OF U-BOLT _....O._.____ f51 f51 I I V V [FIXEDTESTFIXTUREh FIGURE 3-O

>m APPLICATION OF LOADS O Normal Loads Normal loads will be ' applied through the testing machine. For the 4" pipe U-bolt this normal load will be 2260 lb and for the 24" pipe U-bolt the normal load will be-9920 lb (per ITTG DRS 137 Rev. 3; NPSI LCD PUS-040,240 Revision 1). Axial Loads Axial loads are the loads acting along the axis parallel to the length of the. pipe. These loads will be applied through the "ENERPAC 5177' hydraulic pump and cylinder set. The cylinder will be suitably installed on the testing machine and its height adjusted to act along the center line of the pipe. Side or Lateral Loads Side or lateral loads are the loads acting perpendiculas' to the axis'of the pipe in the plane of the U-bolt. The 'ENERPAC S177' hydraulic pump and cylinder set will be used to generate these loads. The cylinder will be installed in the same manner as for axial load and is height adjusted to act perpendicular to the center line of the pipe. MEASUREMENTS All normal loads (P ) are measured on the Rhiele testing machine dial. n Side and axial loads are recorded through strain gages. These gages are installed on the load-inducing rods and connected to a strain measuring device (see appendix IV). At any time during testing and for any U-bolt axial or lateral deflection the strai,ns may be recorded and printed out. Strains obtained are then averaged and converted into pounds,furce (see Appendix V). TESTING PROCEDURE Three (3) tests will be performed for each of the loading conditions 1, I and 3 for each of two U-bolt sizes. The sizes involved are: (a) 4" pipe, 1/2" rod size U-bolt Figure 137N, LCOS rated at 2260 lb normal load P, and,184 lb side load P

n s

(b) 24" pipe, 1" rod size U-bolt Figure 137N, LCDS rated at 9920 lb normal load P. No LCDS rating for side loading exists n as of this time. O O.

4" Pipe,1/2" Rod U-Bolt Testing Axial load plus rated normal load (Condition 1) Test A Test B Test C ^ Side load plus rated normal load (Condition 2) Test 0 Test E Test F Normal load to failure (Condition 3) Test G Test H Test I 5 0 4 0 6 6 0 9 s 0 8 e O -R~

~;L.%.,.. .a:: = _.__.a w .;u:aaan._.w a' o-. ~ LOADING CONDITION 1 Rated Normal Load plus Variable Axial Load U-bolt size : 4" pipe 1/2" rod. Three tests A,8 and C were performed. In each test, the U-bolt was loaded with the LCOS rated normal load of 2260 lb. Axial load was induced through the hydraulic pump. The magnitude of the axial load'was determined through strain gages placed on the load-inducing columns and connected to the cylinder end of the pump. As the hydraulic pump was activated, strains and deflections were recorded as well as any change in the original normal load. Test 'A' Test 'A' was performed as two separate parts. The test started using a pressure gage on the hydraulic pump. Halfway along the test it became evident that the pressure gage could not accomadate the axial load needed to produce significant axial deflections. It was then decided that axial loads would be determined using strain gages mounted on the load-inducing columns. The gages were properly placed and the test continued. O e e r 8 0 9 O

-

_.u _ - .a,w. _ w=__ ..w. _.._ _ c.... u.. TEST 'A' O Axial Gage Axial Normal Deflection Pressure Load Load (IN) (PSIG) (LB) (LB) .0 13. O. 2260. .002 46. 37. 2260. .005 57. 6.1.. 2260. ' .c .010 67. 83. 2260. .021 77. ~104 2260.. .027 85. 119. 2260. .035 95. 139. 2260. .044 102. 154. 2260. .051 112. 175. 2260. .058

120, 190.

2260. .063 126. 202. 2260. .069 135. 221. 2260. h .075 140. 232. 2260. .080 146.

245, 2260.

.085 152.

258, 2260.

.094 162. 277. 2260.' .,122 192. 338. 2270. .151 212. 380 2305. .176 227. 413. 2335. .203 240. 440. 2375'. .251 260. 479. 2490. .312 290. 542. 2650. g 6 e O .i lr

n -G, TEST 'A' (CONTINUED) Axial Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB). Load (LB) .312 53 -119 -33.0 554. 2825. .325 53 -123 -35.0 587. 2860. .340 53 -125 -36.0 604. 2920. .355 54 -129 -37.5 629. 2990. .400 55 -137 -41.0 688. 3180. .450-58.- -149 -45.5 763. 3410. .500 61 -162 -50.5 847. . 3620. .550 65 -175, -55.0 923., 3830. .600 66 -184 -59.0 ,990. 4030. .650 68 -202 -67.0 1124. 4510. .700 68 -218 -75.0 1259. 4990. .750 71 -240 -84.5 1418. 5480. O 6 e G G e i O e 6e 6 ,t e No

TEST 'B' O Axial Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0 0. 2260. .015 1 -10 -4.5 75. 2260. .030 3 -16 -6.5 109. 2250. .045 6 -23 -8,5 143. 2245. .060 10 -30 -10.0 168. 2245. .075 11 -36 -12.5-210.- 2245. .090 12 -41 -14.5 243 2245. .110' 14 -48,. -17.0 285. 2260. l .125 15 -53 -19.0 319. 2275. .150 16 -60 -22.0 369. 2320. .175 16 -66 -25.0 420. 2365. .200 14 -68 -27.0 453. 2415. .225 14 -69 -27.5 461. 2475. .250 11 -70 -29.5 495. 2540. .275 10 -71 -30.5 512. 2600. .300 9 -74 -32.5 545. 2685. .325 8 -77 -34.5 579. 2770. .350 9 -81 -36.0 604 2860. .375 7 -84 -38.5 646. 2965. .400 7 -88 -40.5 680. 3080. .425 6 -92 -43.0 722. 3200'. .450 6 -97 -45.5 763. 3330. .475 7 -103 -48.0 805. 3460. .500 8 -109 -50.5 847. 3600. .550 11 -123 -56.0 940. 3850. .600 12 -136 -62.0 1040. 4170. .650 6 -151 -72.5 1217. 4770. .700 2 -168 -83.0 1393. 5400. .750 -1 -184 -92.5 1552. 5860. .800 -6 -198 -102.0 1712. 6350. (h) .850 -13 -227 -120.0 2014. 6800. S 6

7mn _=- as m uw_ _w.; . uwx..w. ww. u TEST 'C'

O Axial Axial Strains (in/in x 10-6)

Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0. O' 2280. .015 2 -12 -5.0 84. 2280. .030 3 -17 -7.0 117. 2280. .045 3 -20 -8,5 143. 2290. .060 3 -22 -9.5 159. 2310. ~ .075 2 -24' -11.0 185. 2330. .090 2 -26 -12.0 201. 2345. i .110 1 -12.0 201. 2365. .125 4 -32 -14.0 235. 2400. .150 4 -35 -15.5 260. 2440. .175 5 -40 -17.5 294. 2495. .200 6 -44 -19.0 319. 2545. .225 7 -49 -21.0 352. 2585. s ' ~ .250 9 -54 -22.5 378. 2630. .275 10 -59 -24.5 411. 2685. .300 11 -64 -26.5 445. 2750. .325 12 -69 -28.5 478. 2805. .350 13 -74 -30.5 512. 2865. .375 15 -82 -33.5 562. 2930. .400 17 -88 -35.5 595. 3015. .425 21 -97 -38.0 638. 3090. 450 23 -103 -40.0 671. 3175. .475 25 -109 -42.0 705. 3275. .500 24' -114 -45.0 755. 3375. .550 24 -124 -50.0 839. 3620. .600 25 -134 -54.5 915. 3835. .650 25 -147 -61.0 1024. 4190. ~ .700 23 -163' -70.0 1175. 4640. .750 22 -182 -80.0 1342. 5250. .800 26 -210 -92.0 1544 5860. () .850 33 -263 -115.0 1930. 6275. e

mm m.w_ ww.mu. .. _m_ - em _.._, _ m.m.- - = LOADING CONDITION 2-Rated Normal Load Plus Variable Side Load U-bolt size : 4" pipe 1/2" rod Three tests 0,E and F were performed. In e'ach test the U-bolt was loaded. with the LCDS rated normal. load of 2260. Ib. Side load was induced through the hydraulic pump. -As in the case of the axial load, the magnitude of the side load was determined through strain gages placed on the load-inducing columns. The load inducing columns are inserted in the cylinder end.of the pump and bear upon the pipe. t Deflections and strains were recorded as the hydraulic pump mas activated. Also recorded.was any change in the normal load. O ~ S e 9 O 6 a O t . I T + ND

.- --.: u... w :n.,.....,. .t,u. . z a u. a 2.: w.:.:- u., a...u s.....z. y, I ~ ji ~. e [I TEST 'O' F Side Strains (in/in x 10-6) L Deflection Side Normal b (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0 0. 2270. .015 4 -15 -5.5 92. 2225. [ .030 9 -25 -8.0 134. 2180. .045 -13 -36 -11.5 193. 2125. l .060 22 -54 -16.0 268. 2125. .075' 30 -69 -19.5 327. 2125. l- .090 37 -92 -27.5 461. 2160. .110 .42 -119 -38.5 646. 2185. .125 42 -136 -47.0 789. 2200. ) .150 34 -157 -61.5 1032. 2245. .175 27 -173 -73.0 1225. 2300. .200 21 -182 -80.5 1351. 2360. ,m .225 15 -190 -87.5 1468.. 2436. I M .250 10 - -196 -93.0 1561. 2500. .275 5 -201 -98.0 1644. 2585. i .300 0 -207 -103.5 1737. 2675. } .325 -8 -211 -109.5 1837. 2775. [ .350 -16 -213 -114.5 1921. 2880. j .375 -24 -216 -120.0 2014. 2990. .400 -33 -219 -126.0 ' 2114. 3100. I, .425 -42 -224 -133.0 2232. 3225. j .450 -48 -232 -140.0 2349. 3310. .475 -52 -242 -147.0 2467. 3425. .500 -61' -248 -154.5 '2593. 3550. i, .550 -81 -259 -170.0 2853. 3835. [ .600 ' -101' -267' .-184.0 3088. 4110. - .650 -129 -276 -202.5 3398. 4425. .700 -156 -284

220.0 3692.

4675. ^ .750 -183 -295 -239.0 4010. 4875. 4 .800 -221 -299 -260.0 4363. 5325. h .850 -261- -302 -281.5 4724. 5880. .900- -31.1 -307 , -309.0 5185.- 6375.

-w.:: s u x s a L a&i. G aa a.- _a_ TEST 'E' O Side Strains (in/in x 10-6) Deflection Side Normal. (IN) Gage #1 Gage #4 Average Load (L8) Load (L3) .0 0 -0 0 0 2260. .015 18 -35 -8.5 143. 2145. .030 37 -68 -15.5 260. 2070. .045 51 -100 -24.5 411. .2030. .060 56 -122 -33.0 554. 2020.- .075 62 -144 -41 '. 0 688. 2010. .090 67 -167 -50.0 839. -2010.. i .110 73 -194 - -60.5 1015. 7075.~ ~ .125 76 -214 -69.0 1158. 2140. .150 76 -236 -80.0 1342. 2235. .175 75 -252 -88.5 1485. 2330. .200 73 -263 -95.0 1554. 2430. .225 71 -272 100.5 1686. 2540. kJ .250 68 -278 -105.0 1762. 2630. .275 64 -283 109.5 1837. 2720. .300 57 -288 -115.5 1933. 2830. .325 50 -291 -120.5 2022. - 2930. .350 42 -294 -126.0 2114. 3020. .375 34 -298 -132.0 2215. 3110. .400 24 -302 -139.0 2332. 3220. .425 17 -305 -144.0 2416. 3280. .450 5 -307 -151.0 2534. 3420. .475 -1 -310 -155.5 2609. 3510. j L .500 -5' -320 -162.5 2727. 3590. . 550 -21 -331 -176.0' 2953.# 3810. i .600 44' -336 -190.0 3188.. 4030. .650 -69 -341 -205.0 3440. 4270. ~ .700 -100. -346 '223.0 3742. 4540. .750 -133 -349 -241.0 4044. 4790. ~ .800 -174 -346 -260.0 4363.' 5190. h .850 -214 -348 -281.0 4715l.5 5590. e

.~ _m. as - ex.;.2 . m.n,_._.mia Mv4 u.w ' _;s. 1 _ i TEST:'F' . &~ Side Strains (in/in x 1.0-6) Deflection Side' Nonnal (IN) -Gage #1 Gage #4 Average Load (LB) Load (L8) .0 0 0 0 0. 2260. .015 -3 -10 -6.5 109. 2210. ~ .030 0 -19 -9.5 159. 2160. .045' 0 -28 -14.0 235. 2120. .060 1 -37 -18.0 302. 2120. .075 0 -45 -22.5 378. 2130. .090 -2 -53 -27.5 461. 2150. .110 -6 -64 -35.0 587. 2200. .125 -11 -73 -42.0 705. 2240. 150 -19 -87 -53.0 889.. 2300. .175 -29 -98 -63.5 1066. 2380. .200 -38 -104 -71.0 1191. 2440. .225L -48 -108 -78.0 1309. 2480. Q .250 -54 -111 -82.5 1384 2500. .276 -59 -116 -87.5 1468 2550. .300 -65 -120 -92.5 1552. 2610. .325 -70 -123 -96.5 1619. 2680. e .350 -75 -127 -101.0 1695. 2750. .375 -81 -131 -106.0 1779. 2830. .400 -136 -111.5 1871. 2940. .425 -96 -139 -117.5 1972. 3050. .450 -105 -141 -123.0 2064. 3120. .475 -116 -142 -129.0 2165. 3250. .500- -127 -145 .-136.0 2282. 3290. i l .550 -150 -150 -150.0 2517. 3550. j . 600 -1.71 -155 -163.0 2735. 3790.. ~~ .650 -196~ -162 -179.0 3004. 4080. .700' -221 -171 -196.0 3289. 4340. .750 -242 -178 -210.0 3524. 4500. .800 -269 --187- -228.0 3826. 4800. G.850 -299 -195 -247.0 4145. 5230. 4 900 .332 -204~ -268.'0 4497.. 5640. ,3 I ^ 3L

.950.

'366 -21'3 -289'.5 ^485'8. 6100. .tr . ~, '

.,4.- ~ LOADING CONDITION 3 Normal Load to Failure U-Bolt size : 4" pipe 1/2" rod Three tests G,H and I were performed. In each test the U-bolt was loaded normally by means of the tensile machine. The. normal load was increased gradually untti the U-bolt failed. The charting capability of the machine was utilized to plot the normal load against the normal deflection or elongation of the U-bolt. The location of failure for each U-bolt was observed. e 0 0 9 0 6 e S e 4 e = e -

24" Pipe,1" Rod U-Bolt Testing t Axial load plus rated normal load (Condition 1) Test K Test'L Test M Side load plus rated normal load (Condition 2) Test N Test 0 Test P Normal. load to. failure (Condition 3) ~ Test Q Test R ~ Test S 0-e O e f O e e q 'l G ~ O e e. W _ p O O

u LOADING CONDITION 1 Rated Normal Load Plus Variable Axial Load l U-bolt size : 24" pipe l . 1" rod Three tests X,L and M were performed. In each test the U-bolt was loaded with the LCDS rated normal load of 9920 lb. Axial load was induced through the hydraulic pump. The testing procedure is the same as for tests A,8 and C. O D s h O 1 e D i O ~ ~ e l - MJ-

ij, TEST 'K' Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0 0 9920. .025 -18 -5 -11.5 193 9850. .050 -31 -8 -19.5 327 9750. .075 -52' -1 --26.5 445 9600. .100 -63 -2 -32.5 545 9500. .125 -70 -5 -37.5 ~ 629 ' 9400~. .150 -76 -8. -42.0 705 9350. .175 -84 -10 -47.0 789 9350. .200 -117 16 -50.5 847 9300. .225 -127 14 -56.5 948 9300. .250 -135 15 -60.0 1007 9300. .275 -144 17 -63.5 1066 9300. .300 -151 18 -66.5 1116 9300. .325 -160 18 -71.0 1191 9400. .350 -168 20 -74.0 1242 9500. .375 -177 22 -77.5 1300 9500. .400 -185 '23 -81.0 "1359 9550. .425 -194 23 -85.5 1435 9700. .450 -201 22 -89.5 1502 9800. .475 -207 21 -93.0 1561 9900.. .500 -211 19 -96.0 1611 9950. .525 -217 19 -99.0 1661 10050. .550 -222 18 -102.0 1712 10200. l .575 -227 16 -105.5 1770 10300. .600 -232 13 -109.5 1837 10400. .625 ' 233 ' 11 -111.0-1863 10550. l .650 -237 11 -113.0 1896 10700. l .675 -241 9 '116.0 1946 10800. .700 -245 7 -119.0 1997 11000. .725 -251 8 -121.5 2039 11150. .750 -256 8 -124.0 2081. 11300.

=-m .. ww.. n.1.a _. .. a ~ z a = TEST'K'(CbNTINUED) Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .775 -263 10 -126.5 2122 11500 .800 -266 8 -129.0 2165 11700 .825 -271 8 -131.5 2207 11900 -) .850 -278 7 -135.5 2274-12100 .875 -282 8 -137.0 2299 12350 .900 -28'8 7 -140.5 2358 12550 ~ .925 -296 8 -144.0 2416 12800 .950 -301 ~7 - -147.0 2467 13050 .975 -308 6 -151.0 2534 13350 1.000 -314 6 -154.0 2584 13600 1.025 -320 5 -157.5 2643 13850 1.050 -326 4 -161.0 2702 14150 1.075 -331 2 -164.5 2760 14450 1.100 -336 0 -168.0 2819 14700-1.125 -342 -1 -171.5 2878 15000 1.150 -345 -4 -174.5 2928 15250 1.175 -351 -7 -179.0 3004-15600 1.200 -354 -10 -182.0 3054 15950

1. 225

-358 -14 -186.0 3121 16250 1.250 -364 -19 -191.5 3213 16600 1.275 -368 -22 -195.0 3272 16850 1.300 -374 -26 -200.0 3356 17200 1.325 -377 -30 -203.5 3415 17650 1.350 -383 -35 -209.0 3507 18000 1.375 -388 -39 -213.5 3583 18400 1.400 -393 -44 -218.5 3666 18700 1.425 -395 -50 ,-222.5 1734 19050 1.450 -400 -56 -228.0 3826 19500 1.475 -404 -64 -234.0 3927 19850 1.500 -405 -72 -238.5 4002 20200 4

=, TEST 'L' () ) Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0 0 9950 .025 -19 -3 -11.0 185 9900 .050 -25 -7 -16.0 268 9850 .075 -29 -10 -19.5 327 9850 u .100 -32 -14 -23.0 386 9850 .125 -33 .-20 -26.5 445 9800 ~ .150 -38 -23 -30.5 512 9800 .175 -42 -27 -34.5 579 9800 .200 -47 -31 -39.0 654 9800 .225 -51 -35 -43.0 722 9850 .250 -56 -38 -47.0 789 9900 ~ .275 -59 -43 -51.0 856 9950 .300 -64 -47 -55.5 931 10000 .325 - -67 -52 -59.5 998 10050 .'350 -70 -57 -63.5 1066 10150 .375 -72 -63 -67.5 1133 10250 .400 -74 -69 -71.5 1200 - 10350 .425 -75 -76 -75.5 1267 10450 .450 -78 -81 -79.5 1334 10500 .475 -81 -33 -57.0 956 10600 .500 -130 -44 -87.0 !'60 10700' .525 -132 -51 -91.5 1535 10800 .550 -135 -57 -96.0 1611 10850 .575 -136 -63 -99.5 1670 10950 .600 -138 -68 -103.0 1728 11000 .625.. -140 -74 -107.0 1795 11100 .650 -141' -80 -110.5 1854 11200 .675 -141 -87 -114.0 1913 11300 .700 -141 -92 -116.5 1955 11400 .725 -141 -100 -120.5 2022 11500 () .750 -141 -107 -124.5 2081 11650 ~

^ s, o ~ TEST 'l' (CONTINUED) Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) a v .775 -141 -114 -127.5 2139 11800. .800 -142 -119 -130.5 2190~ 12000 .825 -142 -127 -134.5 2257 12150 '.850 -142 -136 -139.0 2332 12400 .875 -142 -143 -142.5 2391 12650 .900 -142 -152 -147.0 2467 12900- .925 -140 -16I -151.0 2534 13100 .950 -140 -170 -155.0 2601 13400 .975 -140 -179 -159.5 2676 13700 1.000 -139 -186 -162.5 2727 13950 1.025 -138 -198 -168.0 2819 14250 1.050 -136 -209 -172.5 2895 14600 5 1.075 -135 -220 -177.5 2978 14900 1.100 -134 -230 -182.0 3054 15200__ 1.125 -13T -243 -187.0 3138 15500 1.150 -132 -250 -191.0 3205 15900 1.175 -129 -264 -196.5 3297 16250 1.200 -126 -277 -201.5. 3381 16650 1.225 -125 -287 -206.0 3457 16950 1.250 -141 -303 -222.0 3725 17300 'l I 4 5 0 = t . ~ D

TEST 'M' Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage il Gage #4 Average Load (LB)' Load (LB) .0 0 0 0 0 9950 .025 -30 2 -14.0 235 9950 .050 -44 4 -20.0 336 9950 .075 -42 0 -21.0 352 9700 .100 -49 -5 -27.0 453 9800 .125 -54 '32.5 545 '9850 .150 -58 -16 , -37.0 621 9850 .175 -62 -21 -41.5 695 9900 .200 -66 -25 -45.5 763 9950 .225 -95 -4 -49.5 831' 9950 .250 -94 -16 -55.0 923 10000 .275 -94 -25 -59.5 998 10050 .300 -97 -33 -65.0 1091 10150 ~ .325 -99 -41 -70.0 1171 10200 .350 -106 -44 -75.0 1259 '10250 .375 -115 -37 -76.0 1275 10350 .400 -118 -48 ,-83.0 1393 10450 e .425 -130 -38 -84.0 1410 10550 .450 -132 -50 -91.0 1527 10700 .475 -141 -42 -91.5 -1535 10750 .500 -143 -55 -99.0 1661 10905 .525 -154 -46 -100.0 1678 10900 .550 -157 -51 -104.0-1745 11100 .575 -161 -55 -108.0 1812 11200 .600 No readings available due to U-bolt " slip" .625- .650 -186 30 -78.0 1309 11100 .675 -211 32

89.5 1502 11450

.700 -227 34 -96.5 1619 11700 .725 -238 32 -103.0 1728 12000 .750 -240 23 .-108.5 1821 12250

= . ~... a a.: ~.... ~...r.--.. ...:... ~.. -.... -. :.. 2 TEST 'M' (CONTINUED) .O Axial Strains (in/in x 10-6) Deflection Axial Normal (IN) Gage #1 Gage #4 ' Average load (LB) Load (LB) .775 -241 15. -113.0 1896 12500 .800 -244 7 -118.5 1988 12700 .825 -246 1 -122.5 2056 12950 .850 -247 -5 -126.0 2114-13200 [ .875 -249 -12 -130.5 2190 13350 .900 -252 -17 -134.5 2257 13600 .925 -250 -26 -138.0 2316 13850 .950 -254 -33 -143.5 2408 ,14100 .975 -256 -39 -147.5 2475 14350 1.000 -258 -44 -151.0 2534 14550 1.025 -259 -52 -155.5 2609 14800 1.050 -261 -58 -159.5 2676 15100 1.075 -263 -64 -163.5 2744 15300 ~ 1.100 -268 -66 -167.0 2802 15550 1.125 -268 -72 -170.0 2853 15800 1.150 -273 -77 -175.0 2937 16050 1.175 -275 -84 -179.5 3012 16350 i 1.200 -279 -90 -184.5 3096 16650 1.225 -281 -96 -188.5 3163 16950 2 1.250 -286 -104 -195.0 3272 17250 1.275 -286 -112 -199.0 3339 17550 1.300 -286 -123 -204.5 3432 17900 l 1.325 -290 -128 -209.0 3507 18250 1.350 -292 -136 -214.0 3591 18550 1.375 -294 -143 -218.5 3666 18850 -1.400 -289 -154 -221.5 3717 19100 1.425 -295 -160 -227.5 3815 19500 l 1.450 -297. -169 "233.0 3910 19850 l.475 -299 -178 -238.5 4002 20200 1.500 -299 -191 -245.0 4111. 20650 ,, - - +

%, :v- =a. c L 3,.. u _ ; 1 2 :1 u.. =.:&sA2&:2 ash:: -- .GLQ = LOADING CONDITION 2 Rated Normal Load Plus Variable Side load U-bolt size : 24" pipe 1" rod Three tests N,0 and P were performed. In each test the U-bolt was loaded with the LCDS rated normal load of 9920 lb. Side load was induced through the hydraulic pum~p. The testing procedure is the same as for tests 0,E and F. u O O I O

a-u, aw..e.s

L.: ..=. w.=

... - :. - 1= a 1:m a.

TEST 'N' () Side Strains (in/in x 10-6) Deflection Side , Normal '(IN) Gage #1 Gage #4 Average. Load (LB) Load (LB) .0 0 0-0 0 9920 .025 -38 24 -7.0 117 9900 .050 -76 49 -13.5 227 9900- .075. -107.. 68. ..19.5 327 -9950 .100 -130 80 -25.0 420 10050 .125 -158 97 -30.5 512 10250 .150 -187 114 -36.5 612 10400 .175 -222 134 - -44.0 738 10550 .200 -256 155 -50.5 847 10700 .225 - -295 178 -58.5 982 10850 .250 -330 199 -65.5 1099 11000- .275 -365 220 -72.5 1217 11200 .300 -398 239 -79.5 1334 11300 .325 -433 260 -86.5 1451 11550 .350 -468 279 -94.5 -1586 11700 .375 -496 295 -100.5 1686 11950 .400 523 309 -107.0 1795 12150 .425 -555 -326 -114.5 1921 12350 .450 -584 341 -121.5 2039 12550 .475 -612 355 -128.5 2156 12800 .500 634 365 -134.5 2257 '13000 .525 -660 377 -141.5 2374 13300 .550 -683 387 -148.0 2483 13500 .575 -711 402~ -154.5 2593 13750 .600 -737 416 -160.5 2693 14000 .625 -766 432 ' -167.0 2802 14250 .650 -790 446 -172.0 2886 14500 .675 -818.. 462 '178.0 2987 14750 .700 -843 477 -183.0 3071 15000 .725 h .-868 492 -188.0 -3155 15250 l .750 -891 507 -192.0 3222 15500 9 g 6 u-4

h5O hY if

.. ~ ' a., ;.;

. ;.x ,:w. [. TESTN' (CONTINUED) f' k i _1 Side. Strains (in/in x 10.-6) 'Def1ection Average',. Load (LB) Load'(LB) l{ ~ . Side Normal 4 .(IN) ' Gage #T' Gage #4 .775 . 908. '519. ..1S4.5.. 3264 15800. .800' -941 538' -201:5 3381 16050- .825 -962' 553 -204.5 3432 16350 .-989 ...**.670 ' .850 -209.5 3515 101. 588, .a. *:s. ,L.,16650. r-e' ~

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.875 -215.0 3608 16950 .900 -1039 603 .-218.0 3658 17250 .925 -1066 621 -222.5 3734 17550 .950 -1095 640. ,227.5 3817 178.50 n, .975 -1122 '657 -232.5 3901 18150' 1.000 -1146. 674 -236.0 3960 18450 1.025. -1171 692 -239.5 4019 18800. 1.050 -1202 711 -245.5 4119 19150 1.075 -1231 730 -250.5 4203 19500 O. 1.100 -1260 750 -255.0 4279 20000 1.125 -1293 772 -260.5 4371 20150 1.150 -1325 793 -266.0 4463 20550 1.175 -1354 814 -270.0 4531 20900 1.200 -1391 838 -276.5 4640 21300 1.225 -1424 860 -282.0 4732 21600 1.250 .-1458 885 -286.5 4807 22050 1.275 -1496 910 -293.0 4917 22400 1.300 -1538 938 -300.0 5034 22800 1.325 -1576 964 -306.0 5135 23250 1.350 -1616 993 -31'1.5 5227 23650 1.375 .-1661 1022 -319.5 5361 24100 1.400 -1710 1053 -328.5 5512 24500 1.425 -1750' 1081 -334.5 5613 24900 1.450 -1797 1113 '342.0 5739 25350 1.475 -1844 1143 -350.5 5881 25700 1.500 -1888 1172 -358.0 6007 26100 g 4

t..,- .g TEST 'O' Side Strains (in/in x 10-6) Deflection Side Normal l (IN) Gage #1 Gage #4-Average Load (LB) Load (L8) .0 -28 14 -7.0 117 9950 l .025 -59 29 -15.0 252 9950 .050 -86 44 -21.0 , 352 9950 .075 -104 52 -26_.0 436 .9950 ,[ .100 -123 61 -31.0 520 9950 l .125 -145 72 -36.5 612 9950- .150 -168 85 -41.5 696 9950 .175 -192 99 -46.5 780 9950 .200 -211 108 -51.5 864 10000 .225 -242 128 -57.0 956 10000 .250 -270 145 -62.5 1049 10100 .275 -295 160 -67.5 1133 10100 .300 -316 174 -71.0 1191 10100 .325' -342 189 -76.5 1284 101'00 i .350 -363 202 -80.5 1351 10100 .375 -385 215 -85.0 1426 10150 .400 -402 225 -88.5 1485 10200 .425 -421 238 -91.5 1535 ' 10250 l .450 -447 250 -98.5 1653 10300 .475 -466 261 -102.5 1720 10350 l .500 -484 272 -106.0 1779 1045O' .525 -503 282 -110.5 1854 10550 .550 -520 292 -114.0 1913 10700 .575 -542 303 -119.5 2005 10800 .600 565 316 -124.5. 2089 11000 .625 590 328. '131.0 .2198 11200 .j .650 -614 340 -137.0 2299 11350 l .675 -636 353 '141.5 2374 11550 .700- -665 368 -148.5 2492 11700 ~ .725 -691 382 -154.5 2593 11900 0 .750 -720 398 -i6i.0 2702 i2iOO 4 v

I TEST 'O'(CONTINUED) Side Strains (in/in x 10-6) Deflection Side Normal (IN) Gage #1 Gage #4 Average Load (LB)- Load (LB) o .775 -750 414 -168.0 2819 12300 .800 -774 430 -172.0 2886 12500 .825 -803 447 -178.0 2987 12750 I .850.e. -833. .464 -184.5, .3096 12950- .875 -859 '480 -189.5 3180 13150 .900 -887 497' -195.0 3272 13400 .925 -919 516 .-201.5 3381 13650 .950 -942 533 -204.5 3432 13900 .975 -969 549 -210.0 3524 14150 1.000 -992 566 -213.0 3574 14400 1.025 -1026 587 -219.5 3683 14700 1.050 -1046 602 -222.0 3725 15000 I 1.075 -1069 618 -225.5 3784 15300 1.100 -1102 638 - -232.0 3893 15600 1.125 -1123 -654 -234.5 3935 15950 1.150 -1147 671 -238.0 3994 16300 1.175 -1171 687 -242.0 4061 16600 1.200 -1202 707 -247.5' 4153 16950 3 1.225 -1231 725 -253.0 4245-17300 1.250 -1262 747 -257.5 4321 1765.0 1.275 -1286 764 -261.0 4380 18000 l 1.300 -1305 780 -262.5 4405 18200 1.325 -1347 806 -270.5 4539 18650 1.350 -1387 832 -277.5 4656 19050 1.375 -1415 853 -281.0 4715 19450 1.400 -1449 877' -286.0-4799 19800 1.425 -1486 901 -292.5 4908 20200 1.450 -1525 928 -298.5 5009 20600 1.475 -1557 952 -302.5 5076 21000 - 1.500 -1596 978 -309.0 5185 21350

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.a TEST 'P O Side Strains (in/in x 10-6) Deflection Side Normal (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .0 0 0 0 0 9920 .025 -58 35 -11.5 193 9920 .050 -96 57 -19.5 327 9850 .075 -132 80 -26.0. 436 .9850. .100 -176 108 -34.0 571 9800 .125 -215 134 -40.5 680 9750 .150 -253 160 -46.5 780 9700 .175 .-287 182 - -52.5, 881 9700 .200 -322 206 -58.0 973 9650 .225 -353 227 -63.0 1057 9650- .250 -385 247 -69.0 1158 9650 .275 -412 265 -73.5 1233 9650 1 .300 -438 282 -78.0' 1309 9650 .325 -460 294 -83.0 1393 9650 .350 -482 305 -88.5 1485 9750 .375 -501 314 -93.5 1569 9800 .400 -522 324 -99.0 1661 9850 .425 -541 333 -104.0 1745 9950 .450 -560 342 -109.0 1829 10000 .475 -581 352 -114.5 1921 10100 .500 -599 360 -119.5 2005 1025O .525 -620 369 -125.5 2106 10350 .550 -637 378 -129.5 2173 10450 .575 -656 389 -133.'5 2240 10600 .600 -682 403 -139.5 2341 10800 .625 -699 414 -1.42.5 2391 10900 .650 -719 425 -147.0 2467 11100 .675 -742 438 "152.0 2551 11250 .700 -763 450 -156.5 2626 11400 l l. .725 .-789 465 -162.0 2718 11600 h .750 -816 481 -167.5 2810 11750 l 1 1 \\ J .w

~* TEST 'P (CONTINUED) O Side Strains (in/in x 10-6) Deflection Side Norma.1 (IN) Gage #1 Gage #4 Average Load (LB) Load (LB) .775 -841 496' ,172.5 2895 12000 .'800 -867 512 -177.5 2978 12260 .825 -893 528 -182.5 3062 12450 .850 -919 544 -187.5 3146 12700 .875 -944 560 -192.0 3222 12950 .900 -966 575 -195.5 3280 13250 .925 -991 591 -200.0 3356 13550 ,.950 -1011 606 -202.5 3398 13850 .975 -1035 622 -206.5 3465 14150 1.000 -1060 638 -211.0 3541 14450 1.025 -1085 655 -215.0 3608 14800 1.050 -1110 672 -219.0 3675 15150 1.075 -1133 688 -222.5 3734 15450 j 1.100 -1164 708 -228.0 3826 15850 1.125 -1200 730 -235.0 3943 16150 1.150 -1220 747 -236.5 3968 16550 1.175 -1254 769 -242.5 4069 17000 1.200 -1286 790 -248.0 4161 17400 1.225 -1322 813 -254.5 4271 17800 1.250 -1352 835 -258.5 4338 18200 1.275 -1386 857 -264.5 4438 18600 1.300 -1413 877 -268.0 4497 18950 1.325 -1452 903 -274.5 4606 19450 1.350 -1482 924 -279.0 4682 19800 1.375. -1519 949 -285.0 4782 20250 1.400 -1559 975 -292.0 4900 20650 1.425 -1600 1002 -299.0 5017 21100 1.450 .-1632 1025~ -303.5 5093 21500 1.475 -1671 1050 -310.5 5210 22000 1.500 -1709 1076 -316.5 5311 22400 0 e e

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.. ~" * ~. * ' m' 3 x Y?.% y(4;Q;_ ygfghtg89@>;% n',_g, " [ * - 7 . c * : ' P y ,. ~.. .e. a ...a ~.. LOADING COP.DITION 3 Normal Loaa to. Failure.. .;g D U-bolt size :. 24" pipe 1" rod. n ~ ' Three tests Q,Rand-S were' performed. In each test lthe U-bol:t.was' 3 5 '. loaded normally by means of the tdnsile. machine. The normal load was 0 increased gradually until the Utbol.t' failed.. The charting capability of-theimachine was utilized to - lot the-no'rinal.ldad'against the 'nbrmal'- " ? deflection or elongation of the U-bolt. The location of failure for each U-bolt was observed. p . ~ n. s e s 8 k 8 n. e O e .g ...q 1 e

LOAD RATING ACCORDING TO ASME NF-3260 G MATERIAL PROPERTIES - Stress in KSI Values from C.M.T.R.'s at 70* F SIZES Su S .5Su .6S FALL /Su i y y ~<4" PIPE 1/2" R00' '63.08 45.13 31.54 27.'08' O.43 '24" PIPE _l". R00. 73.4 51.6 36 7 30.96 0.42 MATERIAL PROPERTIES.- Stress in KSI Values from ASME Appx. l at 100*.F. SIZES S S .5Su. .6S FALL /S u y y u 4" PIPE 1/2" R00 58 36 29 21.6 0.37 24" PIPE 1" R00 58 36 29 21.6 0.37 j MATERIAL PROPERTIES - Stress in KSI Values from ASME Appx. 1 at 650' F SIZES Su S .55u .6S FALL /Su y y I{s. 4" PIPE 1/2" R00 58 26.1 29 15.66 0.27 24" PIPE 1" R00 58 26.1 29 15.66 0.27 1 FALL : Smallest of.55 and.6S u y Per NF-3262.3, Winter 1974 Addenda, LOAD RATING = T.L. X (FALL /S ) u where T.L. = TEST LOAD -the TEST LOAD for normal loading is the final load that produces failure of the U-bolt, -for axial and lateral loadi,ng, the test load may be taken as the load at maximum observed axial or. lateral deflection, since at this deflection the support was still, sustaining the indicated loads. G l' a s.

am 2 .., m. 2 s_m, ..a. .a. ---. s mapa.a -y - m..... - l LOADS AND DEFLECTIONS FOR USE IN LOAD RATING OF 4" & 24" PIPE U-BOLTS TEST LOAD DEFLECTION TEST LOAD DEFLECTION t .A 1418 .75 K 4002 1.50 8 2014 .85' L 3725 1.25 C 1930 .85 M 4111 1.50 O 5185 .90 N 6007 1.50 E 4715 .85 0 5185 1.50 .F-4858 .95 .P 5311 1.50 G 19825 FAILURE Q 89500 FAILURE j H 18675 FAILURE R 90000 FAILURE ,i I 19850 FAILURE S, 90750 FAILURE Based on the minimum values of the above table, TEST LOAD for 4" Axial Load Test = 1418 LBS. ~ TEST LOAD for 4" Lateral Load Test = 4715 LBS. . TEST LOAD for 4" Normal Load. Test = 18675 LBS. TEST LOAD for 24" Axial Load Test = 3725 L85. Q</ TEST LOAD for 24" Lateral Load Test = 5185 LBS. j TEST LOAD for 24" Normal Load Test = 89500 L85. 1 j For material properties at 70* (per C.M.T.R.'s), l NF Load Rating for 4" Axial Load = 1418 (0.43) = 610 L85. l NF Load Rating for 4" Lateral Load = 4715 (0.43) = 2027 LBS. i NF Load Rating for 4" Normal Load = 18675(0.43 8030 LBS. = 1 NF Load Rating for 24" Axial Load = 3725 (0.42 1565 LBS. = NF Load Rating for 24" Lateral Load = 5185 (0.42 2178 LBS. = NF Load Rating for 24" Normal Load = 89500 (0.42) = 37590 LBS. I For material properties at 100" (per ASME Appex. I), i j NF Load Rating for 4" Axial Load = 1418 0.37) = 525 LBS. NF Load Rating for 4" Lateral Load = 4715 0.37) = 1745 L85. NF Load Rating for 4" Normal Load = 18675 0.37) = 6910 L85. NF Load Rating for 24" Axial Load = 3725 0.37) = 1378 LBS. NF Load Rating for 24" Lateral Load = 5185 0.37) = 1918 LBS. NF Load Rating for 24" Normal Load = 89500 (0.37) = 33115 L8S. l For material properties at 650' (per ASME Appex. I), NF Load Rating for 4" Axial Load = 1418 (0.27) = 383 L8S. NF Load Rating for 4" Lateral Load = 4715 0.27) = 1273 LBS. NF Load Rating for 4" Normal Load = 18675 0.27) = 5042 L8S. Q-NF Load Rating for 24" Axial Load = 3725 0.27) = 1006 L85. NF Load Rating for 24" Lateral Load = 5185 (0.27) = 1400 L85. .NF Load Rating for 24" -Normal: Load.= 89500{0.27),=24165LBS. e r a w- ,e e--,-.---- .,--,,e

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",3 ^\\ TEST RESULTS O l I AXIAL LOADING OF U-BOLTS 4" PIPE '1/2" rod U-bolts ~ Tests A,8,C Figures A-1 to A-6 of Appendix I ,l -Axial loads of between'1342'and.1552.lbs were required to produce 0.75"- of deflection in the axial direction for three different specimens. Load-deflection paths were comparatively similar for all U-bolts. Normal load increased from the LCDS rated load of 2260. Ibs at the beginning of the test, to a load of between 5250 and 5860 lbs at 0.75" of axial deflection. Upon removal of the axial load, the axial deflection went down to approximately 0.51" and the normal load was reduced to 2500 lbs (test C data only).. No measurements were taken upon removal of normal load. 24" PIPE ~ 1" rod U-bolts' Tests K,L,M Figures A-16 to A-21 of Appendix I Axial loads of' between 3213 and 3725 lbs were required to produce 1.25" of deflection in the axial direction for three different specimens. Load-deflection paths were comparatively similar except for test M when the U-bolt " slipped" on.the pipe at about 0.6" of axial deflection. Normal load increased from the LCDS rated load of 9920'1bs at the ' beginning of the test to a load of between 16600 and 17300 lbs at 1.25" of axial deflection. Upon removal of the axial load, the axial deflection went down to between 0.602" and.0.742" and the normal load was reduced to between 7500 lbs and 9300 lbs. No measurements were.taken upon removal of normal load. t e i e

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r. TEST RESULTS (CONTINUED) 0 LATERAL LOADING OF U-8OLTS 4" PIPE 1/2" rod U-bolts Tests 0,E,F Figures A-7 to A-12 of Appendix I Lateral : loads of between 3524 and.4044..lbs were required to: produce e O.75" of deflection in the lateral direction, for three different specimens. Load-deflection paths were comparatively similar for all U-bolts. Normal load increased from the CCDS rated load of 2260 lbs at the beginning of the test, to a load of between 4500 and 4875 lbs at 0.75"~ of lateral deflection. Upon removal of the lateral load, the axial deflection was reduced to between 0.507" and 0.627" and the normal load was reduced to between i 2450 lbs and 2570 lbs (tests E and F only). No measurements were taken j upon removal of normal load. 24" PIPE 1" rod U-bolts Tests N,0,P l Figures A-22 to A-27 of Appendix I Lateral loads of between 4321 and 4807 lbs were required to produce i 1.25" of deflection in the lateral direction for three different specimens. Load-deflection paths were comparatively similar for all 1 U-bolts. Nonnal load increased from the LCDS rated load of 9920 lbs at the beginning of the test, to a load of between 18200 and 22050 lbs at 1.25" of lateral deflection. Upon removal of the lateral load, the axial ~ deflection was reduced to i between 0.638" and 0.683" and the normal load was reduced to between 7450 lbs and 8350 lbs. No measurements were taken upon removal of normal load. / ._m. ..w. _e m. m,, ..e_, m. ,e-g

l TEST RESULTS (CONTINUED) . (!!) NORMAL LOADING OF U-BOLTS ,4" PIPE 1/2" rod U-bolts Tests G,H,I Figures A-13 to A-15 of Appendix I Normal loads of 19825', 18'675 and 19850 lbs were required to break the J 'O"' three'different-U-bolts. r Based on theoretical calculations involving the tensile stress area of the threaded section of the U-bolts and the ultimate strength of the U-bolt material, failure should occur at 17890 lbs. Failure occured, as expected, in the threaded section of the U-bolt, in the region between the two hex nuts securing the U-bolt on the base plate. Excessive necking is evident. 24" PIPE i ~ 1" rod U-bolts >+ '"s Tests Q,R,5 Figures A-28 to A-30 of Appendix I i Normal loads of 89500, 90000 and 90750 lbs 'were required to break the three different U-bolts. Based o'n theoretical calculations involving the tensile stress area of the threaded section of the U-bolts and the ultimate strength of the U-bolt material, failure should occur at 88475 lbs. Failure occured, as expected, in the threaded section of the U-bo'lt, in the region between the two hex nuts securing the U-bolt on the base plate. Excessive necking is evident. l L ~ O

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SUMMARY

OF RESULTS O MAXIMUM PIPE LOAD TEST NF-RATED

LCD SIZE

. DIRECTION TEST LOAD LOAD LOAD REMARKS 4 "" AXIAL A 1418 no failure A =0.75" .8. 2014-383 N/A no failure A =0.85" C 1930 no failure A =0.85" 4" LATERAL D 5185 no failure A=0.90" t E 4715 1273. 184: no failure.o=0.85" . - + - 'F 4858 no failure A =0.95" 4" NORMAL G 19825 fa.ilure H 18675 5042 2260 failure I' 19850 failure 24" AXIAL K 4002 no failure A=1.50" L 3725 1006 N/A no failure 4 =1.25" M 4111 no failure d =1.50" 24" LATERAL N 6007 no failure 4 =1.50" 0 5185 1400. N/A no failure A =1.50" P 5311 no failure A. = 1. 50" 24" NORMAL Q 89500 failure R 90000 24165 9920 failure S 90750 failure All loads in pounds

These NF rated loads are those loads which have-been extracted from the test results of the U-bolt specimens covered in this report. These loads are determined in accordance with the ASME Boiler and Pressure Vessel Code, Section III, Subsection NF, Article NF-3262.3, Winter 1974 Addenda. They reflect the maximum design load similar U-bolts installed at the plant may be qualified to. These values are presented to emphasize the fact that the items under investigation poses considerable.

re. serve strength in comparison to their published design load. 6 9 8 r L

=, CONCLUSIONS O During all tests, the U-bolt specimens sustained permanent deformation with no loss in the load-carrying capacity for either the axial or lateral loading direction. The load carrying capability only ceased at the actual U-bolt failure for the pullout test. For both the axial and lateral load tests, the U-bolts sustained the indicated loads. Determination of the' yield pot'nt of the U-bolt cannot be made from the plots of the tests included in the Appendix I. The nature of the applied normal load causes a stress stiffening effect where the state of stress in the member adds s_ignificantly.to the overall stiffness.. Hence with the U bolts'being loaded'both normally and in bending, the transition between elastic and inelastic behavior is difficult to detect. It was observed during the course of testing that under the simultaneous loading, axial displacements in excess of one-eighth inch caused no noticeable permanent deformation upon removal of load. The increase in normal-load as axial or lateral deflection of the U-bolt increased may be attributed to the following. As the U-bolt is displaced, the bending resistance of the U-bolt predominates at smaller values of deflection. As yielding proceeds through the cross-section, this bending resistance diminishes. To account for this condition, the U-bolt resists load in the normal direction along the U-bolt axis. Throughout the course of each test,_a space or " gap" existed between the pipe spool and base fixture as the pipe was forced upward against the v-U-bolt. This " gap" never closed. Stretching of the U-bolt caused the normal load to increase. This points out the fact that there is a tremendous amount *of. reserve strength available in the U-bolt to accommodate very large load increases. Also to be concluded is the fact that under the action of U-bolt tension and bending forces at low values of displacement (below one-eighth inch), no permanent deformation occurs in U-bolts which undergo such loading. To summarize, it must be stated that failure of the specimens due to either axial or lateral load was not accomplished, even at the excessive maximum values of displa~ cement for which the testing was done. It appears that after the elastic limit of the material was reached, yielding occured over a wide span of deflection due to the nature of the load. Even under cyclic loading with displacemants in the order of one-eighth inch, failure of the bolt due to fatigue is nonexistent, since no yielding was. evident.within this range of. deflections. s In light of these observations it ma/ be concluded that the U-bolt . assemblies will perform satisfactoriiy at postulated dispicament values under operating conditions. Added to the safe performance of the 'U-bolts is the evidence contained herein of their substantial reserve strength. O .e + h-

s. '~3 APPENDIX I The purpose of this appendix is to graphically represent the results obtained through testing the 4" and 24" pipe U-bolts. The graphs are self-explanatory, depicting deflection of the pipe andLbolt (axial-or lateral) and load (axial or lateral) required to produce that deflection.. Each test represents a separate U-bolt, and each curve represects a separate test. Three curves of the same test (axial load 014" pipc U-bolt for instance) are also plotted together to show comparative . behavior over.the entire, deflection range. A combinedfgraph is also.. included to show behavior over the first one-eighth inch of deflection. h O 1 s \\ P i \\.', T y e-3, l s i l \\' 1 '\\ l y I l Y g i. ~ ! r hs \\ \\ ', 's; h O h h ( s. i N (; . y; u- ,s ' (,y y, s.4 V -41, . a 1

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w u= -.-.. =.- .. -... =..... l l G STRAIN-MEASURING DEVICE Io o al TERMINAL o.[ [ BOX GAGEI / n U-BOLT GAGE'4 + + CYLINDER END OF PUMP \\ MP l - LOAD - IM DUCING ROD G

=, A' APPENDIX Y STRAIN TO LOAD CONVERSION o Y w e b 0 m ls 9 5 e 9 9 ) O 7 9

O The stress-strain relationship within a material's elastic range is given by; 0" =~ E d. E wh~ere T =' stress in' PSI ~ ~ 6 = strain in IN/IN E = Young's Modulus'in PSI Since the gages are placed diametrically opposite on the 0.875 in. diameter rod whose material Young's modulus is 27900000 PSI, then, T = (27900000) E but @=P 'K {3 therefore =(27900000)6' or P = (27900000) A C P.= (27900000).7f. (.875)2 T P = (16780000)6 / P = 16.78 6 LBS where C = strain in IN/IN X 10-6 f e e O ? O E g S w

w w v_,_ t

f I-

.,.j:; APPENDIX VI PHOTOGRAPHS OF TEST 9 a 9 e f O e e O - i

O LIST OF PHOTOGRAPHS e Photo 1

General T.est Set-up for Axial Load on 4" Pipe U-Bolt 2

Hydraulic Pump and Cylinder Arrangement 3

. : : Strain Gages on Load-Inducing Rods. 4

Typical Axial Deflection and Dial Indicator 5

Permanently Deflected Shape Photo 6

General Test Set-up for Lateral Load on 4" Pipe U-Bolt

~ 7

Load-Inducing Rods and Dial Indicator 8'

Lift-up of Hex' Nut due to Excessive Deformation 9

Pronounced. Deformation of U-Bolt

-10

Permanently Deflected Shape Photo 11

Normal Load Set-up for 4" Pipe U-Bolt 12

Lift-up of Hex Nut due to Excessive Deformation 13

Failure of U-Bolt in the Tensile Mode s

i 14

' Necking' of. Threaded Section of U-Bolt

,c.~. b Photo 15

General Test Set-up for Axial Load on 24" Pipe U-Bolt 16

Axially Deflected U-Bolt 17

Axially Deflected U-Bolt j

18

Axially Deflected U-Bolt l

Photo 19

Lateral Load on 24" Pipe U-Bolt General Deflected Shape 20

Lateral Load on 24" Pipe U-Bolt General Deflected

Shape 21

Lateral Load on 24" Pipe U-Bolt General Deflected Shape 22

Detail of U-Bolt and Hex Nut at Plate Interface Photo 23

Eminent Failure of U-Bolt un' der Normal Load 24

Failed U-Bolt at Threaded Section 25

Failed U-Bolt at Threaded Section 26

' Necking' of Threaded Section of U-Bolt and Damaged Washer due to Bearing.

e l j-s l L ~ ~> g. .;. 4* AXIAL LOAD ~ .2. ' 'l 1:- - - . ~. x .g 3 ? :.t

g,,

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m w

4,--

x. ^ ~ ~ ~.. u~._ w.- . ~.. ~. - ^- 4" AXIAL LOAD h o l ..n e ,b g i r -- - m - B' gg_~ w[s:;',0,, j'y d n =x&ilR i PHOTO 3 : Strain Gages on Load-Inducing Rods l } l L

.,! d --

..K(($U w ,, _ ;.enn [<w' ~ \\ i PHOTO 4 : Typical Axial Deflection and Dial Indicator q

r

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..m..._.._- _ _. = _m____ 4" AXIAL LOAD .l.(; 6 l$ i : 3 J 18 0 ? p3 ..[ ..,. v ^ t +.; t- , u 5.w L% ._, a. :.- ,l

1. {.14.9 I

s t A- ..~igy g w. c-1_ :t.1:: 5' l + - - iam %~..'} *;. & '?' '.I.. .s'

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-;p a g.s_ +._ 1 - w,v...,' .t.f ' ...$.g.*.<+14. <6 i v, u,.- .+> Lh PHOTO 5 : Permanently Deflected Shape n S 6 D 4 e.

l i 4" LATERAL LOAD G r.- / l I l PHOTO 6 : General Test Set-up for S_ide ~ Load on 4" Pipe U-Bolt } / / I 0 l PHOTO 7 : Load-Inducing Rods and Dial Indicator. t g...... y e #cwus: r "' $Ih'EL-g:. vy;_.wlf-

~ ' ~ ~ L.., i;...0L L.t i_C_i,iZ. i.m.;_ ~._2.ul;J Z:.__; _s .J.s.. J. ;_. __ _..~ ;;.2. 4" LATERAL LOAD ,h 1.. ,ar_ L i Wes:G$$stM PHOTO 8 : Lift-up of Hex Nut due to Excessive Deformation I (Q qc.- % +- N. i l l e PHOTO 9 : Pronounced Deformation of U-Bolt 0 ,.-n, e-- n,--- ,-,-----n~w,--

.w..

. - - - - - - - -~ - - - - - - - - -

.2 w = - -. .- aa = a a.m.- = - - -- 4" LATERAL LOAD' W. '... A.'N] ?. } f ;= 1 'j '" \\3 R$3. - a 95 i 1:~ 's f s \\ N

r..

. ?l ?x p'* lt,.i PHOTO 10 : Permanently Deflected Shape .O ~ 9 F e e 9 e

Z - - ~ ~ - - 1~ _. .~...J z.~._..J.. ZZ_: _ Zl iz _ ;X.L;Z a ~, _ _is. JJ:.,.:.... ;. .m.'..~J.... i 4" NORMAL LOAD O r a 1 PHOTO 11 : L Normal Load Set-up for 4"' I Pipe U-Bolt b i s i s 1 r u b.l l Em ".-.c I ~% dW x> PHOTO 12 : Lift-up of Hex Nut due to Excessive Deformation ~

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lo ~i 9 -.-g,.,_.., .~. - - _ - _ _ _ _. _ _ _,.,.

....:.=. ; :.. ..= =.... - = = - - ... ---- =- l 4" NORMAL LOAD O gil 1 1 i l 1I A A PHOTO 13 : Failure of U-Bolt in the 9 Tensile Mode j gt @ N q f'. 4,,g M * .a..... , {' S wh .W.T. : I I q ... W~ j -5% i PHOTO 14 - ?" h@i.. '~.. b* ' Necking' of ~~-~ M D ~. Threaded Section '. Y ~~'Ei ~.U = i of U-Bolt ail

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.. a ------ ~...- --......c........ . :.... -............ ~. - -. 24" AXIAL LOAD G 1 ) r I4 h PHOTO 17 : Axially Deflected U-Bolt ,y: l g. ~:.:q~~' 1 -I: h PHOTO 18 : Axially Deflected U-Bolt w-,,--- -. +

n- .a--...._---~=--=,.,......-.c.-.---.--- ~ 24" LATERAL LOAD e s ~ PHOTO 19 : Side Load on 24" Pipe U-Bolt General Deflected Shape kb) ~ T l L 3 I h PHOTO 20 : Side Load on 24" Pipe U-Bolt General Deflected Shape

- -.- _......... -., -. _.- _ _.-. -.. _....... - -....... -.. ~...... -. .,.x...... ~ 24" LATERAL LOAD h m l I ?

e. -

ll 'l "+. I l 1 ia m PHOTO 21 : Side Load on 24" Pipe U-Bolt General-Deflected Shape D Pk. (... r. A.a i PHOTO 22 - . Detail of U-Bolt and Hex Nut at t Plate Interface [ j d fi s. t. n 7 L r h b a k td b .g m >~ I j \\ ' i t s s. O r -~~ 27 {gi.j rg. r. h _4 b ' ~~ m ._h ~. _. J.

~ I l 24" NORMAL LOAD ~ ^. 2TC.? .~ 'R :it. N ~ u

x. - ~: -.: e s --.. 116.

sd s L ._n'.:::~*- { PHOTO 23 : Eminent Failure of U-Bolt under Normal Load ~ PHOTO 24 : Failed U-Bolt at Threaded Section j .- m I ' [ I g t 'l 6,. -s. h m

24" NORMAL LOAD g.2 y p.n t (1.mie J u./ 4 ' = ' ~

- f' $W SA '

5 -~ -T. __,....,---e-t g:g gI i, L'p. -- O M y:- s ... _,[ e s PHOTO 25 : Failed U-Bolt at Threaded Section ? r 1 . _ 7e r. [ ? .:, s.tl l 4' -:s - ..g. -

i:

"ANeG T,.Y I~ ~ y .:.u=sra 6... t t I PHOTO 26 : ' Necking' of Threaded Section of U-Bolt ~ and Damaged Washer due'to Bearing o -j l h a

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4D AVOITED BY DUSOSE STEEL INC. ON OCTCBER 10, 1980.

AUB 4 STEEL Co., INC. m g. RICHARD A. SUCHAN Pn 4GER QUALITY ASSURANCE MCO Steel, 1 POV 11408 ' t .s (&r Y AFCO STEEt. QUALilY ASSURANCE .Q / Current Appem g, g,_ -Waterouse Other-Date l - fkh' U"*I [g Y g i~ -..-..N .-..v '.a.';TED oy V..:: ;:O._ / 7 V,77 /Mzy2re/'3.7 ~ O G -105-

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Hsekinatek. N.J.07601 REPORT OF TESTS Page 1 of 1 Lateral Load Tests of Iteavy Duty U-Bolts yps,t_.Sppy,impns, Two 4" and two 6" !! cavy Duty U-Dolts (7/8" stock, .7/8 - 9 thread) were selected from a group of 3 cach submitted by NPS Industries. How Tested: The test setup is shown on Page 2 of this report..The 4 x 4 x 3/8 aagle was bolted to a steel pedestal (14 WF 370 with 1)" pl. top and bottom) bolted to the floor. The U-Bolt was attached to the angle through 15/16 diameter holes. In all tests, due to the interference fit, a gap, 1/8" - 3/16", was found between the top of the U-Bolt and the pipe. No attempt was made to reduce this gap, but, rather the nuts on both sides of the U-Bolt were tightened so that the pipe slid freely in the U-Bolt. Each load P/2 indicated in the test setup was monitored by a strain gage load call calibrated before use. The latest i calibration of the testing machine used for the calibration is attached. All deflections were measured by new standard dial indicators with 1" travel and a 0.001" laast reading. l In tests af ter Test No. 81071 an additional deflection "B" was measured. For one test in each size the deflection "U" was measured relative to the pedestal and in the other test relative to the free end of the angle. The loading increment of 50 lbs. was found to be too l small and was increased as reflected in the data. The tests were stopped at an approximate permanent set of t" in deflection "U". Lesults of Tests: The data recorded for each test will be found on Pages 3 through 6 and plotted deflection"U" vorsus load "P" on l Pages 7 and G. Aside from the permanent lateral distortion of the U-Bolts it should be r.oted that at the conclusion of each test the pipe moved very freely in the U-Bolt. !!o visual distortions were found i l In the angles except in Test No. 81078. After this test the corner of the angle above the U-Bolt was bent back approximately 0.1" in j 2". 2 Attachments: Calibration of Testing Mach'ine Photograph of Test No. 01077, no load. i ....;?.m.i. t, G.C-2.+231 ~'E.=:=== ,,'s,... l '.).- 6 ~~ --

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ML20084S341

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ML20084S341

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s,w aw z.:. u.a xa,

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SUMMARY

r.nx

a

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